g4580 july 2019 geohydrology assessment 145 … · 2019-08-22 · g4580 july 2019 geohydrology...

G4580 JULY 2019

GEOHYDROLOGY ASSESSMENT 145 WELLINGTON STREET WEST

TORONTO, ONTARIO

DISTRIBUTION:

1 COPY (electronic) PRIMARIS MANAGEMENT INC.

1 COPY McCLYMONT& RAK ENGINEERS, INC.

PREPARED FOR:

H & R REIT – 145 WELLINGTON

C/O

PRIMARIS MANAGEMENT INC.

1 ADELAIDE STREET, SUITE 300

TORONTO, ON

M6B 3A7

Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario

i

TABLE OF CONTENTS

Item Page

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

1.1 SCOPE OF WORK .......................................................................................................................... 1 1.2 SITE DESCRIPTION ........................................................................................................................ 1 1.3 PROPOSED DEVELOPMENT ............................................................................................................ 2 1.4 PROPERTY OWNERSHIP ................................................................................................................. 2 1.5 REVIEW OF PREVIOUS REPORTS .................................................................................................... 3

2.0 HYDROGEOLOGICAL CONDITIONS ............................................................... 4

2.1 PHYSICAL SETTING ........................................................................................................................ 4 2.2 TOPOGRAPHY................................................................................................................................ 4 2.3 REGIONAL GEOLOGY AND HYDROGEOLOGY .................................................................................... 4 2.4 LOCAL GEOLOGY AND HYDROGEOLOGY ......................................................................................... 5

3.0 SCOPE OF INVESTIGATION ............................................................................ 6

3.1 OVERVIEW OF SITE INVESTIGATION ................................................................................................ 6 3.2 MONITORING WELL INSTALLATION .................................................................................................. 6 3.3 ELEVATION SURVEYING ................................................................................................................. 6 3.4 GROUNDWATER SAMPLING ............................................................................................................ 6 3.5 GROUNDWATER ANALYSIS ............................................................................................................. 7

4.0 INVESTIGATION RESULTS .............................................................................. 8

4.1 GEOLOGY ..................................................................................................................................... 8 4.2 GROUNDWATER LEVEL MONITORING .............................................................................................. 9 4.3 GROUNDWATER QUALITY ............................................................................................................... 9 4.4 GROUNDWATER DISCHARGE ASSESSMENT ..................................................................................... 9

5.0 REVIEW AND EVALUATION .......................................................................... 10

5.1 TEMPORARY DEWATERING ASSESSMENT ...................................................................................... 10 5.1.1 NUMERICAL ANALYSIS ................................................................................................................. 11 5.2 PERMANENT FOUNDATION DRAIN FLOW RATES ............................................................................ 12 5.2.1 NUMERICAL ANALYSIS ................................................................................................................. 13 5.3 MECP PERMIT TO TAKE WATER REQUIREMENT ........................................................................... 13 5.4 TORONTO WATER DISCHARGE PERMIT REQUIREMENTS ................................................................ 14 5.5 ENVIRONMENTAL PROTECTION ..................................................................................................... 15

6.0 CONCLUSIONS AND RECOMMENDATIONS ................................................ 16

7.0 REFERENCES ................................................................................................. 19

8.0 STATEMENT OF LIMITATIONS ...................................................................... 20

9.0 CLOSURE ........................................................................................................ 21


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FIGURES

Drawing No.1 Borehole Location Plan

Drawing No. 2 Private Water Drainage System

TABLES

Table 1 Construction Details and Elevation of Monitoring Wells

Table 2 Groundwater Analytical Results – City of Toronto Sewers By-Law

Table 3 Groundwater Monitoring Data

Table 4 Discharge Estimation of Construction Dewatering

Table 5 Discharge Estimation of Permanent Drainage System

APPENDICES

Appendix A Legal Survey Plan

Appendix B Proposed Redevelopment Drawings

Appendix C Borehole Logs

Appendix D Certificates of Analysis


1

1.0 INTRODUCTION

H & R Reit – 145 Wellington c/o Primaris Management Inc. (the Client) intends to

redevelop the property located at 145 Wellington Street, M5T 1T1, Toronto, Ontario,

(hereafter referred to as ‘the Site’). McClymont & Rak Engineers Inc. (MCR) were

retained to conduct a Geohydrology Assessment for the Site to evaluate the

requirements for temporary dewatering and permanent drainage for the proposed

redevelopment.

1.1 SCOPE OF WORK

The objectives of the Geohydrology Assessment are to determine the following:

Hydrogeological conditions of the Site, including the groundwater and

phreatic surface, subsurface elevations and flow patterns and the

interaction with the design and construction of the proposed

development.

Reviewing the available background information for the Site obtained

from MCR’s files, City of Toronto, and architectural drawings.

Estimate the potential temporary dewatering flow rates during

construction and assessment of potential impacts on the surrounding

environment.

Estimate the long-term flow rates from the Private Water Drainage

System (PWDS) of the proposed building.

Assess the permitting requirements for both dewatering and discharge

with the Ministry of Environment, Conservation and Parks (MECP) and

the City of Toronto – Toronto Water (the City), respectively.

Summarize the findings in a Geohydrology Assessment Report.

1.2 SITE DESCRIPTION

The Site is located on the south-east corner of Wellington Street West and

Simcoe Street at the municipal address of 145 Wellington Street West. The Site

is rectangular in shape, with an area of approximately 1,482.1 m2.

The Site is bounded by Wellington Street West to the north, commercial


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buildings to the east, a parking lot to the south and Simcoe Street to the west.

The Site is currently occupied by a midrise office building with three levels of

underground parking.

According to the Survey Plan by Speight, Van Nostrand & Gibson Limited

(Appendix A), the Site is legally described as: Lot D and Part of Lots C and E,

And Part of Lane (Closed by By-Law 434-85), Registered Plan D-47, City of

Toronto.

1.3 PROPOSED DEVELOPMENT

The Site is proposed for mixed-use residential and commercial development

consisting of a sixty five [65] storey building with three [3] levels of below grade

parking. The design grades are not known at this stage. Therefore, our

suggestions might be revised when the proposed Site/Foundation Plan becomes

available.

However, the ground floor finished floor elevation (FFE) is expected to be at an

approximate elevation of 83.0 masl. The P3 FFE is expected to be at a depth of

10.40 m, corresponding to an approximate elevation of 72.60 masl.

Presently, it is assumed that the proposed building will be founded in shale

supported by conventional spread/strip footings or raft foundation. The size of

the shoring plan layout was assumed to cover approximately 50 m by 30 m.

With spread/strip footings, a sub-floor Private Water Drainage System (PWDS)

with perimeter weeping tile will be required. A soldier pile and lagging shoring is

expected for temporary dewatering/excavation except where adjacent structures

exist or heritage structures are to remain, in which case a caisson shoring

system would be necessary.

1.4 PROPERTY OWNERSHIP

The Site is owned and intended for redevelopment by H & R Reit – 145

Wellington. The Client is represented by Mr. David Cox, with the following

contact information:


3

H & R Reit – 145 Wellington

1 Adelaide Street, Suite 300

Toronto, Ontario

M6B 3A7

Mr. David Cox

Director, Development and Construction, Eastern Canada

Email: [email protected]

1.5 REVIEW OF PREVIOUS REPORTS

The following geo-environmental reports were provided/completed for review

prior to initiating the investigation:

MCR report titled: Geotechnical Investigation, Proposed Mixed Use,

Residential/Commercial Development, 145 Wellington Street West,

Toronto, Ontario, prepared for Primaris Management Inc., dated May

2019.


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2.0 HYDROGEOLOGICAL CONDITIONS

2.1 PHYSICAL SETTING

The Site is located in the central portion of the City of Toronto and is situated in a

mixed-use residential and commercial area. The nearest major intersection is

Simcoe Street and Wellington Street West, located at the north-western corner of

the Site. There are no water bodies or areas of natural significance within 30 m

of the Site boundaries. The nearest surface water body is Lake Ontario, around

810 m southwest of the Site.

The Site is located at an average geodetic elevation of approximately 83 masl

(272 ft), and the topography across the Site is generally flat with a gentle slope

towards the south-east.

The Site is bounded by the following properties/features:

North Wellington Street West

South Parking Lot

East Commercial building

West Simcoe Street

2.2 TOPOGRAPHY

According to Topographic Map30 M/11, 9th Edition, published in July 2013 by

Natural Resources Canada; Earth Sciences Sector; Canada Centre for Mapping

and Earth Observation, ground surface in the area of the Site slopes up to the

south-east.

2.3 REGIONAL GEOLOGY AND HYDROGEOLOGY

According to the geological map entitled "Quaternary Geology of Ontario,

Southern Sheet" Map 2556, published by the Ontario Ministry of Development

and Mines, dated 1991, the overburden in the study area consists of

undifferentiated, predominantly sandy silt to silt matrix, commonly rich in clasts,

often high in total matrix carbonate content. The groundwater typically tends to

flow towards south towards Lake Ontario.


5

According to the Ontario Ministry of Development and Mines, Map No. 2554

“Bedrock Geology of Ontario, Southern Sheet, 1991”, the bedrock typically

consists of Upper Ordovician shale, limestone, dolostone and siltstone.

It should be noted that the subsurface soil, rock and ground water conditions

described above represent generalized conditions only and should not be

considered site specific.

2.4 LOCAL GEOLOGY AND HYDROGEOLOGY

On a local scale, geological conditions and hydrogeology are similar to the ones

at a regional scale. Locally, surface groundwater flow may be influenced by

underground structures (e.g., service trenches, catch basins, and building

foundations or surface watercourses). No surface water features are present

onsite and there are no Provincially Significant Wetlands in the vicinity of the

Site.


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3.0 SCOPE OF INVESTIGATION

3.1 OVERVIEW OF SITE INVESTIGATION

Three boreholes (BH 1 to BH 3) were advanced as part of the field

investigation in March 2019 due to Site access limitations.

The boreholes were equipped with a monitoring wells for long term

groundwater monitoring and water sampling.

Drawing No.1 shows the borehole location on the Site Layout and the

borehole log is presented in Appendix C.

Groundwater levels were recorded from the monitoring well on April 4,

2019 and the data is represented in Table 1.

Groundwater samples were collected from BH 1 for chemical analysis of

the City of Toronto Sewers By-Law criteria.

3.2 MONITORING WELL INSTALLATION

All monitoring wells by MCR were installed with a 50 mm diameter schedule 40

PVC pope and a 3.05 m long slotted well screen. Well screens were surrounded

by a silica sand pack to at least 0.6 m above the top of screen with a bentonite

seal extending from above the sand pack to within 0.5 m of the ground surface.

All monitoring wells were completed with a flush mounted cover at ground

surface. Monitoring well installation was done in accordance with the Ontario

Water Resources Act, Sections 35 to 50.

3.3 ELEVATION SURVEYING

Borehole elevations, referred to in this report, are geodetic and are referenced to

Toronto Benchmark No. 2556 CT, with a published elevation of 81.256 m. The

borehole elevation is shown on the borehole log in Appendix C.

3.4 GROUNDWATER SAMPLING

All groundwater sampling activities were conducted in accordance with Ontario

Regulation (O.Reg.) 153/04, as amended to O.Reg. 511/09, July 2011. All

monitoring wells were developed prior to sampling activities using a Waterra


7

Hydrolift II (HL-1217) inertial lift pump by purging at least three well volumes or

until the monitoring well was purged dry. Groundwater samples were obtained

at least 24 hours’ post-development under static conditions. No samples were

field filtered prior to laboratory analysis in accordance with the standard.

3.5 GROUNDWATER ANALYSIS

All groundwater samples were submitted to ALS Laboratory Group (ALS) of

Richmond Hill, Ontario, certified by the Canadian Association for Laboratory

Accreditation (CALA), for chemical analysis. The Certificates of Analysis

received are included in Appendix D. The contact information for the laboratory

used is included below.

ALS Laboratory Group

95 West Beaver Creek Road

Richmond Hill, ON L4B 1H2

Groundwater samples were submitted for bulk chemical analysis for the criteria

provided in the Toronto Municipal Code, Chapter 681, Sewers By-law. The

results of chemical analysis were compared to the criteria provided in Table 1 –

Limits for Sanitary and Combined Sewers Discharge and Table 2 – Limits for

Storm Sewer Discharge. These guidelines establish the maximum allowable

concentrations of specific analytical parameters for water discharged into either

the municipal sanitary and/or storm sewer system respectively.


8

4.0 INVESTIGATION RESULTS

4.1 GEOLOGY

Due to Site limitations for drilling, the boreholes were drilled form the existing P3

floor slab and were at an approximate elevation of 73.65 masl. Based on the

investigation the geologic formations beneath the Site are illustrated in the

borehole log (Appendix C) and include the following (from surface to depth):

Concrete Slab/Granular Base: A concrete slab, approximately 125 mm in

thickness, was present at the surface of all the boreholes. A granular base

varying from 275 to 300 mm in thickness and consisting of clear stone was

encountered below the concrete slab in Boreholes 1 and 2.

Subject to the extent of excavations, MCR recommends additional testing

to be conducted to assess the fill, if encountered, for the purpose of offsite

disposal, prior to the tendering and award of the excavation work.

Also, although no cobbles or boulders were encountered during the geotechnical

investigation, due to the drilling directly into shale bedrock, the proposed

excavations might also be in soils that went through historic periods of glaciation.

As a result, glacial drop stones, ranging from gravel to boulders can be

encountered within the overburden.

Shale Bedrock: Grey, moist shale bedrock was detected below the clear

stone/concrete slab in all the boreholes and extend to the maximum explored

depth of the boreholes. The shale bedrock was encountered at approximate

Elevations ranging from 73.50 to 73.25.

The depth to shale bedrock should be confirmed during shoring

installation and general excavation.

Groundwater: Upon completion of drilling, groundwater was not measured due

to rock coring techniques.

On April 4, 2019, the groundwater levels were measured at depths of 0.73, 4.28


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and 1.17 m in boreholes BH 1, BH 2 and BH 3, respectively. The results are

summarized on the Record of Borehole Sheets in Appendix C and Table 1.

4.2 GROUNDWATER LEVEL MONITORING

All groundwater measurement data is presented in the enclosed Table 1. It

should be noted that groundwater levels are subject to seasonal fluctuations.

Water levels were measured manually with an electric water level meter. All

water levels were measured with respect to the geodetic borehole elevations.

The interpreted groundwater flow direction is based on the 2019 round of water

table elevation measurements, since this event provided water table elevations

from the majority of the monitoring wells. Confidence in the groundwater flow

direction could be increased with additional rounds of water table elevation

measurements.

4.3 GROUNDWATER QUALITY

Groundwater samples collected in April 2019 from BH 1 were analyzed for the

City of Toronto Sewers By-Law criteria. The results of chemical analysis (Table

2) indicate that the sample complies with the Table 1 Limits for Sanitary &

Combined Sewers Discharge for all parameters analyzed. The following

exceedances were recorded for the Table 2 Limits for Storm Sewer Discharge:

Total Suspended Solids (174.0 mg/L vs. 15 mg/L) and Total Manganese (0.431

mg/L vs. 0.05 mg/L).

4.4 GROUNDWATER DISCHARGE ASSESSMENT

Presently, the groundwater sample collected onsite can be discharged to the City

sanitary or combined sewer system with no additional filtration or treatment. A

filtration/treatment system for suspended solids and manganese would be

required prior to discharging to the storm sewer system. A dewatering contractor

should be approached to explore the possibility of treatment if discharge to the

storm sewer is required.


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5.0 REVIEW AND EVALUATION

5.1 TEMPORARY DEWATERING ASSESSMENT

The excavation for the proposed three level underground parking structure will

extend into sound shale bedrock. Positive dewatering, such as well points and

sump pumps, will be required for the proposed excavation. It should be noted

that during water drawdown the onsite soils might be subject to localized piping,

leading to an increase in the volume of temporary dewatering.

In addition, the (weathered) sedimentary bedrock can be fractured, fissured, or

contain water-bearing bedding planes. When these bedding planes are

intercepted in rock excavation, a substantial amount of water, often under a

significant hydrostatic head, may be encountered. The depths and condition of

shale bedrock vary across the Site; therefore, its quality should be confirmed

during shoring installation and general excavation through inspections in the

field.

For the proposed three underground levels, groundwater is required to be drawn

down 1 m below the underside of the footing. The assumed foundation elevation

is approximately 72 masl. However, for the purpose of temporary/construction

dewatering, given the encountered subsurface conditions, groundwater cannot

be lowered with well points below the average top elevation of shale bedrock at

approximately 73.35 masl. Localized trenches and sumps can be used within

bedrock to lower the water level below the underside of the P3 slab and footings,

to an approximate elevation of 71.0 masl. This result is preliminary and should

be confirmed during the construction phase and final stage of detailed design.

The maximum groundwater level recorded in the monitoring wells is at an

elevation of 72.94 masl, representing an approximate 2 m hydrostatic head

requiring dewatering. The shoring plan layout was assumed to cover

approximately 50 m by 30 m.

Theoretically, the groundwater drawdown for a single well pumping can be

described as:


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dr

dhrKhQ 2 (1)

By integrating Equation (1) and separating variables h and r, we obtain

22 )/ln( ww hrrK

Qh

(2)

Where:

h [m] is the height of the water table above an impervious base

Q [m3/day] is the rate of pumping discharge

K [m/day] is hydraulic conductivity

R [m] is the radius from the center of well location

rw[m] is the radius of pumping well (see Schematic A below).

Schematic A: Radial flow to an unconfined aquifer (Todd, 1980)

5.1.1 Numerical Analysis

The abovementioned Site parameters were used to calculate the estimated

steady state discharge rate for temporary construction dewatering. Groundwater


12

monitoring data is presented in Table 3. The calculations for temporary

dewatering rates are shown in Table 4.

The average hydraulic conductivity (K) of the aquifer was conservatively

estimated at 0.40 m/day due to the lack of soil information of the soil profile

above the shale bedrock. The estimated steady state discharge rate for

temporary construction dewatering was calculated at approximately 48 m3/day (9

USG/min), with a safety factor of 1.50.

The initial drawdown pumping rate would be higher to relieve the stored

groundwater pressure (prior to the start of construction). Considering the soils

onsite being mainly a mixture of shale, the average specific yield is estimated as

5%. The total yield from the groundwater stored within the soil pore would be

about 150 m3.

The additional discharge rate to remove the groundwater stored in the pore

spaces during initial drawdown could range from 8 m3/day for a 20-day

drawdown period to 5 m3/day for a 30-day drawdown period. A factor of two

should be applied to account for unforeseen conditions, including potential

impact of wet weather conditions and fluctuations in the groundwater table.

Additional pumping may be required to remove surface water from the Site.

Assuming a rainfall event of 25 mm over a 24-hour period, about 38 m3/day of

water may need to be removed from the Site following rain events.

Accordingly, the following pumping rates are required:

Typical Maximum Units

Groundwater 48 64 m3/day

Precipitation 0 38 m3/day

Total 48 102 m3/day

5.2 PERMANENT FOUNDATION DRAIN FLOW RATES

For the proposed redevelopment, it is understood that the ground floor finished

floor elevation (FFE) will be at an elevation of 83.0 meters above sea level


13

(masl). The FFE of the P3 underground floor will be at an elevation of 72.60

masl.

A sub-floor Private Water Drainage System (PWDS) with perimeter/underfloor

weeping tile is proposed for the development. The invert of the PWDS is

assumed to be approximately 0.5 m below the FFE of the P3 slab, i.e. at

approximately 72.10 masl.

The proposed PWDS system is shown on Drawing No. 2. The slotted pipes

should slope to a sump at a minimum 1% slope. Perimeter drainage pipes, with

a positive gravity outlet, should be solid PVC with a minimum of 0.5% slope. In

addition, silt traps must be provided at convenient/accessible locations. The

long-term water level for the PWDS was considered the maximum water level

recorded to account for the seasonal fluctuation as well as wet weather

accumulation.

5.2.1 Numerical Analysis

The abovementioned Site parameters were used to calculate the estimated

steady state discharge rate for the PWDS. Groundwater monitoring data is

presented in Table 3. The calculations for permanent drainage flow rates are

shown in Table 5.

The average hydraulic conductivity (K) of the aquifer was conservatively

estimated at 0.40 m/day due to the lack of soil information of the soil profile

above the shale bedrock. The estimated steady state discharge rate for the

PWDS was calculated at 20 m3/day (4 USG/min).

Please note that due to the presence of bedding planes/vertical fissures in the

bedrock, the discharge volume might increase with time. Monitoring of

permanent sumps is recommended for quality and quantity of discharge.

5.3 MECP PERMIT TO TAKE WATER REQUIREMENT

The Permit to Take Water (PTTW) requirements for construction site dewatering

have been updated to the current O.Reg.63/16 amendment to Environmental

Protection Act. In accordance with the updated regulation, construction site

dewatering will require a complete PTTW application when water takings greater


14

than 400,000 L/day are predicted. Groundwater taking between 50,000 L/day

and 400,000 L/day will require a limited PTTW via an online application process

through the Environmental Activity and Sector Registry (EASR). Groundwater

taking from a proposed building structure by means of a PWDS will require a

PTTW when water taking is greater than 50,000 L/day. The complete permit

application process for PTTW takes approximately twelve weeks to review and is

required prior to applying for the discharge permits.

The maximum anticipated temporary dewatering discharge rate was calculated

at 102 m3/day. Therefore, a limited online PTTW application through the ESAR

will be required to be applied for with the MECP.

The anticipated flow rate from the PWDS was calculated at 20 m3/day.

Therefore, a PTTW application for the PWDS will not be required for the

proposed building.

In accordance with the current Ontario Regulation 387/04 for Water Taking,

every person to whom a permit has been issued under Section 34 of the Act

shall collect and record data on the volume of water taken daily. The data

collected shall be measured by a flow meter or calculated using a method

acceptable to a Director.

5.4 TORONTO WATER DISCHARGE PERMIT REQUIREMENTS

The City of Toronto – Toronto Water requires that any private water to be

discharged into the City sewer system must have a permit or agreement in place

in order to discharge; this applies to all water not purchased from the City water

supply. For temporary dewatering during the construction phase, this includes

all groundwater and storm water that is collected or encountered during site

excavation.

The groundwater quality sample collected in April 2019 indicated that the water

onsite could be discharged into the City sanitary and combined sewer system

without additional filtration/treatment required. A filtration and treatment system

for suspended solids and manganese would be required prior to discharging to

the storm sewer system. A dewatering contractor should be approached to


15

explore the possibility of treatment if discharge to the storm sewer is required. A

short-term temporary discharge permit must be applied for construction

dewatering with Toronto Water.

A long-term permanent discharge permit must be applied for the proposed

PWDS since the drainage system is located below the long-term groundwater

elevation. The permanent discharge permit will involve coordination with the

mechanical and site servicing consultant to provide calculations and drawing

specifications for the ultimate discharge location and the sampling port required

by Toronto Water.

5.5 ENVIRONMENTAL PROTECTION

The Site is located within the Lake Ontario drainage basin and the lake is

approximately 810 m southwest of the Site. The Site is located in the City of

Toronto urban environment which obtains its municipal water supply from Lake

Ontario. Therefore, there are no potable groundwater users within the vicinity of

the Site.

Temporary groundwater dewatering will lower the groundwater table to below the

foundation levels. It is assumed that the extracted water will be discharged into

the sanitary sewer or with some filtration/treatment, into the storm sewer.

Updated groundwater monitoring will be conducted by the dewatering contractor

prior to and during construction activities to ensure that no additional adverse

groundwater impacts are identified throughout the project’s construction.


16

6.0 CONCLUSIONS AND RECOMMENDATIONS

McClymont& Rak Engineers Inc. were retained to conduct a Geohydrology

Assessment for the Site in relation to the proposed redevelopment. The Site is

currently occupied by a midrise office building with three levels of underground

parking.

The Site is proposed for mixed-use residential and commercial development

consisting of a sixty five [65] storey building with three [3] levels of below grade

parking. The design grades are not known at this stage. Therefore, our suggestions

might be revised when the proposed Site/Foundation Plan becomes available.

However, the ground floor finished floor elevation (FFE) is expected to be at an

approximate elevation of 83.0 masl. The P3 FFE is expected to be at a depth of

10.40 m, corresponding to an approximate elevation of 72.60 masl.

Presently, it is assumed that the proposed building will be founded in shale

supported by conventional spread/strip footings or raft foundation. The size of the

shoring plan layout was assumed to cover approximately 50 m by 30 m.

With spread/strip footings, a sub-floor Private Water Drainage System (PWDS) with

perimeter weeping tile will be required. A soldier pile and lagging shoring is expected

for temporary dewatering/excavation except where adjacent structures exist or

heritage structures are to remain, in which case a caisson shoring system would be

necessary.

The excavation for the proposed three level underground parking structure will

extend into sound shale bedrock. Positive dewatering, such as well points and sump

pumps, will be required for the proposed excavation. It should be noted that during

water drawdown the onsite soils might be subject to localized piping, leading to an

increase in the volume of temporary dewatering.

In addition, the (weathered) sedimentary bedrock can be fractured, fissured, or

contain water-bearing bedding planes. When these bedding planes are intercepted in

rock excavation, a substantial amount of water, often under a significant hydrostatic

head, may be encountered. The depths and condition of shale bedrock vary across


17

the Site; therefore, its quality should be confirmed during shoring installation and

general excavation through inspections in the field.

For the proposed three underground levels, groundwater is required to be drawn

down 1 m below the underside of the footing. The assumed foundation elevation is

approximately 72 masl. However, for the purpose of temporary/construction

dewatering, given the encountered subsurface conditions, groundwater cannot be

lowered with well points below the average top elevation of shale bedrock at

approximately 73.35 masl. Localized trenches and sumps can be used within

bedrock to lower the water level below the underside of the P3 slab and footings, to

an approximate elevation of 71.0 masl. This result is preliminary and should be

confirmed during the construction phase and final stage of detailed design. The

maximum groundwater level recorded in the monitoring wells is at an elevation of

72.94 masl, representing an approximate 2 m hydrostatic head requiring dewatering.

The anticipated discharge rate for temporary construction dewatering was calculated

between 48 – 102 m3/day (9 – 19 USG/min). Therefore, based on the amended

O.Reg. 63/16 to the Environmental Protection Act, a limited online PTTW will be

required through the ESAR from the MECP and a temporary discharge permit will be

required from the Toronto Water.

The estimated steady state discharge rate for the PWDS was calculated at 20

m3/day (4 USG/min). Therefore, a PTTW will not be required from the MECP for the

PWDS. A long-term permanent discharge permit will be required from Toronto Water

since the drainage will be installed below the long-term groundwater elevation.

Presently, the groundwater sample collected onsite can be discharged to the City

sanitary or combined sewer system with no additional filtration or treatment. A

filtration/treatment system for suspended solids and manganese would be required

prior to discharging to the storm sewer system. A dewatering contractor should be

approached to explore the possibility of treatment if discharge to the storm sewer is

required.

The application process, where a PTTW is required, can take at least three months

for a review by the MECP and has to be approved prior to applying for discharge

permits. It is recommended that applications to Toronto Water for discharge permits


18

be applied for at least four months prior to the required start dates. Applications are

to be supported by drawings and calculations provided by the mechanical and the

site servicing consultant and coordination is required amongst all disciplines.


19

7.0 REFERENCES

1. Ontario Ministry of the Environment. Soil, Ground Water and Sediment

Standards for Use Under Part XV.1 of the Environmental Protection Act.

April15, 2011.

2. Ontario Ministry of Northern Development and Mines. Quaternary Geology of

Ontario - Southern Sheet,Map 2556, 1991.

3. Ontario Ministry of Northern Development and Mines. Bedrock Geology of

Ontario-Southern Sheet,Map 2544, 1991.

4. D.K. Todd, Groundwater Hydrology, 2nd Edition, John Wiley & Sons, New

York, 1980.

5. L.W. Mays, Water Resources Engineering, 1st Edition, John Wiley & Sons,

New York, 2001.

6. R.F. Craig, Soil Mechanics, 7th Edition, Spon Press, London, 2004.

7. MCR report titled: Geotechnical Investigation, Proposed Mixed Use,

Residential/Commercial Development, 145 Wellington Street West, Toronto,

Ontario, prepared for Primaris Management Inc., dated May 2019.


20

8.0 STATEMENT OF LIMITATIONS

McClymont& Rak Engineers, Inc. (MCR) conducted the work associated with this report in accordance with the scope of services, time and budget limitations imposed for this work. The work has been conducted according to reasonable and generally accepted local standards for an environmental consultant at the time of the work. No other warranty or representation, expressed or implied, is included or intended in this report. The work was designed to provide an overall assessment of the environmental conditions at the Site. The conclusions presented in this report are based on the information obtained during the investigation. The work is intended to reduce the client’s risk with respect to environmental impairment. No work can completely eliminate the possibility of further environmental impairment on the Site. It should be noted that subsurface conditions might vary at locations and depths other than those locations where borings, surveys or explorations were made by MCR. Other contaminants, not tested for in this work, may also potentially be present on the Site. Even with exhaustive investigation, it is not possible to warranty the Site will be free of contaminants. Should conditions, not observed during the work, become apparent, MCR should be immediately notified to assess the situation and conduct additional work, where required. The findings of this report are based on conditions as they were observed at the time of the work. No assurance is made regarding changes in conditions subsequent to the time of the work. Remediation cost estimates is based on the available information. The estimated costs for remediation only represent the costs for the clean-up of known contaminants that have been identified during the work. Additional costs may be incurred as a result of other contaminants or areas of contamination identified by subsequent work. Regulatory statutes are subject to interpretation. These statutes and their interpretation may change over time, thus these issues should be reviewed with appropriate legal counsel. MCR relied on information provided by others in this report. MCR cannot guarantee the accuracy, completeness and reliability of the information provided by others, although MCR staff attempted to seek clarification on information provided and verifies authenticity, where practical. The report and its attachments were prepared for and made available for the sole use of the client. MCR will not be responsible for any use or interpretation of the information contained in this report by any other party without the prior expressed written consent of MCR.


21

9.0 CLOSURE

In accordance with your request and authorization, McClymont and Rak Engineers

Inc. completed this Geohydrology Assessment Report. This report presented the

methodology, findings and conclusions of the investigation. The Statement of

Limitations for all work performed as part of this investigation is included.

We trust that the information provided in this report is sufficient for your present

requirements. Should you have any further questions, please do not hesitate to

contact our office. Thank you for retaining McClymont& Rak Engineers, Inc. for this

project.

Respectfully,

McClymont& Rak Engineers Inc.

Prepared By:

Richard Sukhu, B.Eng.

Reviewed By:

Lad Rak, P.Eng., M.Eng., QPESA

Date of Issue: July 16, 2019

FIGURES

6 mm CHIP STONE

ACCESS PORTTO BE EXTENDED

ABOVE ACCESS BOX

CONCRETE AGGREGATE FILTER

100 mm dia. SMOOTH WALLED,SLOTTED (032) PVC PIPESLOPED 0.5% TOWARDS SAND TRAP

140 mm

750 mm

150 mm MIN.

CROSS SECTION:100 mm dia.SMOOTH PVC PIPE

600 mm MIN.

WATERSTOPJOINT INTERFACE

250 mm SLEEVEFOR TORPEDO

CONCRETEAGGREGATE FILTER

CHIPSTONE

PRIVATE WATERDRAINAGE SYSTEM

NTS 2

TABLES

McCLYMONT AND RAK ENGINEERS INC. GEO-ENVIRONMENTAL CONSULTANTS

TABLE 1

CONSTRUCTION DETAILS AND ELEVATION OF MONITORING WELLS

GROUND

SURFACE

ELEVATION

WATER LEVEL GROUNDWATER

ELEVATION

DATE OF

MEASUREMENT

DEPTH OF

WELL

DEPTH OF

BENTONITE

LENGTH OF

SCREEN

INSIDE

DIAMETER OF

PIPE(masl) (mbgs) (masl) (mm/dd/yyyy) (mbgs) (mbgs) (m) (mm)

- - 3/28/2019

0.73 72.94 4/4/2019

- - 3/29/2019

4.28 69.39 4/4/2019

- - 4/3/2019

1.17 72.47 4/4/2019

Min 73.64 0.73 69.39 - 4.57 - - - -

Max 73.67 4.28 72.94 - 4.57 - - - -

Average 73.66 2.06 71.60 - 4.57 - - - -

NOTE:

mbgs - meters below ground surface

masl - meters above sea level

N/A - Not Applicable

NF - Not Found

0.90 FLUSH MOUNT

FLUSH MOUNT

FLUSH MOUNT

50

50

504.57

4.57

4.57

MONITORING

WELL ID

TOP OF

MONITORING

WELL

BH 3

BH 2

BH 1 73.67

73.67

73.64 3.05

3.05

3.05

0.90

0.90

McCLYMONT AND RAK ENGINEERS INC.GEO-ENVIRONMENTAL CONSULTANTS

TABLE 2

GROUNDWATER ANALYTICAL RESULTS - CITY OF TORONTO SEWERS BY-LAW DISCHARGE CRITERIA

MCR JOB#: G5480

SITE ADDRESS: 145 Wellington Street, Toronto, ON

BH 1

8-Apr-19

pH pH Units 6.0 - 9.5 6.0 - 11.5 7.85

Total Suspended Solids mg/L 15 350 174.0

Fluoride (F-) mg/L - 10 0.24

Total Kjeldahl Nitrogen (TKN) mg/L - 100 1.21

Total Phosphorus (P) mg/L 0.4 10 <0.0030

Total Cyanide (CN) mg/L 0.02 2 <0.0020

Escherichia Coli CFU/100mL 200 - <2

Total Aluminum (Al) mg/L - 50 4.58

Total Antimony (Sb) mg/L - 5 <0.0010

Total Arsenic (As) mg/L 0.02 1 0.0017

Total Cadmium (Cd) mg/L 0.008 0.7 <0.000050

Total Chromium (Cr) mg/L 0.08 4 0.011

Total Cobalt (Co) mg/L - 5 0.0049

Total Copper (Cu) mg/L 0.04 2 0.011

Total Lead (Pb) mg/L 0.12 1 0.00129

Total Manganese (Mn) mg/L 0.05 5 0.431

Total Mercury (Hg) mg/L 0.0004 0.01 <0.000010

Total Molybdenum (Mo) mg/L - 5 0.0228

Total Nickel (Ni) mg/L 0.08 2 0.0125

Total Selenium (Se) mg/L 0.02 1 <0.00050

Total Silver (Ag) mg/L 0.12 5 0.00169

Total Tin (Sn) mg/L - 5 <0.0010

Total Titanium (Ti) mg/L - 5 0.0395

Total Zinc (Zn) mg/L 0.04 2 <0.030

Chromium (VI) mg/L 0.04 2 <0.00050

Biological Oxygen Demand mg/L 15 300 <2.0

Total Oil & Grease (Animal/Vegetable) mg/L - 150 <2.0

Total Oil & Grease Mineral/Synthetic mg/L - 15 <1.0

Phenols-4AAP mg/L 0.008 1 0.0047

Benzene µg/L 2 10 <0.50

Chloroform µg/L 2 40 <1.0

1,2-Dichlorobenzene µg/L 5.6 50 <0.50

1,4-Dichlorobenzene µg/L 6.8 80 <0.50

cis-1,2-Dichloroethylene µg/L 5.6 4000 <0.50

Dichloromethane (Methylene Chloride) µg/L 5.2 2000 <2.0

trans-1,3-Dichloropropene µg/L 5.6 140 <0.50

Ethylbenzene µg/L 2 160 <0.50

1,1,2,2-Tetrachloroethane µg/L 17 1400 <0.50

Tetrachloroethylene µg/L 4.4 1000 <0.50

Toluene µg/L 2 16 <0.50

Trichloroethylene µg/L 7.6 400 <0.50

o-Xylene µg/L - - <0.50

m+p-Xylenes µg/L - - <1.0

Xylene (Total) µg/L 4.4 1400 <1.1

Total PAHs (18 PAHs) µg/L 2 5 <1.7

Bis(2-ethylhexyl)phthalate µg/L 8.8 12 <2.0

3,3'-Dichlorobenzidine µg/L 0.8 2 <0.40

Di-n-butylphthalate µg/L 15 80 <1.0

Pentachlorophenol µg/L 2 5 <0.50

Total PCBs µg/L 0.4 1 <0.040

Nonylphenol µg/L 1 20 <1.0

Total Nonylphenol Ethoxylates µg/L 10 200 <2.0

BOLD Exceeds Criteria - Table 1 Sanitary and Combined Sewer

BOLD Non-Detect Exceeds Criteria - Table 1 Sanitary and Combined Sewer

BOLD Exceeds Criteria - Table 2 Storm Sewer Criteria

BOLD Non-Detect Exceeds Criteria - Table 2 Storm Sewer Criteria

LIMITS FOR STORM

SEWER DISCHARGE

LIMITS FOR SANITARY

& COMBINED SEWERS

DISCHARGE

UNITSPARAMETER

Project: Proposed Mixed-Use Residential and Commercial Development

Location: 145 Wellington Street West, Toronto, ON

Date: July-19

Project #: G5480

TABLE 3 GROUNDWATER MONITORING DATA

Borehole Surface

Number Elevation Depth Elevation

(masl) (mbgs) (masl)

BH 1 73.67 0.73 72.94

BH 2 73.67 4.28 69.39

BH 3 73.64 1.17 72.47

Average 73.66 2.06 71.60

Max 72.94

MCR McCLYMONT & RAK ENGINEERS, INC. GROUNDWATER GEO-ENVIRONMENTAL CONSULTANTS

NOTES(mm/dd/yyy)

4/4/2019

4/4/2019

4/4/2019

Water Level Monitoring Date

66

68

70

72

74

BH 1 BH 2 BH 3

Ele

vati

on

(m

asl)

Monitoring Well

GROUNDWATER LEVELS

Surface

Groundwater



Date: July-19

Project #: G5480

TABLE 4 DISCHARGE ESTIMATION OF CONSTRUCTION DEWATERING

Site Parameters Units

Initial Water Level before Dewatering 72.94 (m)

Lowest Water Level during Construction Dewatering 71.00 (m)

Length of Site X 50.00 (m)

Width of Site W 30.00 (m)

Equivalent Radius re 21.85 (m)

Hydraulic Conductivity of Aquifer (k) 0.40 (m/day)

Aquifer Bottom Elevation 69.00 (m)

Applied Radius of Influence (Ro) 12.52 (m)

Height btw Initial Water Level and Aquifer Bottom (H) 3.94 (m)

Height btw Lowest Water Level and Aquifer Bottom (hw) 2.00 (m)

Radius of Influence (R) 34.37 (m)

Factor of Safety (FS) 1.50

3.79

Estimated steady-state discharge of dewatering 47.95 (m3/day)

9 (USG/min)

MCR McCLYMONT & RAK ENGINEERS, INC.GEO-ENVIRONMENTAL CONSULTANTS

GROUNDWATER

)/(

)( 22

rRLn

hHkQ w



Date: July-19

Project #: G5480

TABLE 5 DISCHARGE ESTIMATION OF PERMANENT DRAINAGE SYSTEM

Site Parameters Units

Initial Water Level before Dewatering 72.94 (m)

Lowest Water Level under PDS conditions 72.10 (m)

Length of Site X 50.00 (m)

Width of Site W 30.00 (m)

Equivalent Radius re 21.85 (m)

Hydraulic Conductivity of Aquifer (k) 0.40 (m/day)

Aquifer Bottom Elevation 71.10 (m)

Applied Radius of Influence (Ro) 5.42 (m)

Height btw Initial Water Level and Aquifer Bottom (H) 1.84 (m)

Height btw Lowest Water Level and Aquifer Bottom (hw) 1.00 (m)

Radius of Influence (R) 27.27 (m)

Factor of Safety (FS) 1.50

Estimated steady-state discharge of dewatering 20.29 (m3/day)

4 (USG/min)

McCLYMONT & RAK ENGINEERS, INC. GROUNDWATER GEO-ENVIRONMENTAL CONSULTANTS

MCR

)/(

)( 22

rRLn

hHkQ w

APPENDIX A

APPENDIX B

UP

A

G

10

F

1

B

E

2 4 5 6 8 9

3 7

C

D

H

I

J

BB

CC

DD

OFFICE LOBBY17.6 m²

190 ft²

RESIDENTIAL LOBBY29 m²

313 ft²

O O R R

PARKING1212.9 m²

13055 ft²

0.5

0 m

30.0

0 m

30.5

0 m

47.75 m 0.70 m0.20 m

0.5

0 m

29.7

0 m

0.2

5 m

30.5

0 m

48.65 m

6.0

0 m

5% SLOPE UPTO UG1 6

.00 m

6.00 m 5.4

0 m

PARKING PROVIDED

31

AIR SHAFT AIR SHAFT INCOMING POP ROOM

FUEL OIL STORAGE ROOM AT UG3

ELECTRICAL ROOM

6.00 m

The issue of this record drawing is a representation by Turner Fleischer Architects Inc. that the construction, enlargement or alteration of the areas shown unshaded is in general as opposed to precise conformity with the design prepared and provided by Turner Fleischer Architects Inc. It is not a representation that the unshaded area is in conformity with a designthat has been prepared or provided by others. The shaded areas were not verified, and Turner Fleischer Architects Inc. shall not be held responsible for the accuracy of the information provided by Loblaw Companies Limited.The revisions to these contract documents, reflecting the significant changes in the work made during construction, are based on data furnished by the contractor to Turner Fleischer Architects Inc.. Turner Fleischer Architects Inc. shall not be held responsible for the accuracy or completeness of the information provided by the contractor.

Inc.

67 Lesmill Road

Toronto, ON, M3B 2T8

T 416 425 2222

Fleischer

turnerfleischer.com

Turner Architects

PROJECT

PROJECT NO.

DRAWING

DRAWN BY

SCALE

DRAWING NO.

PROJECT DATE

CHECKED BY

1 : 100

20

19-0

5-0

6 5

:37:3

9 P

M

145 WELLINGTON STREET WEST,

TORONTO, ON

145 WELLINGTON STREET WEST, TORONTO, ON

18.167FS

UNDERGROUND LEVEL 02-03

Author

SPA101

Checker

2018-04-17

# DATE DESCRIPTION BY

PRELIMINARY

UP

UP

A

G

10

F

1

B

E

2 4 5 6 8 9

3 7

C

D

H

I

J

5% SLOPE UPTO GRADE

O O R R

BB

CC

DD


325 ft²

RESIDENTIAL LOBBY23.8 m²

257 ft²

ELECTRICAL ROOM77.4 m²

833 ft²

BIKE LOCKER29.7 m²

320 ft²

PARKING895.6 m²

9640 ft²

0.20 m 47.95 m 0.50 m

30.5

0 m

0.5

0 m

29.7

0 m

0.2

5 m

0.5

0 m

30.0

0 m

30.5

0 m

6.0

0 m

6.00 m

5% SLOPE UPTO UG1

OUTLINE OF CORE ABOVE

2.00 m

ELECTRICAL SUBTATION

6M X 15M

SWITCHGEAR ROOM6M X 8M

AIR SHAFT AIR SHAFT INCOMING POP ROOM

FIRE PROTECTION AND INCOMING WATER ROOM

SECONDARY INCOMING WATER ROOM

PREFERABLY TO BE ON THE ROOF TOP

6.00 m

SWITCHGEAR

ROOM49.6 m²

534 ft²

TELECOM ROOM15.5 m²

167 ft²

SWM TANK33.5 m²

361 ft²

INCOMING WATER113.9 m²

1226 ft²

PARKING PROVIDED

9


Inc.

67 Lesmill Road


T 416 425 2222

Fleischer

turnerfleischer.com

Turner Architects

PROJECT

PROJECT NO.

DRAWING

DRAWN BY

SCALE

DRAWING NO.

PROJECT DATE

CHECKED BY

1 : 100

20

19-0

5-0

6 5

:37:4

0 P

M


TORONTO, ON


18.167FS

UNDERGROUND LEVEL 01

Author

SPA102

Checker

2018-04-17


PRELIMINARY

WELLINGTON STREET WESTS

I MC

OE

ST

RE

ET

LA

NE

LOT B

LO

T F

LO

T E

MLS

∅0.15

PS 3

B

WV

WMH

ATS

MH

HMH

WV

ATS

WMH

HMH

BMH

MH

WV

GV

MLS

HW

CB

∅0.05

HMH

HMH

MH

WV

WMH

CLS

HW

HW

GV

WV

WV

WV

83.11

82.51

82.44

82.47

82.42

82.26

82.63

83.45

82.78

82.61

82.63

82.45

82.67

82.61

82.93

82.96

82.89

83.02

82.87

82.82

82.70

83.02

83.00

83.04

83.02

82.87

82.67

82.79

82.60

82.70

82.89 8

2.95

82.63

82.95

83.258

3.27

83.15

83.16

83.05

83.07

83.05

83.14

83.11

83.15

83.25

83.25

83.17

83.20

83.17

83.21

83.17

83.01

83.09

83.15

83.00

83.09

83.14

83.12

83.09

83.34

82.93

82.96

83.35

83.12

83.00

83.18

83.13

83.03

83.20

83.34

83.13

82.96

83.33

83.12

82.94

81.95

82.46

80.67

82.70

82.59

82.83

82.85

83.10

82.92

83.12

83.01

82.92

82.90

82.82

82.74

82.85

82.73

82.578

2.70

82.35

82.47

82.31

82.22

82.12

82.26

83.09

83.14

83.17

83.05

83.12

83.03

83.05

83.02

83.03

UP

UP

UP

4500

A

G

10

F

1

B

E

2 4 5 6 8 9

3 7

C

D

H

I

J

LOBBY100.4 m²

1080 ft²

GARBAGE97.8 m²

1053 ft²

MOVING44.3 m²

477 ft²


2150 ft²

RETAIL172.3 m²

1855 ft²

G2

G1

R1

TYPE 'G'

LOADING

TYPE 'B'

LOADING

12% SLOPE UPFROM U/G PARKING 1

5% SLOPE UPTO GRADE

O O R R

O O R R R

MECH.94.7 m²

1020 ft²

BB

CC

DD

STAIRS5.8 m²

62 ft²

STAIRS5.8 m²

62 ft²

48.65 m

30.5

0 m

15.8

5 m

11.6

0 m

3.0

0 m

30.5

0 m

3.3

0 m

6.0

0 m

AIR SHAFT

AIR SHAFTELECTRICAL

3.5

0 m

8.4

0 m

4.0

0 m

13.00 m

11.00 m

10.3

0 m

3.5

5 m

7.6

0 m

5.0

0 m

0.7

5 m

3.0

0 m

6.70 m 6.50 m 6.50 m 6.50 m 6.50 m 6.50 m 6.50 m 2.90 m

STAIRS DESIGN TO BE CONFIRMED

Inc.

67 Lesmill Road


T 416 425 2222

Fleischer

turnerfleischer.com

Turner Architects

PROJECT

PROJECT NO.

DRAWING

DRAWN BY

SCALE

DRAWING NO.

PROJECT DATE

CHECKED BY

1 : 100

20

19-0

5-0

6 5

:37:4

1 P

M


TORONTO, ON


18.167FS

FLOOR 01

Author

SPA151

Checker

2018-04-17


PRELIMINARY

FLOOR 1

0

FLOOR 2

7

FLOOR 3

13

FLOOR 4

17.5

FLOOR 5

22

FLOOR 6

26.5

FLOOR 7

31

FLOOR 8

35.5

FLOOR 9

40

FLOOR 10

44.5

FLOOR 11

49

FLOOR 12

53.5

FLOOR 13

58.9

FLOOR 14

64.9

FLOOR 15

69.5

FLOOR 16

73.5

FLOOR 17

76.5

FLOOR 18

79.5

FLOOR 19

82.5

FLOOR 20

85.5

FLOOR 21

88.8

FLOOR 22

91.8

FLOOR 23

94.8

FLOOR 24

97.8

FLOOR 25

100.8

FLOOR 26

103.8

FLOOR 27

106.8

FLOOR 28

109.8

FLOOR 29

112.8

FLOOR 30

116.1

FLOOR 31

119.1

FLOOR 32

122.1

FLOOR 33

125.1

FLOOR 34

128.1

FLOOR 35

131.1

FLOOR 36

134.1

FLOOR 37

137.1

FLOOR 38

140.1

FLOOR 39

143.85

FLOOR 40

147.85

FLOOR 41

150.85

FLOOR 42

153.85

FLOOR 43

156.85

FLOOR 44

159.85

FLOOR 45

162.85

FLOOR 46

165.85

FLOOR 47

169.15

FLOOR 48

172.15

FLOOR 49

175.15

FLOOR 50

178.15

FLOOR 51

181.15

FLOOR 52

184.15

FLOOR 53

187.15

FLOOR 54

190.15

FLOOR 55

193.15

FLOOR 56

196.15

FLOOR 57

199.45

FLOOR 58

202.45

FLOOR 59

205.45

FLOOR 60

208.45

FLOOR 61

211.45

FLOOR 62

214.45

FLOOR 63

217.45

FLOOR 64

220.45

FLOOR 65

223.45

MPH

227.55

ROOF

235.55

U/G 1

-4.8U/G 2-3

-7.6U/G 3

-10.4

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

5.4

0 m

6.0

0 m

4.6

0 m

4.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.7

5 m

4.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

2.8

0 m

2.8

0 m

4.8

0 m

4.2

0 m

2.8

0 m

6.0

0 m

4.1

0 m

8.0

0 m

UNDERGROUND PARKING LEVEL 3



OF

FIC

E E

LE

VA

TO

R

RE

SID

EN

TIA

L

EL

EV

AT

OR

OF

FIC

E S

TA

IRS

RE

SID

EN

TIA

L S

TA

IRS

VE

NT

ILA

TIO

N S

HA

FT

GA

RB

AG

E S

HA

FT

RE

SID

EN

TIA

L S

TA

IRS

WC

WC

MECHANICAL

OFFICE OFFICE

OFFICE OFFICE

WINTER GARDEN WINTER GARDEN

OFFICE LOBBY

AMENITY AMENITY STAIRS

RE

SID

EN

TIA

L S

TA

IRS

RE

SID

EN

TIA

L S

TA

IRS

VE

NT

ILA

TIO

N S

HA

FT

GA

RB

AG

E S

HA

FT

RESIDENTIAL

RESIDENTIALRESIDENTIAL

RESIDENTIALRESIDENTIAL

RESIDENTIAL

M.P.H.

GARBAGE

227.5

5 m

8.0

0 m

10.4

0 m

64.9

0 m

MEZZANINE

4.2

MECHANICAL

FLOOR 1

0

FLOOR 2

7

FLOOR 3

13

FLOOR 4

17.5

FLOOR 5

22

FLOOR 6

26.5

FLOOR 7

31

FLOOR 8

35.5

FLOOR 9

40

FLOOR 10

44.5

FLOOR 11

49

FLOOR 12

53.5

FLOOR 13

58.9

FLOOR 14

64.9

FLOOR 15

69.5

FLOOR 16

73.5

FLOOR 17

76.5

FLOOR 18

79.5

FLOOR 19

82.5

FLOOR 20

85.5

FLOOR 21

88.8

FLOOR 22

91.8

FLOOR 23

94.8

FLOOR 24

97.8

FLOOR 25

100.8

FLOOR 26

103.8

FLOOR 27

106.8

FLOOR 28

109.8

FLOOR 29

112.8

FLOOR 30

116.1

FLOOR 31

119.1

FLOOR 32

122.1

FLOOR 33

125.1

FLOOR 34

128.1

FLOOR 35

131.1

FLOOR 36

134.1

FLOOR 37

137.1

FLOOR 38

140.1

FLOOR 39

143.85

FLOOR 40

147.85

FLOOR 41

150.85

FLOOR 42

153.85

FLOOR 43

156.85

FLOOR 44

159.85

FLOOR 45

162.85

FLOOR 46

165.85

FLOOR 47

169.15

FLOOR 48

172.15

FLOOR 49

175.15

FLOOR 50

178.15

FLOOR 51

181.15

FLOOR 52

184.15

FLOOR 53

187.15

FLOOR 54

190.15

FLOOR 55

193.15

FLOOR 56

196.15

FLOOR 57

199.45

FLOOR 58

202.45

FLOOR 59

205.45

FLOOR 60

208.45

FLOOR 61

211.45

FLOOR 62

214.45

FLOOR 63

217.45

FLOOR 64

220.45

FLOOR 65

223.45

MPH

227.55

ROOF

235.55

U/G 1

-4.8U/G 2-3

-7.6U/G 3

-10.4

4.5

0 m

6.0

0 m

2.8

0 m

4.2

0 m

4.8

0 m

2.8

0 m

2.8

0 m

4.1

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

4.0

0 m

3.7

5 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.3

0 m

3.0

0 m

3.0

0 m

3.0

0 m

3.0

0 m

4.0

0 m

4.6

0 m

6.0

0 m

5.4

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

4.5

0 m

8.0

0 m




CO

RR

IDO

R

RE

SID

EN

TIA

L E

LE

VA

TO

R

RETAIL RESIDENTIAL LOBBY

WINTER GARDEN

OFFICE OFFICE

OFFICE OFFICE

MECHANICAL

AMENITYAMENITY

RESIDENTIAL

RESIDENTIAL

RESIDENTIAL

235.5

5 m

227.5

5 m

64.9

0 m

MEZZANINE

4.2

MECHANICAL


Inc.

67 Lesmill Road


T 416 425 2222

Fleischer

turnerfleischer.com

Turner Architects

PROJECT

PROJECT NO.

DRAWING

DRAWN BY

SCALE

DRAWING NO.

PROJECT DATE

CHECKED BY

1 : 450

20

19-0

5-0

6 5

:37:5

2 P

M


TORONTO, ON


18.167FS

BUILDING SECTIONS

Author

SPA401

Checker

2018-04-17


PRELIMINARY

NORTH-SOUTH SECTION EAST-WEST SECTION

APPENDIX C

>100

RO

CK

CO

RIN

G

125 mm CONCRETE SLAB

275 mm GRANULAR FILL:crushed limestone ("clear stone"),brown, moist, compact.

SHALE:grey, moist.-weathered in the upper 800 mm.

-clay filled fissures at 1.2 m depth.

End of Borehole

Note:1) Water level was not measured on completion ofdrilling due to use of water.2) Combustible vapour reading was 0 ppm at 1.8 mdepth in open borehole.3) Soil samples were screened using a RKI Eaglegas meter with methane response mode off.4) Water level was measured at 0.73 m bgs on April4, 2019.

Flush MountCover

Bentonite

1.52 m Long50 mm IDPVC Riser

Silica Sand

3.05 m Long50 mm IDWell Screen

SS

CO

CO

CO

CO

CO

PO

WE

R B

OR

ING

1

1

2

3

4

5

72.77

72.15

69.10

73.54

73.27

69.10

0.13

0.40

4.57

DE

PT

H S

CA

LE

20

AD

DIT

ION

AL

0

CHECKED

LOCATION

STARTED

BLO

WS

/0.3

m

BO

RIN

G M

ET

HO

D

SHALLOW/SINGLE INSTALLATION

SAMPLES

TY

PE

wlwp

200 400

GROUNDWATER ELEVATIONS

DATUM Geodetic

40 60 80

LOGGED

Q -ORGANIC VAPOUR READINGS

DESCRIPTION

SOIL PROFILE

GROUND SURFACE

WATER LEVEL:

FR

NU

MB

ER

ELEV.

DEPTH

SHEET 1 OF 1

80

10

WATER CONTENT, PERCENT

30

w

SHEAR STRENGTH: Cu, KPa

PROJECT(m

etr

es)

LM

INSTALLATION

RECORD OF BOREHOLE 1

(ppm)

:

:

OR

MC

R L

OG

EN

VIR

ON

ME

NT

AL

548

0.G

PJ

5/9

/19

DEEP/DUAL INSTALLATION

300

% LEL - (hexane)

6040

LAB

. TE

ST

ING

100

20

WATER LEVEL:

March 27, 2019

nat V -

(m)

20U -

GE5480

PIEZOMETERrem V -

STANDPIPE

:

:

:

: March 28, 2019

ST

RA

TA

PLO

T

4

0.73 m bgs

COMPLETED

145 Wellington Street West, Toronto, Ontario

2

4

73.67

0

0

0

0

0

0

>100

RO

CK

CO

RIN

G


300 mm GRANULAR FILL:crushed limestone ("clear stone"),brown, moist, compact.


End of Borehole


Flush MountCover

Bentonite


Silica Sand


SS

CO

CO

CO

CO

PO

WE

R B

OR

ING

1

1

2

3

4

72.77

72.15

69.10

73.54

73.24

69.10

0.13

0.43

4.57

DE

PT

H S

CA

LE

20

AD

DIT

ION

AL

0

CHECKED

LOCATION

STARTED

BLO

WS

/0.3

m

BO

RIN

G M

ET

HO

D


SAMPLES

TY

PE

wlwp

200 400


DATUM Geodetic

40 60 80

LOGGED


DESCRIPTION

SOIL PROFILE

GROUND SURFACE

WATER LEVEL:

FR

NU

MB

ER

ELEV.

DEPTH

SHEET 1 OF 1

80

10


30

w


PROJECT(m

etr

es)

LM

INSTALLATION


(ppm)

:

:

OR

MC

R L

OG

EN

VIR

ON

ME

NT

AL

548

0.G

PJ

5/9

/19


300

% LEL - (hexane)

6040

LAB

. TE

ST

ING

100

20

WATER LEVEL:

March 29, 2019

nat V -

(m)

20U -

GE5480

PIEZOMETERrem V -

STANDPIPE

:

:

:

: March 29, 2019

ST

RA

TA

PLO

T

4

4.28 m bgs

COMPLETED


2

4

73.67

0

0

0

0

0

>100

RO

CK

CO

RIN

G



End of Borehole


Flush MountCover

Bentonite


Silica Sand


SS

CO

CO

CO

CO

PO

WE

R B

OR

ING

1

1

2

3

4

72.74

72.12

69.07

73.51

69.02

0.13

4.62

DE

PT

H S

CA

LE

20

AD

DIT

ION

AL

0

CHECKED

LOCATION

STARTED

BLO

WS

/0.3

m

BO

RIN

G M

ET

HO

D


SAMPLES

TY

PE

wlwp

200 400


DATUM Geodetic

40 60 80

LOGGED


DESCRIPTION

SOIL PROFILE

GROUND SURFACE

WATER LEVEL:

FR

NU

MB

ER

ELEV.

DEPTH

SHEET 1 OF 1

80

10


30

w


PROJECT(m

etr

es)

LM

INSTALLATION


(ppm)

:

:

OR

MC

R L

OG

EN

VIR

ON

ME

NT

AL

548

0.G

PJ

5/9

/19


300

% LEL - (hexane)

6040

LAB

. TE

ST

ING

100

20

WATER LEVEL:

March 31, 2019

nat V -

(m)

20U -

GE5480

PIEZOMETERrem V -

STANDPIPE

:

:

:

: April 3, 2019

ST

RA

TA

PLO

T

4

1.17 m bgs

COMPLETED


2

4

73.64

0

0

0

0

0

APPENDIX D

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

08-APR-19

Lab Work Order #: L2254907

Date Received:MCCLYMONT & RAK ENG. INC

111 ZENWAY BLVD.UNIT 4VAUGHAN ON L4H 3H9

ATTN: Jeremy BobroFINAL 15-APR-19 15:15 (MT)Report Date:

Version:

Certificate of Analysis

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

____________________________________________

Mathy MahadevaAccount 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: 416-675-0160

E5480Job Reference: NOT SUBMITTEDProject P.O. #:

17-630730C of C Numbers:Legal Site Desc:

15-APR-19 15:15 (MT)ANALYTICAL REPORT

L2254907 CONT’D....

2PAGE of

* Please refer to the Reference Information section for an explanation of any qualifiers noted.

Job Reference: E548019

Summary of Guideline Exceedances

GuidelineALS ID Client ID Grouping Analyte Result Guideline Limit Unit

Ontario Toronto Sanitary Discharge Sewer By-Law 100-2016 (FEB 4,2016) - Ontario Toronto Sanitary Discharge Sewer By-Law

Ontario Toronto Sanitary Discharge Sewer By-Law 100-2016 (FEB 4,2016) - Ontario Toronto Storm Sewer By-LawL2254907-1 BH1 Total Suspended Solids

Manganese (Mn)-Total

mg/L

mg/L

15

0.05

174

0.431

Physical Tests

Total Metals

(No parameter exceedances)


L2254907 CONT’D....

3PAGE of



Physical Tests - WATER

Guide Limit #1: Ontario Toronto Sanitary Discharge Sewer By-LawGuide Limit #2: Ontario Toronto Storm Sewer By-Law

pH

Total Suspended Solids

6.00-11.5350

6.0-9.5

15

L2254907-108-APR-19

BH1

pH units

mg/L

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.

7.85

174DLHC


L2254907 CONT’D....

4PAGE of



Anions and Nutrients - WATER


Fluoride (F)

Total Kjeldahl Nitrogen

Phosphorus, Total

10

100

10

-

-

0.4

L2254907-108-APR-19

BH1

mg/L

mg/L

mg/L

Lab IDSample Date

Sample ID



0.24

1.21

<0.0030

DLDS


L2254907 CONT’D....

5PAGE of



Cyanides - WATER


Cyanide, Total 2 0.02

L2254907-108-APR-19

BH1

mg/L

Lab IDSample Date

Sample ID



<0.0020


L2254907 CONT’D....

6PAGE of



Bacteriological Tests - WATER


E. Coli - 200

L2254907-108-APR-19

BH1

CFU/100mL

Lab IDSample Date

Sample ID



<2DLM


L2254907 CONT’D....

7PAGE of



Total Metals - WATER


Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Cadmium (Cd)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Lead (Pb)-Total


Mercury (Hg)-Total

Molybdenum (Mo)-Total

Nickel (Ni)-Total

Selenium (Se)-Total

Silver (Ag)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

Zinc (Zn)-Total

50

5

1

0.7

4

5

2

1

5

0.01

5

2

1

5

5

5

2

-

-

0.02

0.008

0.08

-

0.04

0.12

0.05

0.0004

-

0.08

0.02

0.12

-

-

0.04

L2254907-108-APR-19

BH1

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

mg/L

Lab IDSample Date

Sample ID



4.58

<0.0010

0.0017

<0.000050

0.0110

0.0049

0.011

0.00129

0.431

<0.000010

0.0228

0.0125

<0.00050

0.00169

<0.0010

0.0395

<0.030

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC

DLHC


L2254907 CONT’D....

8PAGE of



Speciated Metals - WATER


Chromium, Hexavalent 2 0.04

L2254907-108-APR-19

BH1

mg/L

Lab IDSample Date

Sample ID



<0.00050


L2254907 CONT’D....

9PAGE of



Aggregate Organics - WATER


BOD

Oil and Grease, Total

Animal/Veg Oil & Grease

Mineral Oil and Grease

Phenols (4AAP)

300

-

150

15

1.0

15

-

-

-

0.008

L2254907-108-APR-19

BH1

mg/L

mg/L

mg/L

mg/L

mg/L

Lab IDSample Date

Sample ID



<2.0

<2.0

<2.0

<1.0

0.0047


L2254907 CONT’D....

10PAGE of



Volatile Organic Compounds - WATER


Benzene

Chloroform

1,2-Dichlorobenzene

1,4-Dichlorobenzene

cis-1,2-Dichloroethylene

Dichloromethane

trans-1,3-Dichloropropene

Ethylbenzene

1,1,2,2-Tetrachloroethane

Tetrachloroethylene

Toluene

Trichloroethylene

o-Xylene

m+p-Xylenes

Xylenes (Total)

Surrogate: 4-Bromofluorobenzene

Surrogate: 1,4-Difluorobenzene

10

40

50

80

4000

2000

140

160

1400

1000

16

400

-

-

1400

-

-

2

2

5.6

6.8

5.6

5.2

-

2

17

4.4

2

7.6

-

-

4.4

-

-

L2254907-108-APR-19

BH1

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

%

%

Lab IDSample Date

Sample ID



<0.50

<1.0

<0.50

<0.50

<0.50

<2.0

<0.50

<0.50

<0.50

<0.50

<0.50

<0.50

<0.50

<1.0

<1.1

89.3

99.7


L2254907 CONT’D....

11PAGE of



Polycyclic Aromatic Hydrocarbons - WATER


Acenaphthene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene

Benzo(b)fluoranthene

Benzo(e)pyrene

Benzo(ghi)perylene

Benzo(k)fluoranthene

Chrysene

Dibenz(a,h)acridine

Dibenz(a,j)acridine

Dibenzo(a,h)anthracene

Dibenzo(a,i)pyrene

7H-Dibenzo(c,g)carbazole

1,3-Dinitropyrene

1,6-Dinitropyrene

1,8-Dinitropyrene

Fluoranthene

Fluorene

Indeno(1,2,3-cd)pyrene

Naphthalene

Perylene

Phenanthrene

Pyrene

Surrogate: 2-Fluorobiphenyl

Surrogate: d14-Terphenyl

Surrogate: p-Terphenyl d14

Total PAHs

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

5

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

2

L2254907-108-APR-19

BH1

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

%

%

%

ug/L

Lab IDSample Date

Sample ID



<0.010

<0.010

<0.010

<0.010

<0.010

<0.050

<0.010

<0.010

<0.010

<0.050

<0.050

<0.010

<0.050

<0.050

<1.0

<1.0

<1.0

<0.010

<0.010

<0.010

0.013

<0.010

<0.010

<0.010

77.7

66.9

85.0

<1.7


L2254907 CONT’D....

12PAGE of



Phthalate Esters - WATER


Bis(2-ethylhexyl)phthalate

Surrogate: 2-fluorobiphenyl


12

-

-

8.8

-

-

L2254907-108-APR-19

BH1

ug/L

%

%

Lab IDSample Date

Sample ID



<2.0

83.8

99.7


L2254907 CONT’D....

13PAGE of



Semi-Volatile Organics - WATER


3,3’-Dichlorobenzidine

Di-n-butylphthalate



2

80

-

-

0.8

15

-

-

L2254907-108-APR-19

BH1

ug/L

ug/L

%

%

Lab IDSample Date

Sample ID



<0.40

<1.0

83.8

99.7


L2254907 CONT’D....

14PAGE of



Phenolics - WATER


Pentachlorophenol

Surrogate: 2,4,6-Tribromophenol

5

-

2

-

L2254907-108-APR-19

BH1

ug/L

%

Lab IDSample Date

Sample ID



<0.50

97.0


L2254907 CONT’D....

15PAGE of



Polychlorinated Biphenyls - WATER


Aroclor 1242

Aroclor 1248

Aroclor 1254

Aroclor 1260

Total PCBs


-

-

-

-

1

-

-

-

-

-

0.4

-

L2254907-108-APR-19

BH1

ug/L

ug/L

ug/L

ug/L

ug/L

%

Lab IDSample Date

Sample ID



<0.020

<0.020

<0.020

<0.020

<0.040

58.8


L2254907 CONT’D....

16PAGE of



Organic Parameters - WATER


Nonylphenol

Nonylphenol Diethoxylates

Total Nonylphenol Ethoxylates

Nonylphenol Monoethoxylates

20

-

200

-

1

-

10

-

L2254907-108-APR-19

BH1

ug/L

ug/L

ug/L

ug/L

Lab IDSample Date

Sample ID



<1.0

0.16

<2.0

<2.0

Reference Information

DLDS

DLM

DLHC

Detection Limit Raised: Dilution required due to high Dissolved Solids / Electrical Conductivity.

Detection Limit Adjusted due to sample matrix effects (e.g. chemical interference, colour, turbidity).

Detection Limit Raised: Dilution required due to high concentration of test analyte(s).

Qualifiers for Individual Parameters Listed:

Description Qualifier

15-APR-19 15:15 (MT)

L2254907 CONT’D....

17PAGE of

625-33DCBENZIDINE-WT

625-BIS-2-PHTH-WT

625-DNB-PHTH-WT

625-PAH-LOW-WT

625-PCP-WT

BOD-WT

CN-TOT-WT

CR-CR6-IC-WT

EC-WW-MF-WT

F-IC-N-WT

3,3-Dichlorobenzidine


Di-n-Butyl Phthalate

EPA 8270 PAH (Low Level)

Pentachlorophenol

BOD

Cyanide, Total

Chromium +6

E. Coli

Fluoride in Water by IC

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

Water

Water

Water

Water

Water

Water

Water

Water

Water

Water

SW846 8270

SW846 8270

SW846 8270

SW846 8270

SW846 8270

APHA 5210 B

ISO 14403-2

EPA 7199

SM 9222D

EPA 300.1 (mod)

Method Reference** Matrix

Aqueous samples are extracted and extracts are analyzed on GC/MSD.



Aqueous samples are extracted and extracts are analyzed on GC/MSD. Depending on the analytical GC/MS column used benzo(j)fluoranthene may chromatographically co-elute with benzo(b)fluoranthene or benzo(k)fluoranthene.

This analysis is carried out using procedures adapted from APHA Method 5210B - "Biochemical Oxygen Demand (BOD)". All forms of biochemical oxygen demand (BOD) are determined by diluting and incubating a sample for a specified time period, and measuring the oxygen depletion using a dissolved oxygen meter. Dissolved BOD (SOLUBLE) is determined by filtering the sample through a glass fibre filter prior to dilution. Carbonaceous BOD (CBOD) is determined by adding a nitrification inhibitor to the diluted sample prior to incubation.

Total cyanide is determined by the combination of UV digestion and distillation. Cyanide is converted to cyanogen chloride by reacting with chloramine-T, the cyanogen chloride then reacts with a combination of barbituric acid and isonicotinic acid to form a highly colored complex.

When using this method, high levels of thiocyanate in samples can cause false positives at ~1-2% of the thiocyanate concentration. For samples with detectable cyanide analyzed by this method, ALS recommends analysis for thiocyanate to check for this potential interference

This analysis is carried out using procedures adapted from "Test Methods for Evaluating Solid Waste" SW-846, Method 7199, published by the United States Environmental Protection Agency (EPA). The procedure involves analysis for chromium (VI) by ion chromatography using diphenylcarbazide in a sulphuric acid solution. Chromium (III) is calculated as the difference between the total chromium and the chromium (VI) results.

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).

A 100 mL volume of sample is filtered through a membrane, the membrane is placed on mFC-BCIG agar and incubated at 44.5 –0 .2 °C for 24 – 2 h. Method ID: WT-TM-1200

Inorganic anions are analyzed by Ion Chromatography with conductivity and/or UV detection.


Reference Information15-APR-19 15:15 (MT)

L2254907 CONT’D....

18PAGE of

HG-T-CVAA-WT

MET-T-CCMS-WT

NP,NPE-LCMS-WT

OGG-SPEC-CALC-WT

OGG-SPEC-WT

P-T-COL-WT

PAH-EXTRA-WT

PAH-SUM-CALC-WT

PCB-WT

PH-WT

PHENOLS-4AAP-WT

SOLIDS-TSS-WT

Total Mercury in Water by CVAAS

Total Metals in Water by CRC ICPMS

Nonylphenols and Ethoxylates by LC/MS-MS

Speciated Oil and Grease A/V Calc

Speciated Oil and Grease-Gravimetric

Total P in Water by Colour

Sanitary Sewer Use By-Law Additional PAH

TOTAL PAH’s

Polychlorinated Biphenyls

pH

Phenol (4AAP)

Suspended solids


Water

Water

Water

Water

Water

Water

Water

Water

Water

Water

Water

Water

EPA 1631E (mod)

EPA 200.2/6020A (mod)

J. Chrom A849 (1999) p.467-482

CALCULATION

APHA 5520 B

APHA 4500-P PHOSPHORUS

SW846 8270

CALCULATION

EPA 8082

APHA 4500 H-Electrode

EPA 9066

APHA 2540 D-Gravimetric

Method Reference** Matrix

Water samples undergo a cold-oxidation using bromine monochloride prior to reduction with stannous chloride, and analyzed by CVAAS.

Water samples are digested with nitric and hydrochloric acids, and analyzed by CRC ICPMS.

Method Limitation (re: Sulfur): Sulfide and volatile sulfur species may not be recovered by this method.

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).

Water samples are filtered and analyzed on LCMS/MS by direct injection.

Sample is extracted with hexane, sample speciation into mineral and animal/vegetable fractions is achieved via silica gel separation and is then determined gravimetrically.

The procedure involves an extraction of the entire water sample with hexane. Sample speciation into mineral and animal/vegetable fractions is achieved via silica gel separation and is then determined gravimetrically.

This analysis is carried out using procedures adapted from APHA Method 4500-P "Phosphorus". Total Phosphorus is deteremined colourimetrically after persulphate digestion of the sample.

Total PAH represents the sum of all PAH analytes reported for a given sample. Note that regulatory agencies and criteria differ in their definitions of Total PAH in terms of the individual PAH analytes to be included.

PCBs are extracted from an aqueous sample at neutral pH with aliquots of dichloromethane using a modified separatory funnel technique. The extracts are analyzed by GC/MSD.

Water samples are analyzed directly by a calibrated pH meter.

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). Holdtime for samples under this regulation is 28 days

An automated method is used to distill the sample. The distillate is then buffered to pH 9.4 which reacts with 4AAP and potassium ferricyanide to form a red complex which is measured colorimetrically.


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. Guideline limits are not adjusted for the hardness, pH or temperature of the sample (the most conservative values are used). Measurement uncertainty is not applied to test results prior to comparison with specified criteria values.

15-APR-19 15:15 (MT)

L2254907 CONT’D....

19PAGE of

TKN-WT

VOC-ROU-HS-WT

XYLENES-SUM-CALC-WT


Volatile Organic Compounds

Sum of Xylene Isomer Concentrations


Water

Water

Water

APHA 4500-Norg D

SW846 8260

CALCULATION

Method Reference**

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

Matrix

A well-mixed sample is filtered through a weighed standard glass fibre filter and the residue retained is dried in an oven at 104–1°C for a minimum of four hours or until a constant weight is achieved.

This analysis is carried out using procedures adapted from APHA Method 4500-Norg "Nitrogen (Organic)". Total Kjeldahl Nitrogen is determined by sample digestion at 380 Celsius with analysis usingan automated colorimetric method.

Aqueous samples are 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:

17-630730


Quality Control ReportPage 1 of

Client:

Contact:

MCCLYMONT & RAK ENG. INC111 ZENWAY BLVD. UNIT 4VAUGHAN ON L4H 3H9Jeremy Bobro

Report Date: 15-APR-19Workorder: L2254907

Test Matrix Reference Result Qualifier Units RPD Limit Analyzed

625-33DCBENZIDINE-WT

625-BIS-2-PHTH-WT

625-DNB-PHTH-WT

625-PAH-LOW-WT

Water

Water

Water

Water

R4597708

R4597708

R4597708

R4595207

Batch

Batch

Batch

Batch

LCS

MB

LCS

MB

LCS

MB

LCS

WG3024508-2

WG3024508-1

WG3024508-2

WG3024508-1

WG3024508-2

WG3024508-1

WG3024508-2






Surrogate: 2-fluorobiphenyl


Di-n-butylphthalate

Di-n-butylphthalate



Acenaphthene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene


Benzo(ghi)perylene


Chrysene


Fluoranthene

Fluorene


61.9

<0.40

94.5

91.3

<2.0

84.1

94.5

91.3

<1.0

84.1

94.5

75.5

77.3

77.2

75.7

74.8

87.0

78.2

88.7

83.3

79.2

79.1

84.2

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

50-140

50-140

50-150

50-140

50-140

50-140

60-130

50-140

50-140

50-140

50-140

50-140

50-140

50-140

50-140

%

ug/L

%

%

ug/L

%

%

%

ug/L

%

%

%

%

%

%

%

%

%

%

%

%

%

0.4

40-130

2

40-130

40-130

1

40-130

40-130

12


Client:

Contact:




625-PAH-LOW-WT

625-PCP-WT

BOD-WT

Water

Water

Water

R4595207

R4597708

Batch

Batch

LCS

MB

LCS

MB

WG3024508-2

WG3024508-1

WG3024508-2

WG3024508-1


Naphthalene

Perylene

Phenanthrene

Pyrene

Acenaphthene

Anthracene

Benzo(a)anthracene

Benzo(a)pyrene


Benzo(ghi)perylene


Chrysene


Fluoranthene

Fluorene


Naphthalene

Perylene

Phenanthrene

Pyrene



Pentachlorophenol

Pentachlorophenol

Surrogate: 2,4,6-Tribromophenol

84.2

75.2

67.0

75.4

75.8

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

<0.010

80.2

85.3

88.4

<0.50

79.0

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

50-140

50-130

50-140

50-140

50-140

50-140

%

%

%

%

%

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

%

%

%

ug/L

%

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

40-130

40-130

0.5

40-150

12


Client:

Contact:




BOD-WT

CN-TOT-WT

CR-CR6-IC-WT

EC-WW-MF-WT

F-IC-N-WT

Water

Water

Water

Water

Water

R4601263

R4593605

R4593390

R4593427

R4596467

Batch

Batch

Batch

Batch

Batch

DUP

LCS

MB

DUP

LCS

MB

MS

DUP

LCS

MB

MS

DUP

MB

DUP

LCS

WG3024240-2

WG3024240-3

WG3024240-1

WG3024144-3

WG3024144-2

WG3024144-1

WG3024144-4

WG3024476-4

WG3024476-2

WG3024476-1

WG3024476-5

WG3023847-3

WG3023847-1

WG3024837-4

WG3024837-2

L2255094-1

L2254324-1

L2254324-1

WG3024476-3

WG3024476-3

L2254904-1

WG3024837-3

BOD

BOD

BOD

Cyanide, Total

Cyanide, Total

Cyanide, Total

Cyanide, Total

Chromium, Hexavalent




E. Coli

E. Coli

Fluoride (F)

<2.0

96.5

<2.0

<2.0

87.3

<0.0020

81.2

<0.00050

102.1

<0.00050

101.0

<10

0

<0.020

14-APR-19

14-APR-19

14-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

10-APR-19

10-APR-19

10-APR-19

N/A

N/A

N/A

N/A

N/A

20

20

20

65

20

85-115

80-120

70-130

80-120

70-130

mg/L

%

mg/L

mg/L

%

mg/L

%

mg/L

%

mg/L

%

CFU/100mL

CFU/100mL

mg/L

<2.0

<2.0

<0.00050

0

<0.020

2

0.002

0.0005

1

RPD-NA

RPD-NA

RPD-NA

RPD-NA

RPD-NA

12


Client:

Contact:




F-IC-N-WT

HG-T-CVAA-WT

MET-T-CCMS-WT

Water

Water

Water

R4596467

R4592944

R4593167

Batch

Batch

Batch

LCS

MB

MS

DUP

LCS

MB

MS

DUP

LCS

WG3024837-2

WG3024837-1

WG3024837-5

WG3023800-3

WG3023800-2

WG3023800-1

WG3023800-4

WG3023513-4

WG3023513-2

WG3024837-3

L2254871-1

L2254871-2

WG3023513-3

Fluoride (F)

Fluoride (F)

Fluoride (F)

Mercury (Hg)-Total

Mercury (Hg)-Total

Mercury (Hg)-Total

Mercury (Hg)-Total

Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Cadmium (Cd)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Lead (Pb)-Total



Nickel (Ni)-Total

Selenium (Se)-Total

Silver (Ag)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

Zinc (Zn)-Total

100.8

<0.020

96.8

<0.000010

97.3

<0.000010

93.6

0.072

<0.0010

<0.0010

<0.000050

<0.0050

<0.0010

<0.010

<0.00050

0.217

0.00885

<0.0050

<0.00050

<0.00050

<0.0010

<0.0030

<0.030

10-APR-19

10-APR-19

10-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

N/A

8.1

N/A

N/A

N/A

N/A

N/A

N/A

N/A

0.6

0.1

N/A

N/A

N/A

N/A

N/A

N/A

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

20

90-110

75-125

80-120

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

mg/L

mg/L

mg/L

<0.000010

0.067

<0.0010

<0.0010

<0.000050

<0.0050

<0.0010

<0.010

<0.00050

0.216

0.00884

<0.0050

<0.00050

<0.00050

<0.0010

<0.0030

<0.030

0.02

0.00001

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:




MET-T-CCMS-WT Water

R4593167BatchLCS

MB

MS

WG3023513-2

WG3023513-1

WG3023513-5 WG3023513-6

Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Cadmium (Cd)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Lead (Pb)-Total



Nickel (Ni)-Total

Selenium (Se)-Total

Silver (Ag)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

Zinc (Zn)-Total

Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Cadmium (Cd)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Lead (Pb)-Total



Nickel (Ni)-Total

Selenium (Se)-Total

Silver (Ag)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

Zinc (Zn)-Total

104.1

97.6

95.6

96.3

96.9

91.8

97.4

98.9

99.8

101.7

97.0

94.7

97.7

92.1

95.1

98.8

<0.0050

<0.00010

<0.00010

<0.0000050

<0.00050

<0.00010

<0.0010

<0.000050

<0.00050

<0.000050

<0.00050

<0.000050

<0.000050

<0.00010

<0.00030

<0.0030

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

80-120

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

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

0.005

0.0001

0.0001

0.000005

0.0005

0.0001

0.001

0.00005

0.0005

0.00005

0.0005

0.00005

0.00005

0.0001

0.0003

0.003

12


Client:

Contact:




MET-T-CCMS-WT

NP,NPE-LCMS-WT

Water

Water

R4593167

R4593062

Batch

Batch

MS

DUP

LCS

MB

MS

WG3023513-5

WG3022819-3

WG3022819-2

WG3022819-1

WG3022819-4

WG3023513-6

WG3022819-5

WG3022819-5

Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Cadmium (Cd)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Lead (Pb)-Total



Nickel (Ni)-Total

Selenium (Se)-Total

Silver (Ag)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

Zinc (Zn)-Total

Nonylphenol



Nonylphenol



Nonylphenol



Nonylphenol



105.5

97.5

97.5

101.2

97.3

88.6

91.2

88.7

N/A

109.7

92.0

99.1

93.7

92.2

99.6

93.2

<1.0

<2.0

<0.10

89.4

102.5

105.0

<1.0

<2.0

<0.10

102.0

99.5

118.5

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

N/A

N/A

N/A

30

30

30

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

-

70-130

70-130

70-130

70-130

70-130

70-130

70-130

75-125

75-125

75-125

50-150

50-150

50-150

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

%

ug/L

ug/L

ug/L

%

%

%

ug/L

ug/L

ug/L

%

%

%

MS-B

<1.0

<2.0

<0.10

1

2

0.1

RPD-NA

RPD-NA

RPD-NA

12


Client:

Contact:




OGG-SPEC-WT

P-T-COL-WT

PAH-EXTRA-WT

Water

Water

Water

R4593741

R4595484

R4596131

Batch

Batch

Batch

LCS

MB

DUP

LCS

MB

MS

LCS

MB

WG3023491-2

WG3023491-1

WG3025029-3

WG3025029-2

WG3025029-1

WG3025029-4

WG3024508-2

WG3024508-1

L2255589-1

L2255589-1





Phosphorus, Total

Phosphorus, Total

Phosphorus, Total

Phosphorus, Total

Benzo(e)pyrene

1,3-Dinitropyrene

1,6-Dinitropyrene

Dibenz(a,h)acridine

1,8-Dinitropyrene

Dibenz(a,j)acridine


Dibenzo(a,i)pyrene

Benzo(e)pyrene

1,3-Dinitropyrene

1,6-Dinitropyrene

Dibenz(a,h)acridine

1,8-Dinitropyrene

Dibenz(a,j)acridine


Dibenzo(a,i)pyrene

96.7

84.9

<2.0

<1.0

0.0270

106.2

<0.0030

89.6

91.6

190.3

145.7

100.8

127.5

75.0

95.8

83.9

<0.050

<1.0

<1.0

<0.050

<1.0

<0.050

<0.050

<0.050

08-APR-19

08-APR-19

08-APR-19

08-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

11-APR-19

9.2 20

70-130

70-130

80-120

70-130

60-130

60-130

60-130

60-130

60-130

60-130

60-130

60-130

%

%

mg/L

mg/L

mg/L

%

mg/L

%

%

%

%

%

%

%

%

%

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

LCS-H

LCS-H

0.0296

2

1

0.003

0.05

1

1

0.05

1

0.05

0.05

0.05

12


Client:

Contact:




PAH-EXTRA-WT

PCB-WT

PH-WT

PHENOLS-4AAP-WT

SOLIDS-TSS-WT

Water

Water

Water

Water

Water

R4596131

R4596747

R4593178

R4593587

Batch

Batch

Batch

Batch

MB

LCS

MB

DUP

LCS

DUP

LCS

MB

MS

WG3024508-1

WG3023583-2

WG3023583-1

WG3023640-16

WG3023640-14

WG3023874-3

WG3023874-2

WG3023874-1

WG3023874-4

WG3023640-15

L2254904-1

L2254904-1

Surrogate: d14-Terphenyl

Aroclor 1242

Aroclor 1248

Aroclor 1254

Aroclor 1260

Aroclor 1242

Aroclor 1248

Aroclor 1254

Aroclor 1260


pH

pH

Phenols (4AAP)

Phenols (4AAP)

Phenols (4AAP)

Phenols (4AAP)

67.2

94.5

85.3

105.2

107.8

<0.020

<0.020

<0.020

<0.020

71.5

7.89

6.99

0.0043

95.7

<0.0010

91.1

11-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

0.00

8.0

0.2

20

65-130

65-130

65-130

65-130

6.9-7.1

85-115

75-125

%

%

%

%

%

ug/L

ug/L

ug/L

ug/L

%

pH units

pH units

mg/L

%

mg/L

%

7.89

0.0047

40-130

0.02

0.02

0.02

0.02

50-150

0.001

J

12


Client:

Contact:




SOLIDS-TSS-WT

TKN-WT

VOC-ROU-HS-WT

Water

Water

Water

R4597007

R4601548

R4592740

Batch

Batch

Batch

DUP

LCS

MB

DUP

LCS

MB

MS

DUP

LCS

WG3025440-3

WG3025440-2

WG3025440-1

WG3027530-3

WG3027530-2

WG3027530-1

WG3027530-4

WG3015005-4

WG3015005-1

L2255491-2

L2254907-1

L2254907-1

WG3015005-3









1,2-Dichlorobenzene

1,4-Dichlorobenzene

Benzene

Chloroform


Dichloromethane

Ethylbenzene

m+p-Xylenes

o-Xylene

Tetrachloroethylene

Toluene


Trichloroethylene


1,2-Dichlorobenzene

3040

100.1

<2.0

1.20

98.6

<0.15

94.6

<0.50

<0.50

<0.50

<0.50

<1.0

<0.50

<2.0

<0.50

<1.0

<0.50

<0.50

<0.50

<0.50

<0.50

92.8

106.8

12-APR-19

12-APR-19

12-APR-19

15-APR-19

15-APR-19

15-APR-19

15-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

3.7

0.9

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

20

20

30

30

30

30

30

30

30

30

30

30

30

30

30

30

85-115

75-125

70-130

70-130

70-130

mg/L

%

mg/L

mg/L

%

mg/L

%

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

%

%

2930

1.21

<0.50

<0.50

<0.50

<0.50

<1.0

<0.50

<2.0

<0.50

<1.0

<0.50

<0.50

<0.50

<0.50

<0.50

2

0.15

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-ROU-HS-WT Water

R4592740BatchLCS

MB

MS

WG3015005-1

WG3015005-2

WG3015005-5 WG3015005-3

1,4-Dichlorobenzene

Benzene

Chloroform


Dichloromethane

Ethylbenzene

m+p-Xylenes

o-Xylene

Tetrachloroethylene

Toluene


Trichloroethylene


1,2-Dichlorobenzene

1,4-Dichlorobenzene

Benzene

Chloroform


Dichloromethane

Ethylbenzene

m+p-Xylenes

o-Xylene

Tetrachloroethylene

Toluene


Trichloroethylene

Surrogate: 1,4-Difluorobenzene

Surrogate: 4-Bromofluorobenzene


1,2-Dichlorobenzene

1,4-Dichlorobenzene

Benzene

112.2

113.0

108.8

104.7

106.0

106.9

110.9

102.1

107.9

109.1

101.1

107.9

<0.50

<0.50

<0.50

<0.50

<1.0

<0.50

<2.0

<0.50

<1.0

<0.50

<0.50

<0.50

<0.50

<0.50

101.0

92.6

93.9

106.3

110.4

113.6

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

70-130

50-150

50-150

50-150

50-150

%

%

%

%

%

%

%

%

%

%

%

%

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

ug/L

%

%

%

%

%

%

0.5

0.5

0.5

0.5

1

0.5

2

0.5

1

0.5

0.5

0.5

0.5

0.5

70-130

70-130

12


Client:

Contact:




VOC-ROU-HS-WT Water

R4592740BatchMSWG3015005-5 WG3015005-3

Chloroform


Dichloromethane

Ethylbenzene

m+p-Xylenes

o-Xylene

Tetrachloroethylene

Toluene


Trichloroethylene

110.2

104.8

107.3

105.5

109.4

101.0

105.2

108.2

96.5

107.0

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

09-APR-19

50-150

50-150

50-150

50-150

50-150

50-150

50-150

50-150

50-150

50-150

%

%

%

%

%

%

%

%

%

%

12

Quality Control Report

Page 12 of


Sample Parameter Qualifier Definitions:

Description Qualifier

J

LCS-H

MS-B

RPD-NA

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

Lab Control Sample recovery was above ALS DQO. Non-detected sample results are considered reliable. Other results, if reported, have been qualified.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

g4580 july 2019 geohydrology assessment 145 … · 2019-08-22 · g4580 july 2019 geohydrology...

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