Hydrogeological Investigation - Toronto

City of Toronto

Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B Hydrogeological Investigation September 17, 2018

Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B Hydrogeological Investigation City of Toronto

Project No.: 161-16086-02

Date: September 2018

WSP

100 Commerce Valley Drive West

Thornhill, Ontario L3T 0A1

wsp.com

100 Commerce Valley Drive West Thornhill, ON, Canada L3T 0A1 Tel: +1-905-882-1100 Fax: +1-905-882-0055 wsp.com WSP Canada Inc.

September 17, 2018

City of Toronto Engineering and Construction Services Metro Hall, 16th Floor 55 John Street Toronto, Ontario M5V 3C6

Attention: Darrell Wunder, P.Eng., PMP, Senior Engineering, Design & Construction, Linear Underground Infrastructure

Subject: Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B

Dear Mr. Wunder:

WSP Canada Inc. (WSP) is pleased to submit this hydrogeological investigation as part of Phase 4 of the Basement Flooding Area Program for Area 8 in the City of Toronto, Ontario. The investigation assessed hydrogeological conditions in the field towards characterization of dewatering requirements for the proposed infrastructure replacements.

Should you have any comments regarding the contents of this report, please do not hesitate to contact the undersigned.

Yours truly,

Derek Brunner, M.Sc., P.Geo.

Hydrogeologist/Project Manager, Environment

DB/nah WSP ref.: 161-16086-02

R E V I S I O N H I S T O R Y

VERSION DATE DESCRIPTION

1 MAY 25, 2018 Draft report

2 SEP. 17, 2018 Final report

Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B WSP Project No. 161-16086-02 September 2018 City of Toronto Page iii

TABLE OF CONTENTS

1 Introduction .............................................................. 1

1.1 Background ................................................................ 1

1.2 Methodology ............................................................... 1

2 Site Description ........................................................ 2

2.1 Physiography.............................................................. 2

2.2 Geology and Hydrogeology ........................................ 2

3 Field Assessment ..................................................... 7

3.1 Groundwater Levels ................................................... 7

3.2 Single Well Hydraulic Testing ..................................... 9

3.3 Water Quality Sampling ............................................ 11

4 Dewatering Assessment ........................................ 14

4.1 Dewatering Equations .............................................. 15

4.2 Thorncrest Road ....................................................... 16

4.3 Sir Williams Lane ...................................................... 16

4.4 Kipling Avenue ......................................................... 17

4.5 Great Oak Drive ....................................................... 17

4.6 Summary .................................................................. 18

5 Conclusions and Recommendations ................... 19

5.1 Conclusions .............................................................. 19

5.2 Recommendations ................................................... 20

6 References .............................................................. 21

WSP Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B September 2018 Project No. 161-16086-02 Page iv City of Toronto

Tables

Table 1 Groundwater Levels – Thorncrest Road ........ 7 Table 2 Groundwater Levels – Sir Williams

Lane ............................................................... 8 Table 3 Groundwater Levels – Kipling Avenue ........... 8 Table 4 Groundwater Levels – Great Oak Drive ......... 9

Table 5 Hydraulic Conductivity Estimates from Slug Testing – Thorncrest Road .................. 10

Table 6 Hydraulic Conductivity Estimates from Slug Testing – Sir Williams Lane ................. 10

Table 7 Hydraulic Conductivity Estimates from Slug Testing – Kipling Avenue ..................... 11

Table 8 Hydraulic Conductivity Estimates from Slug Testing – Great Oak Drive ................... 11

Table 9 Water Quality Sampling Program ................. 12 Table 10 Dewatering Summary .................................. 18

Figures

Figure 1 Location Map Figure 2 Surficial Geology Figure 3 Thorncrest Road Cross-Section Figure 4 Sir Williams Lane and Great Oak Drive

Cross-Section Figure 5 Kipling Avenue Cross-Section

Appendices

Appendix A Geotechnical Borehole Logs

Appendix B Slug Test Analysis

Appendix C Water Quality Sampling Results

Appendix D Dewatering Calculations

Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B WSP Project No. 161-16086-02 September 2018 City of Toronto Page 1

1 Introduction

1.1 Background WSP Canada Inc. (WSP) was retained by the City of Toronto (the City) to undertake a hydrogeological investigation as part of the Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B, Sanitary Sewer, Watermain and Substandard Water Service Replacement in Toronto, Ontario. Areas 8-04A and 8-04B are located east of Highway 427 and south of Highway 401, with the areas requiring specific infrastructure located on Thorncrest Road, Great Oak Drive, Kipling Avenue and Sir Williams Lane (Figure 1). Infrastructure is proposed to be constructed along Beaverbrook Avenue in Area 8, but this is assessed under separate cover.

The hydrogeological investigation is required to evaluate dewatering and discharge requirements for the installation of the proposed infrastructure and to determine whether a Permit to Take Water (PTTW) is needed from the Ministry of the Environment and Climate Change (MOECC) or alternatively if the project is to be registered on the MOECC’s Environmental Activity and Sector Registry (EASR). In the past, a PTTW was generally required from MOECC to pump water in excess of 50,000 L/day. However, specific types of construction related water takings at rates less than 400,000 L/day, including construction dewatering for groundwater control, and many construction related consumptive takings, are now instead to be authorized and monitored under the MOECC EASR process. Category 3 PTTW applications are generally required for water takings in excess of 400,000 L/day at any one time (including concurrent projects on adjacent streets). The PTTW process generally requires 60-90 days of technical review time from MOECC, whereas the EASR registration does not require a technical review by MOECC and can be completed by a qualified person on behalf of the owner prior to construction.

1.2 Methodology The hydrogeological program includes the following tasks:

— Desktop review of geological / geotechnical / hydrogeological information;

— Measurement of groundwater levels from monitoring wells installed as part of the geotechnical program;

— Single well hydraulic testing (slug tests) of monitoring wells installed as part of the geotechnical program;

— Water quality sampling and testing from monitoring wells with results assessed relative to standards associated with applicable bylaws; and

— Assessment of dewatering requirements.

WSP Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B September 2018 Project No. 161-16086-02 Page 2 City of Toronto

The results of the hydrogeological investigation are provided in the following sections.

2 Site Description

2.1 Physiography The project area is situated within the South Slope physiographic region of Chapman and Putnam (1984) as represented in the OGS Earth application accessible through the Ministry of Northern Development and Mines Web Page (http://www.geologyontario.mndm.gov.on.ca/). The South Slope is the southern slope of the Oak Ridges Moraine, but in the study area it includes the strip of land south of the Peel Plain. In the study area it is represented at ground surface by drumlinized till plains.

2.2 Geology and Hydrogeology The geological and hydrogeological properties of the subsurface along each of the streets were investigated using the following sources:

— Existing geological mapping.

— A geotechnical investigation conducted as part of the basement flooding investigation.

This information is discussed in the following sections.

2.2.1 Existing Geological Mapping

Surficial geological mapping of the site (Ontario Geological Survey, 2003; Figure 2) indicates that native subsurface materials over most of the area generally consist of clay to silt textured till derived from glaciolacustrine deposits or shale. The unit is expected to behave as an aquitard and may correspond to Halton Till (Sharpe et al., 1997). To the west in the vicinity of Mimico Creek, modern alluvial deposits are identified, consisting of clay, silt, sand and gravel. These materials may behave as local aquifers or aquitards depending upon the composition.

Bedrock geological mapping for southern Ontario indicates that bedrock underlying the site consists of the shales of the Georgian Bay Formation (Hewitt, 1972). The shale is expected to behave as an aquitard, except when fractured or weathered, where it may behave as a weak aquifer. The bedrock outcrops in the walls of the Mimico Creek valley to the south. Topographic mapping from the Atlas of Canada (http://atlas.gc.ca/toporama/en/index.html) indicates that the elevation in the area of the observed bedrock outcrop is between 120 and 130 metres above sea level (masl), suggesting that bedrock may be 10 – 20 m below ground surface in the study area.

http://atlas.gc.ca/toporama/en/index.html


2.2.2 Geotechnical Investigation

A geotechnical drilling program was undertaken as part of this project (WSP Canada Inc., 2018a, 2018b, 2018c, 2018d) to characterize subsurface conditions along the proposed infrastructure alignments. Basement Flooding Project Area 8 was separated into different streets for the purposes of simplifying the assignment from a geotechnical perspective. The discussions of subsurface geology and hydrogeology in this report are based on these breakdowns and are provided in the following sections. A discussion of the groundwater conditions is provided in Section 3.

Thorncrest Road

The proposed infrastructure upgrades along Thorncrest Road are as follows:

— Replace the existing 250 mm sanitary sewer with new 300 mm sanitary sewer between Kipling Avenue and Sir Williams Lane, a distance of approximately 570 m and about 5 to 7 m depth.

— New 250 mm sanitary sewer along Thorncrest Road connecting to the new 300 mm sanitary sewer, a distance of 140 m and about 4 m depth.

— Replace the existing 900 mm and 825 mm storm sewer with new 975 mm storm sewer from 110 m east of Kipling Avenue to 75 m west of The Wynd, a distance of 270 m, and approximately 5.5 m depth.

— Replace the existing 975 mm storm sewer with new 900 mm storm sewer between 130 m east of Kipling Avenue and Sir Williams Lane, a distance of about 195 m, and approximately 5.5 m depth.

— New 300 mm storm sewer between 150 m east of Kipling Avenue and 210 m east of Kipling Avenue connecting to the new 975 mm storm sewer, a distance of 60 m and approximately 3.1 m depth.

Twelve (12) geotechnical boreholes were drilled along Thorncrest Road between Sir Williams Lane and Kipling Avenue. The subsurface materials encountered along the alignment, as interpreted in the geotechnical borehole logs, are shown in a cross-section (Figure 3) and described as follows, from the ground surface downwards:

— Asphalt and granular fill (sand and gravel to gravelly sand) were identified to depths of between 0.2 and 0.5 m below ground surface (bgs).

— Sandy clayey silt fill to silty clay fill or sand to sandy silt fill were found below the granular fill. The clayey fill was found to be between 0.9 and 1.8 m in thickness. The sandy fill was found to be between 0.9 and 1.7 m in thickness. The clayey fill is expected to behave as an aquitard and the sandy fill is expected to behave as an aquifer.

— Sandy clayey silt till to sandy silty clay till was identified below the fill in boreholes BH18-8-14 to BH18-8-22. This unit was found to be varied from 2.3 m to 4.9 m in thickness and extended to the termination depths (5.0 m to 7.0 m) of boreholes BH18-8-16 to BH18-8-18. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analyses to be 1x10-7 m/s (WSP, 2018a). This unit is expected to behave as an aquitard.


— Sandy silt till to sand and silt till was encountered in BH18-8-12 and BH18-8-13 underlying the fill material and in BH18-8-19 underlying the silty clay till. This unit had thicknesses ranging from 0.6 m to 2.0 m. BH18-8-19 was terminated in this unit. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analyses to range between 1x10-5 m/s and 1x10-7 m/s (WSP, 2018a). This unit is expected to behave as an aquitard.

— Below the till in BH18-8-11 to BH18-8-15 and BH18-8-20 to BH18-8-22, a layer that ranged in composition from silt to sand was encountered to the maximum drilled depths of 5.0 to 8.1 m bgs. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analyses to range between 1x10-4 and 1x10-5 m/s (WSP, 2018a). This unit is expected to behave as an aquifer.

More detailed descriptions of the units can be found in the Geotechnical Investigation Report (WSP Canada Inc., 2018a). Borehole logs are provided in Appendix A-1.

Sir Williams Lane

The proposed infrastructure upgrades along Sir Williams Lane are as follows:

— New 750 mm storm sewer on Sir Williams Lane from Thorncrest Road to 170 m west of Thorncrest Road, a length of 180 m and approximately 4.5 m depth.

Four (4) geotechnical boreholes were drilled along Sir Williams Lane from 170 m West of Thorncrest Road to Thorncrest Road. The subsurface materials encountered along the alignment, as interpreted in the geotechnical borehole logs, are shown in a cross-section (Figure 4) and described as follows, from the ground surface downwards:

— Asphalt and granular fill (sand and gravel) were identified to depths of between 0.2 and 0.5 m below ground surface (bgs).

— A layer of fill ranging in composition from sandy silt to sand and gravel was encountered underlying the granular fill. It extends to depths approximately at 0.7 m to 2.1 m below existing ground surface. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to be 1x10-4 m/s (WSP, 2018b). This unit is expected to behave as an aquifer.

— Clayey silt fill to silty clay fill was found below the silty sand to sandy gravel fill in BH18-8-23 to BH18-8-25. This fill was found to be between 0.6 and 1.0 m in thickness. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to be 1x10-5 m/s (WSP, 2018b), which seems high for a silt / clay fill. This unit is expected to behave as an aquitard.

— Below the fill materials, native silt, sandy silt and silty sand was encountered in all boreholes. All the boreholes were terminated in this unit at depths ranging from 2.7 to 6.1 m below existing ground surface. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to range between 1x10-4 and 1x10-5 m/s (WSP, 2018). This unit is expected to behave as an aquifer.

More detailed descriptions of the units can be found in the Geotechnical Investigation Report (WSP Canada Inc., 2018b). Borehole logs are provided in Appendix A-2.


Kipling Avenue

The proposed infrastructure upgrades along Kipling Avenue are as follows:

— Replace existing 200 mm sanitary sewers with a new 675 mm diameter sanitary sewer from Great Oak Drive to Thorncrest Road, a distance of 270 m and approximately 6 m depth

— New 200 mm watermain from Rathburn Road to Wingrove Hill, a distance of 650 m and approximately 2 m depth.

A total of twelve (12) geotechnical boreholes were drilled along Kipling Avenue between Kipling Avenue Thorncrest Road to Wingrove Hill. The subsurface materials encountered along the alignment, as interpreted in the geotechnical borehole logs, are shown in a cross-section (Figure 5) and described as follows, from the ground surface downwards:

— Asphalt, concrete and granular fill (sand and gravel to sandy gravel) were identified to depths of between 0.5 and 0.8 m below ground surface (bgs).

— A layer of fill was encountered below the granular fill in all boreholes. The fill ranged in composition from silty clay to clayey silt over most of the area and was found to be between 0.4 and 2.0 m in thickness. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analyses to be 1x10-7 m/s (WSP, 2018c). This unit is expected to behave as an aquitard.

— In three boreholes (BH18-8-27, BH18-8-KA6 and BH18-8-KA8), the fill was coarser, ranging in composition from sand to gravelly sand. It had a thickness of 1.8 and 3.0 m in BH18-8-27 and BH18-8-KA6, respectively, and extended to the termination depth of 3.0 m bgs at BH18-8-KA8. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analyses ranging from 1x10-3 to 1x10-5 m/s (WSP, 2018c). This unit is expected to behave as an aquifer.

— Sandy silty clay till was identified below the fill in BH18-8-27 to BH18-8-30, BH18-8-KA2 and BH18-8-KA6, extending to the bottom of the 5.0 m deep borehole at BH18-8-KA6 and to depths of between 3.0 and 5.5 m in the other boreholes. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to be 1x10-8 m/s (WSP, 2018c). This unit is expected to behave as an aquitard.

— In three boreholes the till was identified as sandy silt till (BH18-8-28, BH18-8-KA3 and BH18-8-KA7). This coarser till had a thickness ranging from 0.4 m to 2.3 m, but extended to the maximum drilled depth of BH18-8-KA3. Hydraulic conductivity of this unit was estimated in the geotechnical report from grain size analyses to range from 1x10-6 to 1x10-8 m/s (WSP, 2018c). This unit is expected to behave as an aquitard.

— Below the till in boreholes all the boreholes, a layer of silt to sandy silt to silt and sand to silty sand to sand was encountered to the maximum drilled depths ranging from 3.1 m to 8.1 m. In boreholes BH18-8-KA3, BH18-8-KA6 and H18-8-KA8, this unit was directly below the fill. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analyses to range between 1x10-5 and 1x10-7 m/s (WSP, 2018c). This unit is expected to behave as an aquifer.

The shallow boreholes south of Great Oak Drive in Figure 5 did not have monitoring wells installed and are not discussed further. More detailed descriptions of the units can be found in


the Geotechnical Investigation Report (WSP Canada Inc., 2018c). Borehole logs are provided in Appendix A-3.

Great Oak Drive

The proposed infrastructure upgrades along Great Oak Drive are as follows:

— Replace existing 525 mm sanitary sewer with new 1050 mm sanitary sewer between 90 meters West of Pippin Place and 40 m west of Remington Drive, 90 m length and 4 m depth.

— Replace existing 525 mm sanitary sewer with new 1500 mm sanitary sewer from 90 meters West of Pippin Place to135 m west of Remington Drive, 230 m length and 5 m depth.

— Install new 375 mm sanitary sewer between the new 1050 mm sanitary sewer and 1500 sanitary sewer, 10-meter length and 4 m depth.

— Replace existing 200 mm sanitary sewer with new 675 mm sanitary sewer from 90 meters West of Pippin Place to Kipling Avenue, 85 m length and 7.5 m depth.

A total of five (5) geotechnical boreholes were drilled along Great Oak Drive between Kipling Avenue and Remington Drive. The subsurface materials encountered along the alignment, as interpreted in the geotechnical borehole logs, are shown in a cross-section (Figure 4) and described as follows, from the ground surface downwards:

— Asphalt and granular fill (sand and gravel) were identified to depths of between 0.3 and 0.4 m below ground surface (bgs).

— A layer of fill was encountered below the granular fill in BH18-8-35 and BH18-8-36. In BH18-8-36, it had a composition of sandy silt with a thickness of 0.5 m. This unit is expected to behave as an aquifer.

— Silty clay fill to clayey silt fill was found below the granular fill/sandy silt fill in boreholes BH18-8-35 and BH18-8-36. This fill was found to be between 0.5 and 1.6 m in thickness. This unit is expected to behave as an aquitard.

— A native silty clay deposit was encountered underlying the granular fill materials in BH18-8-32. This unit extended to depths of 1.2 m below existing ground surface. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to be 1x10-8 m/s (WSP, 2018d). This unit is expected to behave as an aquitard.

— Cohesive glacial till was identified below the fill materials and native silty clay deposit in all five boreholes, extending to the bottom of BH18-8-32 and to depths of between 2.1 and 3.7 m in the remaining boreholes. This unit varied in composition from sandy clayey silt till, to silty clay till. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis ranging from 1x10-7 to 1x10-9 m/s (WSP, 2018d). This unit is expected to behave as an aquitard.

— Non-cohesive glacial till was found below the sandy clayey silt till in BH18-8-33 and BH18-8-34. This unit varied in composition from silt till to sandy silt till. It extended to 3.7 m below existing ground surface in BH18-8-33 and the termination depth of 6.1 m below existing ground surface in BH18-8-34. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to be 1x10-7 m/s (WSP, 2018d). This unit is expected to behave as an aquifer.


— Below the till in all five boreholes, a layer of native deposit consisting of silty sand, silt and sand, sandy silt and silt was encountered. It extended to the maximum drilled depths of 5.0 and 6.1 m in BH18-8-33, BH18-8-35 and BH18-8-36. In the other two boreholes, it was identified between layers of till. Hydraulic conductivity of this material was estimated in the geotechnical report from grain size analysis to range between 1x10-7 m/s (WSP, 2018d). This unit is expected to behave as an aquifer.

More detailed descriptions of the units can be found in the Geotechnical Investigation Report (WSP Canada Inc., 2018d). Borehole logs are provided in Appendix A-4.

3 Field Assessment The hydrogeological field program included measurement of groundwater levels, conducting single well hydraulic testing (slug tests) and obtaining water quality samples for laboratory analysis. The hydrogeological field work took place in the months of February and April 2018. The results of the field program are discussed in the following sections.

3.1 Groundwater Levels Groundwater levels were measured in each monitoring well by the geotechnical field team approximately one week after installation and again by the hydrogeological field team prior to field testing. Water levels that are reported are considered to be static conditions for winter and spring months and are expected to represent seasonally high groundwater conditions.

3.1.1 Thorncrest Road

Static groundwater levels were measured in six accessible wells during site visits on April 9 and April 24, 2018. The measured water levels are presented in Table 1.

Table 1 Groundwater Levels – Thorncrest Road

Well DEPTH

(M)

SCREENED INTERVAL APRIL 9, 2018 APRIL 24, 2018

TOP (M BGS)

BOTTOM (M BGS) (M BGS) (MASL) (M BGS) (MASL)

BH18-8-11 8.1 6.6 8.1 5.36 135.84 5.15 136.05

BH18-8-13 7.0 5.5 7.0 4.74 135.66 4.54 135.87

BH18-8-15 7.0 5.5 7.0 4.29 136.31 4.09 136.51

BH18-8-17 4.6 3.1 4.6 3.10 135.70 2.42 136.38

BH18-8-19 5.0 3.5 5.0 3.07 134.43 2.91 134.59

BH18-8-21 6.1 4.6 6.1 2.93 134.37 2.71 134.60


3.1.2 Sir Williams Lane

Static groundwater levels were measured in two accessible wells during site visits on January 4, February 5, February 12, and April 25, 2018. BH18-8-25 was dry in January and February of 2018, but had measurable water levels in April 2018. The measured water levels are presented in Table 2.

Table 2 Groundwater Levels – Sir Williams Lane

Well DEPTH

(M)

SCREENED INTERVAL JAN. 4, 2018 FEB. 5, 2018 FEB. 12, 2018 APR. 25, 2018

TOP (M BGS)

BOTTOM (M BGS) (M BGS) (M BGS) (M BGS) (M BGS) (M BGS) (M BGS) (M BGS) (M BGS)

BH18-8-23 6.1 4.6 6.1 5.65 135.65 5.68 135.63 - - - -

BH18-8-25 4.6 3.1 4.6 Dry N/A - - Dry N/A 3.38 137.22

‘-‘ not measured

3.1.3 Kipling Avenue

Static groundwater levels were measured in three accessible wells during site visits on April 25, 2018. The measured water levels are presented in Table 3.

Table 3 Groundwater Levels – Kipling Avenue

Well DEPTH

(M)

SCREENED INTERVAL APR. 25, 2018

TOP (M BGS)

BOTTOM (M BGS) (M BGS) (MASL)

BH18-8-27 4.6 3.1 4.6 2.58 134.13

BH18-8-29 7.0 5.5 7.0 2.22 135.88

BH18-8-31 6.1 4.6 6.1 3.49 134.81

3.1.4 Great Oak Drive

Static groundwater levels were measured in three accessible wells during site visits on January 4 and 23, February 5 and 12, and April 25, 2018. The measured water levels are presented in Table 4.


Table 4 Groundwater Levels – Great Oak Drive

Well DEPTH

(M)

SCREENED INTERVAL JAN. 4, 2018 JAN. 23, 2018 FEB. 5, 2018 FEB. 12, 2018 APR. 25, 2018

TOP (M BGS)

BOTTOM (M BGS) (M BGS) (MASL) (M BGS) (MASL) (M BGS) (MASL) (M BGS) (MASL) (M BGS) (MASL)

BH18-8-32 7.0 5.5 7.0 3.16 134.24 - - 2.97 134.43 - - - -

BH18-8-34 5.2 3.7 5.2 - 2.63 133.27 - - 2.94 132.96 - -

BH18-8-36 5.0 3.5 5.0 2.45 132.15 - - - - - - 1.79 132.81

‘-‘ not measured

3.2 Single Well Hydraulic Testing Single well hydraulic tests were conducted on all of the monitoring wells within the study area that were not dry by purging the wells using bailers. The wells were purged of at least three well volumes where possible and allowed to recover. Water levels were recorded by a combination of manual measurements using a water level tape and through the use of an electronic pressure transducer/datalogger as a backup. Hydraulic response was analyzed using the Hvorslev method to estimate hydraulic conductivity. Most of the results are not necessarily representative of a single unit, since the saturated zone of several of the wells intersect different layers of fill and native soils. Results are compared with values from the available literature wherever possible (Freeze and Cherry, 1979) and are presented in Appendix B.


Along Thorncrest Road, six wells were drilled and installed as part of the geotechnical field program. Two wells were screened across multiple units. The well at BH18-8-19 was screened across two tills (sandy clayey silt till and silt and sand till), while the well at BH18-8-21 was screened across sandy clayey silt till and sandy silt. The other wells were fully screened within one unit. Hydraulic conductivity (K) estimates ranged between 2.5x10-6 to 1.1x10-5 m/s for the silty sand to sand (BH18-8-11, BH18-8-13 and BH18-8-15), which is within the expected range of results for this material from the literature. K estimates ranged from 3.1x10-8 to 4.1x10-7 m/s for the glacial till in BH18-8-17 and BH18-8-19, which is within the expected range of results for this material from the literature. Estimates from BH18-8-21 ranged between 1.9x10-6 and 2.5x10-6 m/s. This is likely more representative of the sandy silt than the till. The results are summarized in Table 5 and calculations are provided in Appendix B.


Table 5 Hydraulic Conductivity Estimates from Slug Testing – Thorncrest Road

Well Analysis Material Screened Estimated Hydraulic Conductivity (M/S)

BH18-8-11 Hvorslev Sand and Silt 2.5x10-6 to 5.0x10-6

BH18-8-13 Hvorslev Sand 2.5x10-6 to 7.3x10-6

BH18-8-15 Hvorslev Silty Sand 5.4x10-6 to 1.1x10-5

BH18-8-17 Hvorslev Sandy Clayey Silt Till 3.1x10-8 to 9.2x10-8

BH18-8-19 Hvorslev Sandy Clayey Silt Till / Silt and Sand Till 1.2x10-7 to 4.1x10-7

BH18-8-21 Hvorslev Sandy Clayey Silt Till / Sandy Silt 1.9x10-6 to 2.5x10-6


Two wells were drilled and installed as part of the geotechnical field program along Sir Williams Lane within the project limits. Both wells were screened within the silty sand and silt unit only, so the results are assumed to be representative of that unit. Hydraulic conductivity (K) estimates ranged between 1.8x10-7 to 9.7x10-7 m/s in both wells, which are within the expected range of results for silty material from the literature. The results are summarized in Table 6 and calculations are provided in Appendix B.

Table 6 Hydraulic Conductivity Estimates from Slug Testing – Sir Williams Lane


BH18-8-23 Hvorslev Silt 1.8x10-7 to 9.7x10-7

BH18-8-25 Hvorslev Silty Sand / Silt 5.0x10-7 to 8.5x10-7


Along Kipling Avenue, three wells were drilled and installed as part of the geotechnical field program. The well at BH18-8-27 was screened across two units (sandy silty clay till and sandy silt). However, wells at BH18-8-29 and BH18-8-31 were screened within the silt to silty sand unit only, so the results are assumed to be representative of that unit. Hydraulic conductivity (K) estimates ranged between 1.8x10-7 to 2.2x10-6 m/s for the silt to silty sand, which is within the expected range of results for this material from the literature. Estimates from BH18-8-27 ranged between 3.0x10-7 to 6.4x10-7 m/s, which is within the expected range of results from the literature for both till and sandy silt. The results are summarized in Table 7 and calculations are provided in Appendix B.


Table 7 Hydraulic Conductivity Estimates from Slug Testing – Kipling Avenue


BH18-8-27 Hvorslev Sandy Silty Clay Till / Sandy Silt 3.0x10-7 to 6.4x10-7

BH18-8-29 Hvorslev Sandy Silt / Silt 1.8x10-7 to 6.0x10-7

BH18-8-31 Hvorslev Silty Sand / Silt 1.2x10-6 to 2.2x10-6


Along Great Oak Drive, three wells were drilled and installed as part of the geotechnical field program. The well at BH18-8-32 was screened within the till. The other two wells were screened across multiple units. The hydraulic conductivity (K) estimate was 4.1x10-8 m/s for the clay and silt till to silty clay till, which is within the expected range of results for this material from the literature. Estimates from BH18-8-34 and BH18-8-36 ranged between 1.2x10-6 to 2.4x10-6 m/s, which is slightly high for a clayey silt till or silty clay, but within the expected range of results sandy silt, silt or sand and silt till. The results are summarized in Table 8 and calculations are provided in Appendix B.

Table 8 Hydraulic Conductivity Estimates from Slug Testing – Great Oak Drive


BH18-8-32 Hvorslev Clay and Silt Till to Silty Clay Till 4.1x10-8

BH18-8-34 Hvorslev Sandy Silt / Sand and Silt Till to Silt Till 1.5x10-6 to 2.4x10-6

BH18-8-36 Hvorslev Clayey Silt Till / Silty Clay / Silt 1.2x10-6 to 2.2x10-6

3.3 Water Quality Sampling Water quality sampling was conducted on all wells within the study area that were not dry. The wells were purged using bailers. Standard practice involves removing at least three (3) well volumes of groundwater to provide a sample that is representative of the formation water. Two types of samples were taken. The first type was tested and assessed relative to the City of Toronto Sewer Use Bylaw (sewer use bylaw) for both sanitary and storm parameters. The second type of sample was tested for general chemistry and metals parameters that were also compared to the bylaw criteria. The samples were packed on ice and delivered to ALS Laboratories for analysis. The packages that were sampled are shown in Table 9. A discussion of water quality sampling results for each street are discussed in the following sections. Summary results tables and Certificates of Analysis (CoA) from the laboratory are provided in Appendix C.


Table 9 Water Quality Sampling Program

STREET NAME NUMBER OF MONITORING

WELLS TESTED SEWER USE BYLAW

SAMPLES GENERAL WATER

QUALITY SAMPLES

Thorncrest Road Six (6) One (1) Five (5)

Sir Williams Lane Two (2) None Two (2)

Kipling Avenue Three (3) One (1) Two (2)

Great Oak Drive Three (3) One (1) Two (2)

TOTAL Fourteen (14) Three (3) Eleven (11)


Six monitoring wells on Thorncrest Road had measurable water levels and were able to be sampled. One sample was tested for the full suite of sewer use bylaw parameters (BH18-8-11) and the other samples were tested for general water quality parameters (BH18-8-13, BH18-8-15, BH18-8-17, BH18-8-19, BH18-8-21), which were also compared with sewer use bylaw criteria. The sewer use sample was unfiltered, whereas the general chemistry samples were filtered to simulate treatment.

Based on the results of the water quality sampling and analysis from BH18-8-11, total suspended solids (TSS) parameter was greater than the standards used for the sanitary sewer use bylaw criteria and TSS, total phosphorus, total copper, total manganese, total nickel and total zinc were greater than the standard for the storm sewer use by law criteria. In addition, the detection limit for Polycyclic Aromatic Hydrocarbons (PAHs) was raised by the laboratory during sample testing. The resulting detection limit exceeded the standard for the storm sewer use bylaw criteria, but does not necessarily reflect the presence of PAHs. Concentrations of total manganese in BH18-8-13, BH18-8-17, BH18-8-19 and BH18-9-21 were greater than the storm sewer use bylaw criteria.


Two monitoring wells on Sir Williams Lane had measurable water levels and were able to be sampled. Both samples tested for general water quality parameters (BH18-8-23 and BH18-8-25), which were also compared with sewer use bylaw criteria. Samples were filtered to simulate treatment. The full suite of sewer use bylaw parameters could not be sampled as there were insufficient volumes of water for testing.

Based on the results of the water quality sampling, total manganese exceeded the storm sewer use bylaw criteria in BH18-8-23 only.



Three monitoring wells on Kipling Avenue had measurable water levels and were able to be sampled. One sample was tested for the full suite of sewer use bylaw parameters (BH18-8-29) and the other samples were tested for general water quality parameters (BH18-8-27, BH18-8-31), which were also compared with sewer use bylaw criteria. The sewer use sample was unfiltered, whereas the general chemistry samples were filtered to simulate treatment.

Based on the results of the water quality sampling and analysis from BH18-8-29, total suspended solids (TSS) concentration was greater than the standards used for the sanitary sewer use bylaw criteria and TSS, and total manganese concentrations were greater than the storm sewer use bylaw criteria. In addition, the detection limit for Polycyclic Aromatic Hydrocarbons (PAHs) was raised by the laboratory during sample testing. The resulting detection limit exceeded the standard for the storm sewer use bylaw criteria, but does not necessarily reflect the presence of PAHs. Manganese concentrations were greater than the storm sewer use bylaw criteria in BH18-8-27 and BH18-8-31.


Three monitoring wells on Great Oak Drive had measurable water levels and were able to be sampled. One sample was tested for the full suite of sewer use bylaw parameters (BH18-8-32) and the other samples were tested for general water quality parameters (BH18-8-34 and BH18-8-36), which were also compared with sewer use bylaw criteria. The sewer use sample was unfiltered, whereas the general chemistry samples were filtered to simulate treatment.

Based on the results of the water quality sampling and analysis from BH18-8-32, total aluminium, total manganese and bis(2-ethylhexyl)phthalate concentrations were greater than the standards used for the sanitary sewer use bylaw criteria. Concentrations of several parameters were greater than the storm sewer use bylaw criteria in BH18-8-32, including TSS, total arsenic, total chromium, total copper, total manganese, total nickel, total zinc and bis(2-ethylhexyl)phthalate. Manganese concentrations were greater than the storm sewer use bylaw criteria in BH18-8-34 only.

3.3.5 Summary

In general, the water quality samples collected and tested during this field program contained parameter concentrations that were greater than criteria established by both sewer use bylaws. Concentrations of TSS were greater than the sanitary sewer use bylaw criteria in the unfiltered samples from BH18-8-11 and BH18-29. Concentrations of total aluminium and manganese were greater than the sanitary sewer use bylaw criteria in BH18-8-32. Filtration of the samples reduced the concentration of metals parameters to levels that were lower than the sewer use bylaw criteria, suggesting that discharge water treated for TSS may also meet the sanitary sewer use bylaw.


The storm sewer use bylaw has more stringent criteria than those for the sanitary sewer, and as such more parameters do not meet the bylaw criteria. Filtration was shown to reduce the concentration of most metals parameters to levels that meet the storm sewer use bylaw criteria. However, it is commonly found that natural manganese levels in groundwater in the City of Toronto are greater than the bylaw criteria, even after treatment (filtration). It is noted that there is no manganese criterion under the Provincial Water Quality Objectives (PWQO) and the storm sewer use bylaw criterion of 0.05 mg/L is the same as the aesthetic guideline for manganese under the Ontario Drinking Water Quality Standards (ODWQS) with the intent to minimize long-term staining of porcelain fixtures. Additional types of treatment are available to reduce manganese levels to meet the storm sewer use bylaw, but they are expensive.

Bis(2-ethylhexyl)phthalate concentration was greater than both the sanitary and storm sewer use bylaw criteria in BH18-8-32. This chemical is a plasticizer that is used in the production of PVC. An article from the US Environmental Protection Agency web page shows that bis(2-ethylhexyl)phthalate (also known as di-2-ethylhexyl-phthalate) can be removed using granular activated carbon (US EPA, 2016). If this is unsuccessful, it can also be removed using bio-treatment. Summary results tables and Certificates of Analysis (CoA) from the laboratory are provided in Appendix C.

4 Dewatering Assessment An estimation of dewatering volumes associated with the construction of infrastructure is required to evaluate permitting requirements as follows:

— Takings of greater than 400,000 L/day at any one time for the project (includes multiple streets) will require a Category 3 PTTW;

— Takings of greater than 50,000 L/day but less than 400,000 L/day at any one time for the project (includes multiple streets) will require registration as an EASR; or

— Takings of less than 50,000 L/day at any one time do not require a permit.

For the purposes of providing a manageable and realistic dewatering plan, it was assumed that the below ground infrastructure is to be constructed using open-cut trenching techniques. The excavation dimensions are expected to vary based on the type of infrastructure being installed and will differ from street to street depending on the specific design details as discussed in separate sections below. The following general assumptions are used for all sections:

ASSUMPTIONS

— No measures are to be put in place to restrict flow into the excavations (e.g., sheet piling, caissons) to provide more conservative (overestimate) dewatering rates;

— The subsurface materials are uniform, continuous and of infinite extent unless otherwise noted;

— It is expected that seepage will mainly come from the underlying silt / sand and silt / silt and sand / sand unit;

— Two dewatering rates were estimated, one from the highest hydraulic conductivity estimated from field testing and one for the lowest to account for variability in the subsurface soils;


— Seepage across the base of the excavation is assumed to be negligible;

— The trench will require dewatering over a stretch of 60 m at a time;

— Groundwater levels are assumed to be consistent with the highest values monitored during the field testing and considered to be representative of the highest seasonal levels; and,

— All dewatering estimates are based on the assumption that it will be necessary to lower the water level to 1 m below the excavation invert.

Dewatering equations are discussed in the following section.

4.1 Dewatering Equations Given the subsurface conditions encountered in the study area, equations are used to account for excavations under unconfined groundwater conditions. For the purposes of these calculations, trench equations are assumed to be more appropriate to estimate flows, since the length to width ratio of the excavations are expected to be greater than 1.5.

TRENCH EQUATION – UNCONFINED CONDITIONS

For seepage from the walls of an excavation, dewatering volumes were estimated using the following equation from Powers (1992) for flow to a trench for an unconfined system:

L

hHxK

r

R

hHKQ

s

22

ln

22

0

22

where Q is discharge (m3/s), K is hydraulic conductivity (m/day), H is initial water level (m), h is the required drawdown (m), R0 is the equivalent radius of influence (m), rs is the equivalent well radius (m), x is trench length (m) and L is an equivalent line source (m). For the purposes of these calculations, rs is the approximate distance to the centre of the trench from a theoretical dewatering well. The first term of the equation represents radial flow to the ends of the trench, while the second term represents flow across the trench walls. For more details, please refer to Powers (1992).

EQUIVALENT WELL RADIUS (RS)

The equivalent well radius rs is estimated in different ways depending on the type of system that is being evaluated. For a circular shaft, rs is simply the radius of the shaft. For a rectangular shaft, rs can be assumed to act as a circular system of the same enclosed area:

abrs

For a trench, rs is the approximate distance to the centre of the trench from a theoretical dewatering well. For more details, please refer to Powers (1992).


EQUIVALENT RADIUS OF INFLUENCE (Ro)

The equivalent radius of influence R0 is assumed to be equivalent to the zone of influence (ZOI). R0 was estimated using the empirical Sichart equation as described in Powers (1992):

KhHR 30000

where R0 is the equivalent radius of influence or ZOI (meters), H is the initial water level (meters), h is the required drawdown (meters), and K is hydraulic conductivity (meters/second).

4.2 Thorncrest Road The subsurface geology identified along Thorncrest Road shows silty clay / clayey silt /sandy silt fill overlying sandy silty clay till / sandy clayey silt till / sand and silt till / sandy silt till overlying silt / sand and silt / sandy silt / silty sand / sand (Figure 3). It is expected that there will be some seepage from the silt / sand and silt / sandy silt / silty sand / sand. The excavations for this section are expected to encounter this unit near Kipling Avenue and from The Wynd to Sir Williams Lane. Based on monitoring data, water levels will be close to the base of the excavation at the east end near Sir Williams Lane and above the excavation elsewhere. The following additional site-specific assumptions were made to simplify the calculations:

— Excavation depth is assumed to be 7 m;

— Excavation width is assumed to be 6 m;

— The silt / sand and silt / sandy silt / silty sand / sand is assumed to be a continuous unit with a hydraulic conductivity range of 2.5x10-6 to 1.1x10-5 m/s, which will be used to calculate the minimum and maximum dewatering rate, respectively;

— Groundwater levels are assumed to be 2.4 m bgs based on the highest measured groundwater level in the section, for a total drawdown of 5.6 m (excavation depth + 1 m); and

— No additional factors of safety have been added.

Based on these assumptions, the dewatering rates for each 60 m stretch along Thorncrest Road are expected to range between 55,000 and 125,000 L/day with a projected zone of influence (ZOI) ranging between 27 and 56 m.

4.3 Sir Williams Lane The subsurface geology identified along Sir Williams Lane shows sand and gravel / silty sand / sandy silt / clayey silt / silty clay fill overlying native silt / sandy silt / silty sand (Figure 4). It is expected that there will be seepage from the native silt / sandy silt / silty sand. The excavations for this section are expected to encounter this unit along the entire street. Based on monitoring data, water levels will be below the base of the excavation. As such, dewatering is not expected to be required in this location.


4.4 Kipling Avenue The subsurface geology identified along Kipling Avenue shows silty clay / clayey silt / sand / gravelly sand fill overlying silty clay / clayey silt / sandy silt till overlying silt / sandy silt / silty sand / sand (Figure 5). It is expected that there will be some seepage from the silt / sandy silt / silty sand / sand. This unit is treated as being fully saturated. The excavations for this section are expected to encounter this unit from Thorncrest Road to Great Oak Drive. Based on monitoring data, water levels will be above the base of the sewer excavation. The following additional site-specific assumptions were made to simplify the calculations:

— Excavation depth is assumed to be 6 m;


— The silt / sandy silt / silty sand / sand is assumed to be a continuous unit with a hydraulic conductivity range of 1.8x10-7 to 2.2x10-6 m/s, which will be used to calculate the minimum and maximum dewatering rate, respectively;



Based on these assumptions, the dewatering rates for each 60 m stretch along Kipling Avenue are expected to range between 1,800 and 38,000 L/day with a projected zone of influence (ZOI) ranging between 6 and 21 m.

4.5 Great Oak Drive The subsurface geology identified along Great Oak Drive shows silty clay / clayey silt / sandy silt fill at the west and east ends of the alignment, generally overlying silty clay till/ clayey silt till / sandy silt till overlying silt / sandy silt / silty sand (Figure 4). It is expected that there will be some seepage from the silt / sandy silt / silty sand. The excavations for this section are expected to encounter this unit in different thicknesses throughout the subject street. Based on monitoring data, water levels will be above the base of the excavation. The following additional site-specific assumptions were made to simplify the calculations:

— Excavation depth is assumed to be 7.5 m;


— The silt / sandy silt / silty sand is assumed to be a continuous unit with a hydraulic conductivity range of 4.1x10-8 to 2.4x10-6 m/s, which will be used to calculate the minimum and maximum dewatering rate, respectively;




Based on these assumptions, the dewatering rates for each 60 m stretch along Great Oak Drive are expected to range between 4,000 and 57,000 L/day with a projected zone of influence (ZOI) ranging between 22 and 31 m.

4.6 Summary A summary table showing the expected dewatering volumes per 60 m of open excavation is provided in Table 10. Dewatering calculation tables are provided in Appendix D.

Table 10 Dewatering Summary

STREET NAME MINIMUM (L/DAY) MAXIMUM (L/DAY) MAXIMUM ZOI (M)

Thorncrest Road 55,000 125,000 56

Sir Williams Lane 0 0 N/A

Kipling Avenue 1,800 38,000 21

Great Oak Drive 4,000 57,000 31

Note: Highlighted text indicates exceedance of MOECC EASR criteria

Estimated maximum dewatering rates across the walls of the excavations are expected to range between 0 and 125,000 L/day with a projected ZOI of between 0 and 56 m. The highest rates fall within the range required for registration on the MOECC EASR web site, which can be obtained prior to the start of construction. Note that no factor of safety has been applied to these estimates in the event that local areas with more permeable materials are intersected during construction. Typically, a factor of safety of 3 is used in these situations to account for unforeseen circumstances and to provide flexibility during construction. For this reason, it is recommended that an EASR be procured for dewatering rates of up to 400,000 L/day. It is noted that under an EASR, combined dewatering rates cannot exceed 400,000 L/day at any one time for the duration of construction. This may result in temporary restrictions on operations over short periods if work is proceeding simultaneously in several areas. Dewatering rates exceed 400,000 L/day would require a Category 3 PTTW.

This assessment does not represent an engineering design of a dewatering operation, but a preliminary hydrogeological analysis for assessment of dewatering volumes. The actual design of the dewatering operation will be the responsibility of the contractor.

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5 Conclusions and Recommendations

5.1 Conclusions WSP was retained by the City of Toronto to undertake a hydrogeological investigation as part of the Basement Flooding Area Program, Phase 4, Assignment 8-04A and 8-04B - Sanitary, and Watermain Replacement and Substandard Water Service Replacement in Toronto. The hydrogeological investigation is required to evaluate dewatering and discharge requirements for the installation of the proposed infrastructure and to determine whether a Permit to Take Water (PTTW) is needed from the Ministry of the Environment and Climate Change (MOECC) or alternatively if the construction project will require to be registered on the MOECC’s Environmental Activity and Sector Registry (EASR).

The subsurface generally consists of a sandy and clayey fill at ground surface overlying glacial tills in both sandy and clayey textures. Native silt / sandy silt / silty sand / sand is encountered below the tills in most locations. This layer is expected to behave as an aquifer.

Shallow groundwater levels were measured during winter and spring of 2018 and were found to generally be within 1.8 to 5.7 m of ground surface.

Hydraulic conductivity values estimated from slug test data ranged between a maximum of 1.2x10-7 m/s in glacial till to 1.1x10-5 m/s in silt / sand units.

Based on the results of the water quality sampling and analyses, total suspended solids (TSS) concentrations were greater than the standards used for the sanitary sewer use bylaw criteria in the unfiltered samples taken from BH18-8-11 and BH18-8-29 and concentrations of total aluminum, total manganese and Bis(2-ethylhexyl)phthalate exceeded the sanitary bylaw criteria in the unfiltered sample taken from BH18-8-32. Concentrations of several parameters were greater than the storm sewer use bylaw criteria, including TSS, total phosphorus, total arsenic, total chromium, total copper, total manganese, total nickel, total zinc and Bis(2-ethylhexyl)phthalate.

In general, the water quality samples collected and tested during this field program contained parameter concentrations that were greater than criteria established by both sewer use bylaws. Concentrations of TSS were greater than the sanitary sewer use bylaw criteria in the unfiltered sample from BH18-8-11 and BH18-8-29. Concentrations of several metals were greater than the sanitary sewer use bylaw criteria. Filtration of the samples tends to reduce the metals to levels meeting the sanitary sewer use bylaw. However, concentrations of manganese do not meet the storm sewer use criteria even after filtration.

Bis(2-ethylhexyl)phthalate concentrations were greater than both the sanitary and storm sewer use bylaw criteria in BH18-8-32. Water containing this chemical may need to be treated prior to discharge to the public sewers.


Dewatering rates across the study area are expected to remain below levels requiring a PTTW. Dewatering rates for 60 m intervals estimated with a factor of safety of 3 may exceed 50,000 L/day, but are not expected to exceed 400,000 L/day. Provided that combined dewatering volumes do not exceed 400,000 L/day at any one time for this project, these rates fall within the range required for registration on the MOECC EASR web site, which can be obtained prior to the start of construction.

5.2 Recommendations The following recommendations are provided as a result of this investigation:

— The project should be registered with the MOECC EASR website for takings up to 400,000 L/day. A Category 3 PTTW will be required if the dewatering rates exceeding 400,000 L/day.

— Dewatering volumes will need to be treated to reduce TSS and metal concentrations prior to discharge to the sanitary sewer. Testing completed indicates that filtration will be effective in achieving the water quality suitable for discharge to the sanitary sewer. This option will avoid the need to use more expensive treatment systems designed to remove manganese as would be required to discharge to the storm sewer.

— Groundwater shall be sampled for Bis(2-ethylhexyl)phthalate prior to discharge to the sanitary sewer. Should the parameter concentrations remain greater than the bylaw criteria, the groundwater should be treated prior to discharge to the sanitary sewer. Treatment options, include granular activated carbon or bio-treatment.


6 References — Chapman, L.J. and Putnam, D.F., 1984. The Physiography of Southern Ontario, 3rd ed.

Ministry of Natural Resources, Ontario Geological Survey Special Volume 2.

— Freeze, R.A., and J.A. Cherry, 1979. Groundwater. Prentice-Hall Inc. Englewood Cliffs, NJ. 604pp.

— Hewitt D. F., 1972. Paleozoic Geology of Southern Ontario; Ontario Div. Mines, GR105, 18p. Accompanied by Map 2254, scale l inch to 16 miles.

— Ontario Geological Survey, 2003. Surficial Geology of Southern Ontario.

— Powers, J.P., 1992: Construction Dewatering: New Methods and Applications, 2nd edition. John Wiley & Sons.

— Sharpe, D.R., Barnett, P.J., Brennand, T.A., Finley, D., Gorrell, G., Russell, H.A.J., and Stacey, P., 1997. Surficial Geology of the Greater Toronto and Oak Ridges Moraine Area, Southern Ontario. Geological Survey of Canada, Open File 3062, Scale 1:200,000.

— US EPA, 2016. https://safewater.zendesk.com/hc/en-us/sections/202346397-Di-2-ethylhexyl-phthalate

— WSP Canada Inc., 2018a. Geotechnical Factual Report, Basement Flooding Protection Program Phase 4, Assignment 8-04A, Project 2, Thorncrest Road Local Road

Resurfacing, Storm and Sanitary Sewer Replacement from Sir Williams Lane to Kipling Avenue, Toronto, Ontario.

— WSP Canada Inc., 2018b. Geotechnical Factual Report, Basement Flooding Protection Program Phase 4, Assignment 8-04A, Project 3, Sir Williams Lane Storm Sewer and Catch Basin Installation from 170 m West of Thorncrest Road to Thorncrest Road, Toronto, Ontario.

— WSP Canada Inc., 2018c. Geotechnical Factual Report, Basement Flooding Protection Program Phase 4, Assignment 8-04B, Project 4, Kipling Avenue Sanitary Sewer and Watermain Replacement from Thorncrest Road to Wingrove Hill, Toronto, Ontario.

— WSP Canada Inc., 2018d. Geotechnical Factual Report, Basement Flooding Protection Program Phase 4, Assignment 8-04B, Project 5, Great Oak Drive Sanitary Sewer Replacement from Kipling Avenue to Remington Drive, Toronto, Ontario.

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Basement Flooding Protection Program Phase 4

BF Assignment 8-03

Toronto, Ontario

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Data Source: Ministry of Natural Resources,Ontario Base Mapping, March 2014.

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BF Assignment 8-03

Toronto, Ontario

SURFICIAL GEOLOGY

2

FILE. NO.:161-16086-02 F2PROJECT: 161-16086-02

DATE: MARCH 2018

FIGURE

100 0 10050 Metres

.

1:10000SCALE:

Data Source: Ministry of Natural Resources, Ontario Base Mapping,March 2014. Surficial Geology of Southern Ontario, MRD 128,Ministry of Northern Development and Mines.

LEGEND

BF ASSIGNMENT 8-03-PROJECT

BF ASSIGNMENT 8-04A-PROJECT

BF ASSIGNMENT 8-04A-PROJECT

BF ASSIGNMENT 8-04B-PROJECT

BF ASSIGNMENT 8-04B-PROJECT

PALEOZOIC BEDROCK

GLACIOLACUSTRINE-DERIVED SILTY TO CLAYEY

ICE-CONTACT STRATIFIED DEPOSITS

FORESHORE-BASINAL DEPOSITS

OLDER ALLUVIAL

MODERN ALLUVIAL

APPENDIX

A GEOTECHNICAL

BOREHOLE LOGS

APPENDIX

A-1 THORNCREST ROAD

0.2

0.4

2.1

5.5

8.1

141.0

140.8

139.1

135.7

133.1

Borehole located on west side(southbound lane) of ThorncrestRoad, adjacent to 25 ThorncrestRoad.

GSA SS4:Gravel: 0%Sand: 15%Silt and Clay: 85%

Borehole caved to 4.0 m belowground surface upon completion ofdrilling.

Groundwater level measured inmonitoring well at 5.4 m below groundsurface on April 9, 2018.


ASPHALT: (155 mm)

GRANULAR FILL: (200 mm)Brown sand and gravel FILL, trace silt and clay, moist,loose.

FILL:Brown sandy silt FILL, some clay, trace gravel, moist,compact.

SILT:Brown SILT, some sand, trace clay, moist, compact todense.

SAND AND SILT:Brown SAND AND SILT, trace clay, wet, compact.

- Spoon wet.

Borehole terminated at 8.1 m below ground surface inSAND AND SILT.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

7

20

20

16

28

35

45

29

15

16

10

11

15

12

17

16

21

23

42

44

83

61

100

100

85

100

100

WATERCONTENT %

STRATIGRAPHIC DESCRIPTION

ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: From Sir Williams Lane to Kipling Avenue

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

10 1030

L

20

W

GROUND ELEVATION: 141.2 m

W

BOREHOLE NO. BH18-8-11PROJECT NAME: Thorncrest Road Local Road Resurfacing, Storm And Sanitary Sewer Replacement

DATE COMPLETED: Mar 26, 2018

SUPERVISOR: ES

REVIEWER: NE

141.2

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES

Zone: 10 NAD: 27Easting: 301679Northing: 4835721T

YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

45

0.1

0.3

1.3

2.4

3.9

7.0

140.8

140.6

139.6

138.5

137.0

133.9

Borehole located on east side(northbound lane) of ThorncrestRoad, in front of 45 Thorncrest Road




ASPHALT: (110 mm)

GRANULAR FILL: (230 mm)Brown sand and gravel FILL, trace silt and clay, moist,compact.

FILL:Brown clayey silt FILL, some sand, trace gravel, APL,very stiff.

SANDY SILT TILL:Brown SANDY SILT TILL, some clay, trace gravel,moist, compact to dense.

SANDY SILT:Brown SANDY SILT, trace clay, moist, dense to veydense.

SAND:Brown SAND, some silt, trace clay, moist, compact todense.

Borehole terminated at 7.0 m below ground surface inSAND.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

11

19

24

47

55

39

24

43

6

13

12

10

5

15

19

19

58

44

56

89

83

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

140.9

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

47

55

43

0.2

0.4

1.3

3.3

7.0

140.3

140.0

139.1

137.2

133.4

Borehole located on west side(southbound lane) of ThorncrestRoad, adjacent to 28 ThorncrestRoad.


Groundwater level measured inmonitoring well at 4.7 m below groundsurface on April 9, 2018.Borehole caved to 4.8 m belowground surface upon completion ofdrilling.


ASPHALT: (150 mm)


FILL:Brown clayey silt FILL, some sand, trace gravel, APL,stiff.

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

SAND:Brown SAND, some silt, trace clay, moist, dense.

- Spoon wet.

Borehole terminated at 7.0 m below ground surface inSAND.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

14

13

21

42

50

46

45

45

5

20

11

9

9

16

17

14

38

45

67

83

72

100

75

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

140.4

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

42

50

46

45

45

0.10.2

1.7

4.1

7.0

140.1140.0

138.5

136.1

133.2

Borehole located on east side(northbound lane) of ThorncrestRoad, adjacent to 35 Pheasant Lane.


AL SS5:PL: 13%LL: 19%PI: 6%



ASPHALT: (115 mm)


FILL:Black to greyish brown sandy silt FILL, some clay, tracegravel, trace organics, moist, compact.

SANDY CLAYEY SILT TILL:Brown SANDY CLAYEY SILT TILL, trace gravel, DTPLto APL, very stiff to hard.

SILTY SAND:Brown SILTY SAND, trace clay, moist to wet, dense.

- Spoon wet.

Borehole terminated at 7.0 m below ground surface inSILTY SAND.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

16

12

20

40

53

34

40

39

15

18

15

12

13

20

20

17

46

56

72

83

83

100

75

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

140.2

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

53

0.1

0.4

1.3

4.8

7.0

140.5

140.2

139.3

135.9

133.6

Borehole located on east side(northbound lane) of ThorncrestRoad, adjacent to 51 ThorncrestRoad.


AL SS4:PL: 12%LL: 22%PI: 10%


Borehole caved to 5.2 m belowground surface upon completion ofdrilling.GSA SS7:Gravel: 0%Sand: 63%Silt and Clay: 37%

ASPHALT: (90 mm)


FILL:Brown sandy silt FILL, some clay, some gravel, moist,compact.

SANDY SILTY CLAY TILL:Brown SANDY SILTY CLAY TILL, trace gravel, DTPL toAPL, very stiff to hard.

SILTY SAND:Brown SILTY SAND, trace clay, moist, very dense.

- Spoon wet.


SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

15

19

24

44

59

74

73

46

4

13

13

9

12

10

16

18

42

67

67

72

83

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

140.6

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

44

59

74

73

46

0.1

0.3

2.1

6.9

140.1

139.9

138.1

133.3

Borehole located on south side(eastbound lane) of Thorncrest Road,in front of 55 Thorncrest Road.


AL SS4:PL: 13%LL: 21%PI: 8%


AL SS6:PL: 12%LL: 20%PI: 8%

ASPHALT: (120 mm)


FILL:Grey to brown clayey silt FILL, some sand, tracerootlets, APL, stiff.

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

- Becoming APL

- Becoming WTPL

Borehole was terminated at 6.9 m below ground surfacein SANDY SILTY CLAY TILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

13

14

10

57

50/130mm

35

75/280mm

75

16

16

16

9

9

12

11

19

50

28

33

83

64

100

67

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

140.2

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

57

75

75

0.1

0.4

2.1

5.0

138.7

138.4

136.7

133.8

Borehole located on north side(westbound lane) of Thorncrest Road,in front of 64 Thorncrest Road.




AL SS7:PL = 11%LL = 18%PI = 7%Borehole was open upon completionof drilling.

ASPHALT: (115 mm)


FILL:Brown clayey silt FILL, some sand, trace gravel, APL,very stiff.

SANDY CLAYEY SILT TILL:Brown to grey SANDY CLAYEY SILT TILL, trace tosome gravel, APL to DTPL, very stiff to hard.

Borehole terminated at 5.0 m below ground surface inSANDY CLAYEY SILT TILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

17

20

25

28

83

76

38

15

14

12

12

10

10

9

42

67

67

100

100

67

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W


DATE COMPLETED: Apr 04, 2018

SUPERVISOR: AC

REVIEWER: NE

138.8

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

83

76

0.1

0.3

1.7

3.7

4.9

137.5

137.3

135.9

133.9

132.7



AL SS4:PL = 14%LL = 24%PI = 10%


ATT SS6:PL = 12%LL = 19%PI = 7%

Borehole was open and dry uponcompletion of drilling.

ASPHALT: (125 mm)

GRANULAR FILL: (180 mm)Brown sand and gravel FILL, trace silt, trace clay, moist,loose.

FILL:Black to brown silty clay FILL, some sand, some gravel,APL, stiff to hard.

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

SANDY CLAYEY SILT TILL:Grey SANDY CLAYEY SILT TILL, trace gravel, WTPL toATPL, hard.

Borehole was terminated at 4.9 m below ground surfacein SANDY CLAYEY SILT TILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

8

14

45

83

50/130mm

46

50/150mm

5

26

11

10

8

15

9

17

33

67

76

100

67

67

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

137.6

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

45

83

46

0.1

0.4

2.1

4.4

5.0

137.4

137.1

135.4

133.1

132.5



AL SS5:PL = 13%LL = 20%PI = 7%Groundwater level measured inmonitoring well at 3.1 m below groundsurface on April 9, 2018.


AL SS7:PL = NPLL = NVPI = NPBorehole was open upon completionof drilling.

ASPHALT: (130 mm)

GRANULAR FILL: (300 mm)Brown gravelly sand FILL, some silt, some clay, moist,compact.

FILL:Black to brown silty clay FILL, trace to some sand, traceto some gravel, WTPL to APL, stiff to very stiff.

SANDY CLAYEY SILT TILL:Brown to grey SANDY CLAYEY SILT TILL, trace gravel,DTPL, hard.

SILT AND SAND TILL:Grey SILT AND SAND TILL, some clay, trace gravel,moist, dense.

Borehole was terminated at 5.0 m below ground surfacein SILT AND SAND TILL.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

26

11

20

39

72

33

43

5

23

15

12

11

9

10

67

44

78

78

67

83

89

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

137.5

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

72

43

0.1

0.4

1.3

4.4

5.3

6.1

137.3

137.0

136.1

133.0

132.1

131.3

Borehole located on east side(northbound lane) of ThorncrestRoad, adjacent to 77 ThorncrestRoad.


AL SS3:PL = 15%LL = 22%PI = 7%


AL SS7:PL = 10%LL = 18%PI = 8%


ASPHALT: (135 mm)

GRANULAR FILL: (230 mm)Brown gravelly sand FILL, some clay, some gravel,moist, compact.

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

SANDY CLAYEY SILT TILL:Brown SANDY CLAYEY SILT TILL, trace gravel, DTPL,very stiff to hard.

SANDY SILTY CLAY TILL:Brown SANDY SILTY CLAY TILL, trace gravel, WTPL,very stiff.

SILTY SAND:Grey SILTY SAND, moist to wet, dense.


SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

11

13

18

22

37

22

20

37

5

13

14

10

11

11

18

17

78

100

100

100

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W


DATE COMPLETED: Dec 07, 2017

SUPERVISOR: ES

REVIEWER: NE

137.4

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

0.1

0.3

2.1

5.2

6.1

137.2

137.0

135.2

132.1

131.2



AL SS6:PL = 13%LL = 21%PI = 8%Groundwater level measured inmonitoring well at 2.9 m below groundsurface on April 9, 2018.

Water level was measured at 5.2 mbelow ground surface uponcompletion of drilling.Borehole caved to 5.3 m belowground surface upon completion ofdrilling.GSA SS8:Gravel: 0%Sand: 32%Silt and Clay: 68%Borehole was open upon completionof drilling.

ASPHALT: (145 mm)


FILL:Black to brown clayey silt FILL, trace to some sand,trace to some gravel, APL, stiff.

SANDY SILTY CLAY TILL:Brown to grey SANDY SILTY CLAY TILL, trace gravel,APL to DTPL, very stiff.

SANDY SILT:Grey SANDY SILT, trace clay, wet, compact.

Borehole was terminated at 6.1 m below ground surfacein SANDY SILT.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

18

9

8

28

25

21

21

28

5

14

18

13

11

11

8

20

55

39

44

78

56

67

83

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

137.3

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

0.2

0.5

2.1

4.4

6.1

136.7

136.3

134.7

132.4

130.7



AL SS5:PL = 11%LL = 18%PI = 7%

Water level was measured at 4.6 mbelow ground surface uponcompletion of drilling.


ASPHALT: (150 mm)


FILL:Brown clayey silt FILL, some sand, trace to somegravel, APL, stiff to very stiff.

SANDY CLAYEY SILT TILL:Brown to grey SANDY CLAYEY SILT TILL, trace gravel,WTPL to DTPL, very stiff.

SAND AND SILT:Grey SAND AND SILT, trace clay, moist to wet,compact.

Borehole terminated at 6.1 m below ground surface inSAND AND SILT.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

15

9

17

28

19

23

16

24

6

15

15

13

8

9

10

18

54

67

56

100

61

61

56

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: NE

136.8

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/802

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

TH

OR

NC

RE

ST

RO

AD

- 0

4032

018.

GP

J W

SP

_EN

V_V

1.G

DT

5/

10/1

8

APPENDIX

A-2 SIR WILLIAMS LANE

0.2

0.5

0.8

1.4

2.1

2.9

3.7

6.1

141.1

140.8

140.5

139.9

139.2

138.4

137.6

135.2

Borehole located at north side of SirWilliams lane, adjacent to 26 SirWilliams lane.


GSA SS8:Gravel: 1%Sand: 8%Silt and Clay: 91%Groundwater level measured inmonitoring well at 5.65 m belowground surface on January 04, 2018.Borehole was open and dry uponcompletion of drilling.

ASPHALT (155 mm)

GRANULAR FILL: (300 mm)Brown sand and gravel FILL, some silt and clay, moist,loose.

FILL:Brown silty sand FILL, trace clay, trace to some gravel,moist, loose.

FILL:Brown silty clay FILL, zones of silty sand, some sand,trace to some gravel, APL, stiff.

FILL:Brown silty sand FILL, moist, loose.

SANDY SILT:Brown SANDY SILT, trace clay, moist, compact.

SILTY SAND TO SANDY SILT:Brown SILTY SAND TO SANDY SILT, moist to wet,compact.

SILT:Brown SILT, trace clay, trace sand, trace gravel, moistto wet, compact to very dense.

Borehole terminated at 6.1 m below ground groundsurface in SILT.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

10

9

6

15

14

25

36

39

7

9

9

6

15

20

20

21

33

44

100

100

100

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: Sir Willaims Lane from 170m West of Thorncrest Road to Thorncrest Road, Toronto, Ontario


10 1030

L

20

W


W

BOREHOLE NO. 18-8-23PROJECT NAME: Sir Willaims Lane Storm Sewer And Catch Basin Installation


SUPERVISOR: AC

REVIEWER: KK

141.3

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/803

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-SIR

WIL

LIA

MS

RD

.GP

J W

SP

_EN

V_V

1.G

DT

1/

9/18

0.1

0.2

0.7

1.7

2.9

5.0

141.1

141.0

140.5

139.5

138.3

136.2

Borehole located at south side of SirWilliams lane, in front of 27 SirWilliams lane.

GSA SS3A:Gravel: 4%Sand: 10%Silt and Clay: 86%



ASPHALT (95 mm)

GRANULAR FILL: (130 mm)Brown sand and gravel FILL, some silt and clay, moist,compact.

FILL:Brown silty sand FILL, some gravel, trace clay, moist,compact.

FILL:Brown clayey silt FILL, zones of sand and gravel, tracesand, trace gravel, APL, very stiff.

- Some sand

SILTY SANDBrown SILTY SAND, moist, dense.

SILTBrown SILT, some sand, trace clay, moist to wet, dense.

Borehole terminated at 5.0 m below ground surface inSILT.

SS1

SS2

SS3A

SS3B

SS4

SS5

SS6

SS7

11

16

8

37

53

42

45

6

12

19

13

13

9

14

20

25

67

89

100

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER: KK

141.2

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/803

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-SIR

WIL

LIA

MS

RD

.GP

J W

SP

_EN

V_V

1.G

DT

1/

9/18

53

42

45

0.1

0.5

0.7

1.4

3.7

5.0

140.5

140.1

139.9

139.2

136.9

135.6

Borehole located at south side of SirWilliams lane, in front of 33 SirWilliams lane.



Borehole was dry on January 04,2018.Borehole was open and dry uponcompletion of drilling.

ASPHALT (130 mm)

GRANULAR FILL: (390 mm)Brown sand and gravel FILL, some silt and clay, moist,dense.

FILL:Brown sand and gravel FILL, some silt, moist, dense.

FILL:Brown clayey silt FILL, some sand, trace gravel, moist,compact.

SILTY SAND:Brown SILTY SAND, moist to wet, compact to verydense.

SILT:Brown SILT, some sand, trace gravel, moist, dense.


SS1

SS2

SS3

SS4

SS5

SS6

SS7

35

15

22

34

48

62

43

4

17

10

18

18

18

17

33

22

100

100

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER: KK

140.6

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/803

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-SIR

WIL

LIA

MS

RD

.GP

J W

SP

_EN

V_V

1.G

DT

1/

9/18

48

62

43

0.2

0.4

0.8

2.1

2.7

140.8

140.6

140.2

138.9

138.3

Borehole located at south side of SirWilliams lane, adjacent to 39 SirWilliams lane.




ASPHALT (155 mm)


FILL:Brown sand and gravel FILL, some silt, moist, compact.

FILL:Brown sandy silt FILL, trace clay, moist, compact.

SANDY SILT:Brown SANDY SILT, trace clay, moist, compact.

Borehole terminated at 2.7 m below ground surface inSANDY SILT.

SS1

SS2

SS3

SS4

13

13

5

26

5

15

13

19

33

75

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER: KK

141.0

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/803

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-SIR

WIL

LIA

MS

RD

.GP

J W

SP

_EN

V_V

1.G

DT

1/

9/18

APPENDIX

A-3 KIPLING AVENUE

0.1

0.3

0.5

2.1

3.7

5.0

136.6

136.4

136.2

134.6

133.0

131.7

Borehole located on east side(northbound lane) of Kipling Avenue,adjacent to 80 Thorncrest Road.


AL SS4:PL: 10%LL: 26%PI: 16%Groundwater level measured inmonitoring well at 2.6 m below groundsurface on April 25, 2018.


Water level was measured at 4.9 mbelow ground surface uponcompletion of drilling.Borehole was open upon completionof drilling.

ASPHALT: (90 mm)

CONCRETE: (220 mm)

GRANULAR FILL: (230 mm)Brown sandy gravel FILL, some silt and clay, moist,compact.

FILL:Brown sand FILL, some gravel, trace silt and clay,moist, compact to loose.

SANDY SILTY CLAY TILL:Brown SANDY SILTY CLAY TILL, trace gravel, APL,very stiff to hard.

- Turn grey, layers of sand and gravel.

SANDY SILT:Grey SANDY SILT, trace gravel, trace clay, moist,dense.


SS1

SS2

SS3

SS4

SS5

SS6

SS7

24

17

9

28

35

31

43

8

4

9

13

10

15

17

83

56

44

78

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: From Thorncrest Road to Wingrove Hill, Toronto, Ontario


10 1030

L

20

W


W

BOREHOLE NO. BH18-08-27PROJECT NAME: Kipling Avenue Sanitary Sewer And Watermain Replacement


SUPERVISOR: AC

REVIEWER:

136.7

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

43

0.1

0.3

0.8

2.1

4.4

5.3

6.1

137.0

136.8

136.3

135.0

132.7

131.8

131.0

Borehole located on east side(northbound lane) of Kipling Avenue,in front of 1243 Kipling Avenue.


AL SS5:PL: 13%LL: 20%PI: 7%



ASPHALT: (125 mm)

CONCRETE: (215 mm)


FILL:Grey silty clay FILL, trace to some sand, trace gravel,APL, stiff to very stiff.

SANDY SILT TILL:Grey to brown SANDY SILT TILL, some clay, tracegravel, moist, compact to dense.

- Turn grey, moist, compact.

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

SILT:Grey SILT, some clay, trace sand, moist, dense.

Borehole was terminated at 6.1 m below ground surfacein SILT.

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

18

16

14

22

42

13

53

48

6

21

24

10

11

11

16

17

67

44

56

89

78

67

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

137.1

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

42

53

48

0.1

0.3

0.6

1.4

2.9

6.3

7.0

138.0

137.8

137.5

136.7

135.2

131.9

131.1

Borehole located on east side(northbound lane) of Kipling Avenue,adjacent to 120 Rathburn Road.

Groundwater level measured inmonitoring well at 2.2 m below groundsurface on April 25, 2018.GSA SS4:Gravel: 8%Sand: 37%Silt and Clay: 55%

AL SS4:PL: 8%LL: 21%PI: 13%


Water level was measured at 7.0 mbelow ground surface uponcompletion of drilling.Borehole was open upon completionof drilling.

ASPHALT: (120 mm)

CONCRETE: (200 mm)


FILL:Brown sandy clayey silt FILL, trace gravel, APL, hard.

SANDY SILTY CLAY TILL:Brown SANDY SILT CLAY TILL, trace gravel, APL, verystiff to hard.

- Auger grinding

SANDY SILT:Brown to grey SANDY SILT, trace gravel, trace clay,moist to wet, dense.

SILT:Grey SILT, trace clay, trace sand, moist to wet, dense.


SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

12

32

21

50/150mm

44

42

36

43

14

14

15

9

11

16

18

18

42

44

100

100

100

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

138.1

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

10150/150 mm

54

42

43

50/150 mm

0.1

0.3

0.6

1.4

5.5

8.1

138.6

138.4

138.1

137.3

133.2

130.6

Borehole located on east side(northbound lane) of Kipling Avenue,adjacent to 125 Rathburn Road.


AL SS4:PL: 13%LL: 22%PI: 9%

Water level was measured at 4.2 mbelow ground surface uponcompletion of drilling.Borehole caved to 4.3 m belowground surface upon completion ofdrilling.

GSA SS8A:Gravel: 21%Sand: 39%Silt and Clay: 40%

Borehole was open upon completionof drilling.

ASPHALT: (130 mm)

CONCRETE: (170 mm)

GRANULAR FILL: (280 mm)Brown sandy gravel FILL, some silt and clay, moist,loose.

FILL:Brown sandy clayey silt FILL, trace gravel, APL, verystiff.

SANDY CLAYEY SILT TILL:Brown SANDY CLAYEY SILT TILL, trace gravel, APL,very stiff to hard.

- Spoon wet.

SANDY SILT:Brown to grey SANDY SILT, some gravel, trace clay,moist to wet, dense to very dense.

--------------------Gravelly Silty Sand


SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

8

26

27

49

72/250mm

65

33

39

54

6

22

14

10

11

12

13

14

16

58

67

72

78

75

67

100

100

67

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER:

138.7

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

49

72

65

54

0.1

0.3

0.7

2.1

3.7

4.8

7.0

8.1

138.2

138.0

137.6

136.2

134.6

133.5

131.3

130.2

Borehole located on middle lane ofKipling Avenue, adjacent to 2Random Street.


GSA SS7B:Gravel: 0%Sand: 75%Silt and Clay: 25%Borehole caved to 5.0 m belowground surface upon completion ofdrilling.Water level was measured at 5.0 mbelow ground surface uponcompletion of drilling.

GSA SS9:Gravel: 0%Sand: 12%Silt and Clay: 88%Borehole was open upon completionof drilling.

ASPHALT: (105 mm)

CONCRETE: (205 mm)


FILL:Brown clayey sandy silt FILL, some gravel, DTPL, verystiff to hard.

SILTY SAND:Brown SILTY SAND, trace gravel, moist, dense.

SANDY SILT:Brown SANDY SILT, trace gravel, trace clay, moist,dense.

SILTY SAND:Brown SILTY SAND, trace clay, moist, compact todense.

SILT:Brown SILT, some sand, some clay, moist, dense.


SS1A

SS1B

SS2

SS3

SS4

SS5

SS6

SS7A

SS7B

SS8

SS9

20

33

24

39

47

30

24

37

37

5

12

13

14

11

19

23

15

20

14

16

75

44

67

54

83

54

70

63

54

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER:

138.3

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

47

0.1

0.3

0.5

2.3

3.7

137.8

137.6

137.4

135.6

134.2

Borehole located on west side(southbound lane) of Kipling Avenue,adjacent to 1208 Kipling Avenue.


AL SS3:PL: 13%LL: 21%PI: 8%



ASPHALT: (100 mm)

CONCRETE: (200 mm)

GRANULAR FILL: (180 mm)Brown sand and gravel FILL, some silt and clay, moist,loose.

FILL:Brown silty sandy clay FILL, trace gravel, APL, firm.

SILTY SAND:Brown SILTY SAND, trace clay, moist, compact.

Borehole was terminated at 3.7 m below ground surfacein SILTY SAND.

SS1

SS2

SS3

SS4

SS5

7

7

7

13

15

9

14

14

12

21

75

100

75

33

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W

BOREHOLE NO. BH18-08-KA1PROJECT NAME: Kipling Avenue Sanitary Sewer And Watermain Replacement


SUPERVISOR: AC

REVIEWER:

137.9

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

0.1

0.3

0.6

1.4

2.3

3.1

136.8

136.6

136.3

135.5

134.6

133.9

Borehole located on west side(southbound lane) of Kipling Avenue,adjacent to 1202 Kipling Avenue.


AL SS3:PL: 14%LL: 24%PI: 10%GSA SS4:Gravel: 0%Sand: 10%Silt and Clay: 90%


ASPHALT: (120 mm)

CONCRETE: (180 mm)


FILL:Brown silty clay FILL, trace gravel, APL, firm.

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

SILT:Brown SILT, some clay, some sand, moist, compact.


SS1

SS2

SS3

SS4

17

8

36

31

25

12

11

17

75

75

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

136.9

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

0.1

0.3

0.6

1.4

3.1

135.6

135.4

135.2

134.3

132.7

Borehole located on west side(southbound lane) of Kipling Avenue,in front of 1190 Kipling Avenue.


AL SS2:PL: 13%LL: 23%PI: 10%



ASPHALT: (120 mm)

CONCRETE: (190 mm)


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

SANDY SILT TILL:Brown SANDY SILT TILL, some clay, trace gravel,moist, dense to very dense.

Borehole was terminated at 3.1 m below ground surfacein SANDY SILT TILL.

SS1

SS2

SS3

SS4

15

21

46

68

13

11

9

8

75

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

135.7

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

46

68

0.1

0.3

0.5

2.3

3.1

134.9

134.7

134.5

132.7

132.0



AL SS2:PL: 18%LL: 45%PI: 27%



ASPHALT: (130 mm)

CONCRETE: (190 mm)


FILL:Brown mix with grey clay and silt FILL, some sand, APL,very stiff.

SAND AND SILT:Brown SAND AND SILT, trace gravel, trace clay, moist,very dense.

Borehole was terminated at 3.1 m below ground surfacein SAND AND SILT.

SS1

SS2

SS3

SS4

16

22

16

53

16

21

16

13

75

42

25

63

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

135.0

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

53

0.1

0.3

0.5

3.5

5.0

135.1

134.9

134.7

131.7

130.2




AL SS5:PL: 13%LL: 22%PI: 9%


ASPHALT: (120 mm)

CONCRETE: (190 mm)

GRANULAR FILL: (160 mm)Brown sand and gravel FILL, some silt and clay, moist,dense.

FILL:Brown gravelly sand FILL, some silt, trace clay, moist,compact to loose.

SANDY SILTY CLAY TILL:Brown SANDY SILTY CLAY TILL, trace gravel, APL,very stiff to hard.

Borehole was terminated at 3.1 m below ground surfacein SANDY SILTY CLAY TILL.

SS1

SS2

SS3

SS4

SS5

SS6

42

28

10

4

21

72

5

3

4

4

13

11

100

100

100

25

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

135.2

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

42

72

0.1

0.3

0.5

0.9

1.4

2.3

3.1

133.8

133.6

133.4

133.0

132.5

131.6

130.9

Borehole located on east side(northbound lane) of Kipling Avenue,in front of 1155 Kipling Avenue.




ASPHALT: (125 mm)

CONCRETE: (200 mm)


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

SANDY SILT TILL:Brown SANDY SILT TILL, trace sand, moist, dense.

SILTY SAND:Brown SILTY SAND, trace clay, layers of sandy silt,moist, dense.

SILT:Brown SILT, trace clay, trace sand, moist, dense.


SS1

SS2

SS3

SS4

11

40

42

37

15

11

18

18

58

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

133.9

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

42

0.1

0.3

0.6

3.1

130.5

130.3

130.0

127.6

Borehole located on east side(northbound lane) of Kipling Avenue,adjacent to 2 Wingrove Hill.



ASPHALT: (110 mm)

CONCRETE: (210 mm)


FILL:Brown sand FILL, some gravel, some sit, trace clay,moist, compact to loose.

Borehole was terminated at 3.1 m below ground surfacein sand FILL.

SS1

SS2

SS3

SS4

13

23

14

10

6

5

5

14

67

100

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: AC

REVIEWER:

130.6

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/804

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

KIP

LIN

G.G

PJ

WS

P_E

NV

_V1.

GD

T

9/5/

18

APPENDIX

A-4 GREAT OAK DRIVE

0.2

0.4

1.2

3.7

4.0

7.0

137.2

137.0

136.2

133.7

133.4

130.4

Borehole located on the south side(eastbound lane) of Great Oak Drive,in front of 95 Great Oak Drive .


ATT SS3:PL: 16%LL: 29%PI: 13%

Groundwater level measured inmonitoring well at 3.2 m below groundsurface on January 04, 2018.

Groundwater level was measured at3.7 m below ground surface uponcompletion of drilling.

GSA SS6B:Gravel: 0%Sand: 6%Silt and Clay: 94%

Borehole was open upon completionof drilling.

ASPHALT: (180 mm)


SILTY CLAY:Brown SILTY CLAY, some gravel, trace sand, APL, stiffto hard.

SILTY CLAY TILLBrown to grey SILTY CLAY TILL, some sand, tracegravel, APL, stiff.

SILTY SANDGrey SILTY SAND, wet, compact.

CLAY AND SILT TILL TO SILTY CLAY TILLGrey CLAY AND SILT TILL to SILTY CLAY TILL, tracesand, APL to WTPL, stiff to very stiff.

Borehole terminated at 7.0 m below ground surface inCLAY AND SILT TILL to SILTY CLAY TILL.

SS1

SS2

SS3

SS4

SS5

SS6A

SS6B

SS7

SS8

SS9

10

38

23

23

23

10

29

29

24

11

15

15

10

10

16

18

19

21

16

42

72

67

50

67

72

67

58

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH

PROJECT LOCATION: Great Oak Drive from Kipling Avenue to Remington Drive, Toronto, Ontario


10 1030

L

20

W


W

BOREHOLE NO. BH18-8-32PROJECT NAME: Great Oak Drive Sanitary Sewer Replacement


SUPERVISOR: ES

REVIEWER: SL

137.4

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/805

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-GE

O-8

05 -

GR

EA

T O

AK

DR

IVE

- 2

0180

131

.GP

J W

SP

_EN

V_V

1.G

DT

20

/2/1

8

0.30.3

2.9

3.7

6.1

136.2136.2

133.6

132.8

130.4

Borehole located on the west side(southbound lane) of Great OakDrive, in front of 91 Great Oak Drive.


ATT SS4:PL: 14%LL: 20%PI: 6%

Borehole caved to and groundwaterlevel measured at 3.8 m belowground surface upon completion ofdrilling.


ASPHALT: (255 mm)

GRANULAR FILL: (50 mm)Dark brown sand and gravel FILL, trace silt and clay,some asphalt fragments, moist, compact.

SANDY CLAYEY SILT TILL:Brown SANDY CLAYEY SILT TILL, trace gravel, DTPLto APL, very stiff.

SILT AND SAND TILL:Grey SILT AND SAND TILL, trace to some clay, tracegravel, occasional sand seams, moist, dense to verydense.

SILT:Grey SILT, some clay, trace sand, moist to wet, denseto very dense.

--- Wet spoon


SS1A

SS1B

SS2

SS3

SS4

SS5

SS6

SS7

SS8

18

20

27

29

50

35

53

38

4

10

14

13

11

16

19

13

13

29

89

72

100

100

100

94

71

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: KR

REVIEWER: SL

136.5

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/805

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-GE

O-8

05 -

GR

EA

T O

AK

DR

IVE

- 2

0180

131

.GP

J W

SP

_EN

V_V

1.G

DT

20

/2/1

8

50

53

0.2

0.4

2.1

3.7

4.4

6.1

135.7

135.5

133.8

132.2

131.5

129.8

Borehole located on the east side(northbound lane) of Great Oak Drive,in front of 80 Great Oak Drive .

Groundwater level measured inmonitoring well was at 2.6 m belowground surface on January 23, 2018.



ATT SS8:PL: NPLL: NVPI: NPBorehole caved to and was dry at 3.9m below ground surface uponcompletion of drilling.

ASPHALT: (240 mm)

GRANULAR FILL: (190 mm)Dark brown sand and gravel FILL, trace silt and clay,some asphalt fragments, moist, compact.

SANDY CLAYEY SILT TILL:Brown SANDY CLAYEY SILT TILL, some gravel, DTPLto APL, very stiff to hard.

SANDY SILT TILL :Brown to grey SANDY SILT TILL, trace to some clay,some gravel to gravelly, moist, dense.

SANDY SILT:Grey SANDY SILT, trace clay, moist, compact.

SAND AND SILT TILL TO SILT TILL:Grey SAND AND SILT TILL TO SILT TILL, trace gravel,some clay, moist to wet, compact to dense.

Borehole terminated at 6.1 m below ground surface inSAND AND SILT TILL TO SILT TILL

SS1A

SS1B

SS2

SS3

SS4

SS5

SS6

SS7A

SS7B

SS8

19

35

31

40

47

24

22

40

4

12

13

13

13

16

11

15

11

15

54

46

67

94

83

67

71

79

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: KR

REVIEWER: SL

135.9

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/805

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-GE

O-8

05 -

GR

EA

T O

AK

DR

IVE

- 2

0180

131

.GP

J W

SP

_EN

V_V

1.G

DT

20

/2/1

8

47

0.2

0.3

0.8

3.7

5.0

135.1

135.0

134.5

131.6

130.3

Borehole located on the east side(northbound lane) of Great Oak Drive,in front of 74 Great Oak Drive.


ATT SS5:PL: 14%LL: 21%PI: 7%GSA SS6:Gravel: 2%Sand: 35%Silt and Clay: 63%


ASPHALT: (165 mm)

GRANULAR FILL: (150 mm)Dark brown sand and gravel FILL, trace silt and clay,moist, compact.

FILL:Brown silty clay to clayey silt FILL, some gravel, APL,stiff to very stiff.

SILTY CLAY TILL TO SANDY CLAYEY SILT TILL:Brown to grey SILTY CLAY TILL TO SANDY CLAYEYSILT TILL, trace to some gravel, occasional sandseams, APL to DTPL, hard to very stiff.

SILT AND SAND:Grey SILT AND SAND, trace to some clay, trace gravel,moist, compact.

Borehole terminated at 5.0 m below ground surface inSILT AND SAND.

CC

SS1

SS2

SS3

SS4

SS5

SS6

SS7

15

40

30

26

30

21

23

14

12

15

13

10

14

15

33

83

67

67

61

83

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: SL

135.3

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/805

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-GE

O-8

05 -

GR

EA

T O

AK

DR

IVE

- 2

0180

131

.GP

J W

SP

_EN

V_V

1.G

DT

20

/2/1

8

0.2

0.3

0.8

2.1

3.7

4.4

5.0

134.4

134.3

133.8

132.5

130.9

130.3

129.6

Borehole located on the south side(eastbound lane) of Great Oak Drive,between 69 and 71 Great Oak Drive .

Groundwater level measured inmonitoring well at 2.5 m below groundsurface on January 04, 2018.


ATT SS6:PL: 15%LL: 24%PI: 9%GSA SS7:Gravel: 0%Sand: 2%Silt and Clay: 98%Groundwater level was measured at4.6 m below ground surface uponcompletion of drilling.Borehole was open upon completionof drilling.

ASPHALT: (175 mm)


FILL:Brown sandy silt FILL, some gravel, trace clay, moist,compact.

FILL:Dark brown to brown clayey silt to silty clay FILL, traceto some gravel, trace to some sand, occasional rootletsand sand pockets, WTPL to APL, very stiff.

CLAYEY SILT TILL:Brown to grey CLAYEY SILT TILL, trace to some gravel,trace to some sand, DTPL to APL, hard.

SILTY CLAY:Grey SILTY CLAY, trace sand, trace gravel, APL, hard.

SILT:Grey SILT, some clay, trace sand, moist, dense.


CC

SS1

SS2

SS3

SS4

SS5

SS6

SS7

25

30

19

39

49

32

39

13

20

16

12

9

15

17

33

50

67

100

83

100

100

WATERCONTENT %


ST

RA

TIG

RA

PH

Y

20 30

REMARKS

CONEPENETRATION

"N" VALUE

SHEARSTRENGTH



10 1030

L

20

W


W



SUPERVISOR: ES

REVIEWER: SL

134.6

ELE

V (

mA

SL)

DE

PT

H (

m)

P

PROJECT NO.: 161-16086-02/GEO/805

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

SAMPLE

PAGE 1 of 1

MTM CO-ORDINATES


YP

E

N V

ALU

E

% W

AT

ER

% R

EC

OV

ER

Y

RQ

D (%

)

MONITORDETAILS

CO

T M

TM

WIT

H C

OO

RD

S

161-

1608

6-02

-GE

O-8

05 -

GR

EA

T O

AK

DR

IVE

- 2

0180

131

.GP

J W

SP

_EN

V_V

1.G

DT

20

/2/1

8

49

APPENDIX

B SLUG TEST ANALYSIS

Hvorslev Testing: BH18-8-11

Date: 24-Apr-18 H = Static Water Level mbg

Conducted by: NU Ho = Head at time = 0 mbg

h = Water Level at time t mbg

Well Number: BH18-8-11 ToE = 125 sec

Well Depth: 7.47 mbtop ToL= 250 sec

Top of Pipe: 0 mag Screen Length (L) = 150 cm

Well Diameter: 51 mm Hole Radius (R) = 7.5 cm

Well Elevation: 141.20 masl Well Radius (r) = 2.5 cm

Static Water Level: 5.15 mbtop

Ground Elevation: 141.20 masl 4.99E-04 cm/s

2.50E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation

(masl) Time t (sec) H-h H-Ho (H-h)/(H-Ho)

0 6.470 134.73 0 1.320 1.320 1.000

30 6.140 135.06 30 0.990 1.320 0.750

60 5.940 135.26 60 0.790 1.320 0.598

90 5.770 135.43 90 0.620 1.320 0.470

120 5.650 135.55 120 0.500 1.320 0.379

150 5.650 135.55 150 0.500 1.320 0.379

180 5.470 135.73 180 0.320 1.320 0.242

210 5.410 135.79 210 0.260 1.320 0.197

240 5.365 135.84 240 0.215 1.320 0.163

270 5.335 135.87 270 0.185 1.320 0.140

300 5.305 135.90 300 0.155 1.320 0.117

330 5.275 135.93 330 0.125 1.320 0.095

360 5.260 135.94 360 0.110 1.320 0.083

390 5.240 135.96 390 0.090 1.320 0.068

420 5.225 135.98 420 0.075 1.320 0.057

450 5.215 135.99 450 0.065 1.320 0.049

540 5.195 136.01 540 0.045 1.320 0.034

660 5.180 136.02 660 0.030 1.320 0.023

780 5.170 136.03 780 0.020 1.320 0.015

900 5.165 136.04 900 0.015 1.320 0.011

1020 5.160 136.04 1020 0.010 1.320 0.008

1140 5.160 136.04 1140 0.010 1.320 0.008

1200 5.160 136.04 1200 0.010 1.320 0.008

KE = r2ln(L/R)/(2LTo) =

KL = r2ln(L/R)/(2LTo) =

0.0

0.0

0.1

1.0

0 250 500 750 1000 1250 1500

(H-h

)/(H

-Ho

) [c

m]

Time (sec)

Hvorslev Piezometer Test - BH18-8-11 - Early Time

0.37

ToE= 125

0.0

0.0

0.1

1.0

0 250 500 750 1000 1250 1500

(H-h

)/(H

-Ho

) [c

m]

Time (sec)

Hvorslev Piezometer Test - BH18-8-11 - Late Time

0.37

ToL= 250












2.50E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 5.150 135.25 0 0.615 0.615 1.000

30 5.070 135.33 30 0.535 0.615 0.870

60 4.820 135.58 60 0.285 0.615 0.463

90 4.740 135.66 90 0.205 0.615 0.333

120 4.695 135.71 120 0.160 0.615 0.260

150 4.642 135.76 150 0.107 0.615 0.174

180 4.618 135.78 180 0.083 0.615 0.135

210 4.601 135.80 210 0.066 0.615 0.107

240 4.587 135.81 240 0.052 0.615 0.085

270 4.581 135.82 270 0.046 0.615 0.075

300 4.573 135.83 300 0.038 0.615 0.062

360 4.565 135.84 360 0.030 0.615 0.049

390 4.561 135.84 390 0.026 0.615 0.042

420 4.561 135.84 420 0.026 0.615 0.042

540 4.555 135.85 540 0.020 0.615 0.033

660 4.553 135.85 660 0.018 0.615 0.029

780 4.551 135.85 780 0.016 0.615 0.026

900 4.548 135.85 900 0.013 0.615 0.021

1200 4.545 135.86 1200 0.010 0.615 0.016



0.0

0.1

1.0

0 250 500 750 1000 1250 1500

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 85

0.0

0.1

1.0

0 250 500 750 1000 1250 1500

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 250












5.42E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 5.830 134.77 0 1.740 1.740 1.000

30 5.601 135.00 30 1.511 1.740 0.868

60 5.421 135.18 60 1.331 1.740 0.765

90 5.225 135.38 90 1.135 1.740 0.652

120 5.051 135.55 120 0.961 1.740 0.552

150 4.871 135.73 150 0.781 1.740 0.449

180 4.792 135.81 180 0.702 1.740 0.403

210 4.699 135.90 210 0.609 1.740 0.350

240 4.616 135.98 240 0.526 1.740 0.302

270 4.541 136.06 270 0.451 1.740 0.259

300 4.477 136.12 300 0.387 1.740 0.222

330 4.429 136.17 330 0.339 1.740 0.195

360 4.391 136.21 360 0.301 1.740 0.173

390 4.355 136.25 390 0.265 1.740 0.152

420 4.321 136.28 420 0.231 1.740 0.133

450 4.293 136.31 450 0.203 1.740 0.117

480 4.269 136.33 480 0.179 1.740 0.103

540 4.235 136.37 540 0.145 1.740 0.083

660 4.186 136.41 660 0.096 1.740 0.055

780 4.157 136.44 780 0.067 1.740 0.039

900 4.141 136.46 900 0.051 1.740 0.029

1200 4.115 136.49 1200 0.025 1.740 0.014

1500 4.102 136.50 1500 0.012 1.740 0.007



0.0

0.0

0.1

1.0

0 250 500 750 1000 1250 1500 1750 2000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 200

0.0

0.0

0.1

1.0

0 250 500 750 1000 1250 1500 1750 2000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 390





Well Number: BH18-8-17 ToE = 23,000 sec

Well Depth: 4.44 mbtop ToL= 69,000 sec






3.06E-06 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 3.895 134.91 0 1.475 1.475 1.000

30 3.885 134.92 30 1.465 1.475 0.993

60 3.879 134.92 60 1.459 1.475 0.989

90 3.875 134.93 90 1.455 1.475 0.986

120 3.871 134.93 120 1.451 1.475 0.984

150 3.869 134.93 150 1.449 1.475 0.982

180 3.865 134.94 180 1.445 1.475 0.980

210 3.865 134.94 210 1.445 1.475 0.980

240 3.863 134.94 240 1.443 1.475 0.978

270 3.860 134.94 270 1.440 1.475 0.976

300 3.857 134.94 300 1.437 1.475 0.974

420 3.851 134.95 420 1.431 1.475 0.970

540 3.845 134.96 540 1.425 1.475 0.966

660 3.841 134.96 660 1.421 1.475 0.963

780 3.838 134.96 780 1.418 1.475 0.961

900 3.835 134.97 900 1.415 1.475 0.959

1200 3.828 134.97 1200 1.408 1.475 0.955

1500 3.823 134.98 1500 1.403 1.475 0.951

1800 3.819 134.98 1800 1.399 1.475 0.948

2100 3.815 134.99 2100 1.395 1.475 0.946

2400 3.811 134.99 2400 1.391 1.475 0.943

2700 3.808 134.99 2700 1.388 1.475 0.941

3000 3.804 135.00 3000 1.384 1.475 0.938

3300 3.801 135.00 3300 1.381 1.475 0.936

3600 3.796 135.00 3600 1.376 1.475 0.933



0.0

0.1

1.0

0 10000 20000 30000 40000 50000 60000 70000 80000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 23000

0.0

0.1

1.0

0 10000 20000 30000 40000 50000 60000 70000 80000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 69000












1.18E-05 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 4.410 133.09 0 1.500 1.500 1.000

30 4.415 133.09 30 1.505 1.500 1.003

60 4.398 133.10 60 1.488 1.500 0.992

90 4.388 133.11 90 1.478 1.500 0.985

120 4.381 133.12 120 1.471 1.500 0.981

150 4.373 133.13 150 1.463 1.500 0.975

180 4.365 133.14 180 1.455 1.500 0.970

210 4.357 133.14 210 1.447 1.500 0.965

240 4.351 133.15 240 1.441 1.500 0.961

270 4.345 133.16 270 1.435 1.500 0.957

300 4.338 133.16 300 1.428 1.500 0.952

420 4.320 133.18 420 1.410 1.500 0.940

540 4.303 133.20 540 1.393 1.500 0.929

660 4.289 133.21 660 1.379 1.500 0.919

780 4.279 133.22 780 1.369 1.500 0.913

900 4.266 133.23 900 1.356 1.500 0.904

1200 4.237 133.26 1200 1.327 1.500 0.885

1500 4.214 133.29 1500 1.304 1.500 0.869

1800 4.195 133.31 1800 1.285 1.500 0.857

2100 4.175 133.33 2100 1.265 1.500 0.843

2400 4.158 133.34 2400 1.248 1.500 0.832

2700 4.141 133.36 2700 1.231 1.500 0.821

3000 4.125 133.38 3000 1.215 1.500 0.810

3300 4.107 133.39 3300 1.197 1.500 0.798

3600 4.093 133.41 3600 1.183 1.500 0.789



0.0

0.1

1.0

0 2000 4000 6000 8000 10000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 5200

0.0

0.1

1.0

0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 17900












1.92E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 5.030 132.27 0 2.325 2.325 1.000

30 4.965 132.34 30 2.260 2.325 0.972

60 4.891 132.41 60 2.186 2.325 0.940

90 4.802 132.50 90 2.097 2.325 0.902

120 4.729 132.57 120 2.024 2.325 0.871

150 4.647 132.65 150 1.942 2.325 0.835

180 4.567 132.73 180 1.862 2.325 0.801

210 4.511 132.79 210 1.806 2.325 0.777

240 4.414 132.89 240 1.709 2.325 0.735

270 4.369 132.93 270 1.664 2.325 0.716

300 4.301 133.00 300 1.596 2.325 0.686

420 4.083 133.22 420 1.378 2.325 0.593

540 3.886 133.41 540 1.181 2.325 0.508

660 3.743 133.56 660 1.038 2.325 0.446

780 3.625 133.68 780 0.920 2.325 0.396

900 3.504 133.80 900 0.799 2.325 0.344

1200 3.268 134.03 1200 0.563 2.325 0.242

1500 3.132 134.17 1500 0.427 2.325 0.184

1800 3.042 134.26 1800 0.337 2.325 0.145

2100 2.974 134.33 2100 0.269 2.325 0.116

2400 2.921 134.38 2400 0.216 2.325 0.093

2700 2.889 134.41 2700 0.184 2.325 0.079

3000 2.861 134.44 3000 0.156 2.325 0.067

3300 2.838 134.46 3300 0.133 2.325 0.057

3600 2.851 134.45 3600 0.146 2.325 0.063



0.0

0.1

1.0

0 1000 2000 3000 4000 5000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 840

0.0

0.1

1.0

0 1000 2000 3000 4000 5000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 1100


Date: 05-Feb-18 H = Static Water Level mbg

Conducted by: JFA/SWE Ho = Head at time = 0 mbg









1.78E-05 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


30 5.890 135.41 30 0.210 0.210 1.000

45 5.890 135.41 45 0.210 0.210 1.000

60 5.885 135.42 60 0.205 0.210 0.976

90 5.880 135.42 90 0.200 0.210 0.952

120 5.875 135.43 120 0.195 0.210 0.929

150 5.875 135.43 150 0.195 0.210 0.929

180 5.875 135.43 180 0.195 0.210 0.929

210 5.870 135.43 210 0.190 0.210 0.905

240 5.870 135.43 240 0.190 0.210 0.905

270 5.870 135.43 270 0.190 0.210 0.905

300 5.865 135.44 300 0.185 0.210 0.881

420 5.865 135.44 420 0.185 0.210 0.881

540 5.860 135.44 540 0.180 0.210 0.857

660 5.860 135.44 660 0.180 0.210 0.857

780 5.855 135.45 780 0.175 0.210 0.833

900 5.855 135.45 900 0.175 0.210 0.833

1200 5.850 135.45 1200 0.170 0.210 0.810

1500 5.850 135.45 1500 0.170 0.210 0.810

1800 5.845 135.46 1800 0.165 0.210 0.786



0.0

0.1

1.0

0 250 500 750 1000 1250 1500 1750 2000 2250

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 2170

0.0

0.1

1.0

0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 14000 15000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 11900












4.95E-05 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 4.220 136.98 0 0.840 0.840 1.000

30 4.199 137.00 30 0.819 0.840 0.975

60 4.195 137.01 60 0.815 0.840 0.970

90 4.186 137.01 90 0.806 0.840 0.960

120 4.175 137.03 120 0.795 0.840 0.946

150 4.165 137.04 150 0.785 0.840 0.935

180 4.158 137.04 180 0.778 0.840 0.926

210 4.149 137.05 210 0.769 0.840 0.915

240 4.141 137.06 240 0.761 0.840 0.906

270 4.138 137.06 270 0.758 0.840 0.902

300 4.132 137.07 300 0.752 0.840 0.895

420 4.108 137.09 420 0.728 0.840 0.867

540 4.085 137.12 540 0.705 0.840 0.839

660 4.063 137.14 660 0.683 0.840 0.813

780 4.045 137.16 780 0.665 0.840 0.792

900 4.026 137.17 900 0.646 0.840 0.769

1200 3.979 137.22 1200 0.599 0.840 0.713

1500 3.931 137.27 1500 0.551 0.840 0.656

1800 3.889 137.31 1800 0.509 0.840 0.606

2100 3.857 137.34 2100 0.477 0.840 0.568

2400 3.831 137.37 2400 0.451 0.840 0.537

2700 3.804 137.40 2700 0.424 0.840 0.505

3000 3.778 137.42 3000 0.398 0.840 0.474

3300 3.754 137.45 3300 0.374 0.840 0.445

3600 3.738 137.46 3600 0.358 0.840 0.426



0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 2500

0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 4270












2.98E-05 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 4.045 132.66 0 1.470 1.470 1.000

30 4.029 132.67 30 1.454 1.470 0.989

60 4.011 132.69 60 1.436 1.470 0.977

90 3.994 132.71 90 1.419 1.470 0.965

120 3.979 132.72 120 1.404 1.470 0.955

150 3.971 132.73 150 1.396 1.470 0.950

180 3.962 132.74 180 1.387 1.470 0.944

210 3.951 132.75 210 1.376 1.470 0.936

240 3.939 132.76 240 1.364 1.470 0.928

270 3.932 132.77 270 1.357 1.470 0.923

300 3.925 132.78 300 1.350 1.470 0.918

420 3.894 132.81 420 1.319 1.470 0.897

540 3.867 132.83 540 1.292 1.470 0.879

660 3.845 132.86 660 1.270 1.470 0.864

780 3.826 132.87 780 1.251 1.470 0.851

900 3.808 132.89 900 1.233 1.470 0.839

1200 3.766 132.93 1200 1.191 1.470 0.810

1500 3.732 132.97 1500 1.157 1.470 0.787

1800 3.691 133.01 1800 1.116 1.470 0.759

2100 3.656 133.04 2100 1.081 1.470 0.735

2400 3.615 133.09 2400 1.040 1.470 0.707

2700 3.584 133.12 2700 1.009 1.470 0.686

3000 3.537 133.16 3000 0.962 1.470 0.654

3300 3.446 133.25 3300 0.871 1.470 0.593

3600 3.388 133.31 3600 0.813 1.470 0.553



0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 3300

0.0

0.1

1.0

0 1000 2000 3000 4000 5000 6000 7000 8000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 7080












1.81E-05 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 5.030 133.07 0 2.810 2.810 1.000

30 4.965 133.14 30 2.745 2.810 0.977

60 4.891 133.21 60 2.671 2.810 0.951

90 4.802 133.30 90 2.582 2.810 0.919

120 4.729 133.37 120 2.509 2.810 0.893

150 4.647 133.45 150 2.427 2.810 0.864

180 4.567 133.53 180 2.347 2.810 0.835

210 4.511 133.59 210 2.291 2.810 0.815

240 4.414 133.69 240 2.194 2.810 0.781

270 4.369 133.73 270 2.149 2.810 0.765

300 4.300 133.80 300 2.080 2.810 0.740

420 4.083 134.02 420 1.863 2.810 0.663

540 3.886 134.21 540 1.666 2.810 0.593

660 3.743 134.36 660 1.523 2.810 0.542

780 3.625 134.48 780 1.405 2.810 0.500

900 3.504 134.60 900 1.284 2.810 0.457

1200 3.268 134.83 1200 1.048 2.810 0.373

1500 3.132 134.97 1500 0.912 2.810 0.325

1800 3.042 135.06 1800 0.822 2.810 0.293

2100 2.974 135.13 2100 0.754 2.810 0.268

2400 2.921 135.18 2400 0.701 2.810 0.249

2700 2.889 135.21 2700 0.669 2.810 0.238

3000 2.861 135.24 3000 0.641 2.810 0.228

3300 2.838 135.26 3300 0.618 2.810 0.220

3600 2.821 135.28 3600 0.601 2.810 0.214



0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 1040

0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 3450












2.22E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 5.160 129.44 0 1.670 1.670 1.000

30 5.145 129.46 30 1.655 1.670 0.991

60 5.135 129.47 60 1.645 1.670 0.985

90 5.119 129.48 90 1.629 1.670 0.975

120 5.057 129.54 120 1.567 1.670 0.938

150 5.033 129.57 150 1.543 1.670 0.924

180 4.994 129.61 180 1.504 1.670 0.901

210 4.979 129.62 210 1.489 1.670 0.892

240 4.971 129.63 240 1.481 1.670 0.887

270 4.963 129.64 270 1.473 1.670 0.882

300 4.898 129.70 300 1.408 1.670 0.843

420 4.744 129.86 420 1.254 1.670 0.751

540 4.569 130.03 540 1.079 1.670 0.646

660 4.435 130.17 660 0.945 1.670 0.566

780 4.312 130.29 780 0.822 1.670 0.492

900 4.224 130.38 900 0.734 1.670 0.440

1200 4.026 130.57 1200 0.536 1.670 0.321

1500 3.892 130.71 1500 0.402 1.670 0.241

1800 3.793 130.81 1800 0.303 1.670 0.181

2100 3.721 130.88 2100 0.231 1.670 0.138

2400 3.665 130.94 2400 0.175 1.670 0.105

2700 3.628 130.97 2700 0.138 1.670 0.083

3000 3.597 131.00 3000 0.107 1.670 0.064

3300 3.575 131.03 3300 0.085 1.670 0.051

3600 3.556 131.04 3600 0.066 1.670 0.040



0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 1780

0.0

0.1

1.0

0 500 1000 1500 2000 2500 3000 3500 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 950





Well Number: BH18-8-32 To = 52,000 sec

Well Depth: 6.96 mbtop






Time t (sec)

Water Level

(mtop)

Water Level

Elevation


15 6.850 130.55 15 3.880 3.880 1.000

30 6.845 130.56 30 3.875 3.880 0.999

45 6.840 130.56 45 3.870 3.880 0.997

60 6.835 130.57 60 3.865 3.880 0.996

90 6.830 130.57 90 3.860 3.880 0.995

120 6.825 130.58 120 3.855 3.880 0.994

150 6.820 130.58 150 3.850 3.880 0.992

180 6.820 130.58 180 3.850 3.880 0.992

210 6.815 130.59 210 3.845 3.880 0.991

240 6.815 130.59 240 3.845 3.880 0.991

270 6.810 130.59 270 3.840 3.880 0.990

300 6.810 130.59 300 3.840 3.880 0.990

420 6.795 130.61 420 3.825 3.880 0.986

540 6.790 130.61 540 3.820 3.880 0.985

660 6.785 130.62 660 3.815 3.880 0.983

780 6.785 130.62 780 3.815 3.880 0.983

900 6.775 130.63 900 3.805 3.880 0.981

1200 6.765 130.64 1200 3.795 3.880 0.978

1500 6.765 130.64 1500 3.795 3.880 0.978

1800 6.760 130.64 1800 3.790 3.880 0.977

K = r2ln(L/R)/(2LTo) =

0.0

0.1

1.0

0 10000 20000 30000 40000 50000 60000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)

Hvorslev Piezometer Test - BH18-8-32

0.37

To= 52000












1.47E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


15 5.600 130.30 15 2.660 2.660 1.000

30 5.542 130.36 30 2.602 2.660 0.978

45 5.487 130.41 45 2.547 2.660 0.958

60 5.449 130.45 60 2.509 2.660 0.943

90 5.312 130.59 90 2.372 2.660 0.892

120 5.268 130.63 120 2.328 2.660 0.875

150 5.198 130.70 150 2.258 2.660 0.849

180 5.130 130.77 180 2.190 2.660 0.823

210 5.070 130.83 210 2.130 2.660 0.801

240 5.015 130.89 240 2.075 2.660 0.780

270 4.950 130.95 270 2.010 2.660 0.756

300 4.883 131.02 300 1.943 2.660 0.730

420 4.681 131.22 420 1.741 2.660 0.655

540 4.610 131.29 540 1.670 2.660 0.628

660 4.540 131.36 660 1.600 2.660 0.602

780 4.425 131.48 780 1.485 2.660 0.558

900 4.307 131.59 900 1.367 2.660 0.514

1200 3.980 131.92 1200 1.040 2.660 0.391



0.0

0.1

1.0

0 250 500 750 1000 1250 1500

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 875

0.0

0.1

1.0

0 200 400 600 800 1000 1200 1400 1600 1800 2000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 1440












1.23E-04 cm/s

Time t (sec)

Water Level

(mtop)

Water Level

Elevation


0 4.390 130.21 0 2.600 2.600 1.000

30 4.325 130.28 30 2.535 2.600 0.975

60 4.209 130.39 60 2.419 2.600 0.930

90 4.142 130.46 90 2.352 2.600 0.905

120 4.056 130.54 120 2.266 2.600 0.872

150 3.985 130.62 150 2.195 2.600 0.844

180 3.897 130.70 180 2.107 2.600 0.810

210 3.823 130.78 210 2.033 2.600 0.782

240 3.759 130.84 240 1.969 2.600 0.757

270 3.718 130.88 270 1.928 2.600 0.742

300 3.681 130.92 300 1.891 2.600 0.727

420 3.621 130.98 420 1.831 2.600 0.704

540 3.548 131.05 540 1.758 2.600 0.676

660 3.432 131.17 660 1.642 2.600 0.632

780 3.309 131.29 780 1.519 2.600 0.584

900 3.209 131.39 900 1.419 2.600 0.546

1200 2.958 131.64 1200 1.168 2.600 0.449

1500 2.749 131.85 1500 0.959 2.600 0.369

1800 2.575 132.03 1800 0.785 2.600 0.302

2100 2.471 132.13 2100 0.681 2.600 0.262

2400 2.375 132.23 2400 0.585 2.600 0.225

2700 2.291 132.31 2700 0.501 2.600 0.193

3000 2.206 132.39 3000 0.416 2.600 0.160

3300 2.151 132.45 3300 0.361 2.600 0.139

3600 2.098 132.50 3600 0.308 2.600 0.118



0.0

0.1

1.0

0 1000 2000 3000 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToE= 980

0.0

0.1

1.0

0 1000 2000 3000 4000

(H-h

)/(H

-Ho

) [c

m]

Time (sec)


0.37

ToL= 1720

APPENDIX

C WATER QUALITY

SAMPLING RESULTS

Toronto Sewer Use Bylaw Summary Table

Project 2 Project 4 Project 5

Thorncrest

RoadKipling Avenue

Great Oak

Drive

BH18-8-11 BH18-8-29 BH18-8-32

26-Apr-18 26-Apr-18 12-Feb-18

Physical Tests

pH pH units 6 - 11.5 6 - 9.5 7.75 8.23 7.76

Total Suspended Solids mg/L 350 15 1,340 563 242

Anions and Nutrients

Fluoride (F) mg/L 10 0.069 0.026 0.113

Total Kjeldahl Nitrogen mg/L 100 0.069 0.78 0.35

Phosphorus, Total mg/L 10 0.4 5.98 0.234 0.0798

Cyanides

Cyanide, Total mg/L 2 0.02 <0.0020 0.0035 <0.0020

Bacteriological Tests

E. Coli CFU/100mL 200 <2 5 <2

Total Metals

Aluminum (Al)-Total mg/L 50 45.8 6.38 82.6

Antimony (Sb)-Total mg/L 5 <0.0010 0.0032 <0.0010

Arsenic (As)-Total mg/L 1 0.02 0.0147 0.0029 0.0433

Cadmium (Cd)-Total mg/L 0.7 0.008 0.000493 0.000106 0.000832

Chromium (Cr)-Total mg/L 4 0.08 0.0647 0.0275 0.135

Cobalt (Co)-Total mg/L 5 0.063 0.0055 0.0892

Copper (Cu)-Total mg/L 2 0.04 0.091 0.039 0.177

Lead (Pb)-Total mg/L 1 0.12 0.0603 0.0104 0.079

Manganese (Mn)-Total mg/L 5 0.05 3.09 0.37 5.32

Mercury (Hg)-Total mg/L 0.01 0.0004 0.000019 <0.000010 <0.000010

Molybdenum (Mo)-Total mg/L 5 0.00051 0.0118 0.00313

Nickel (Ni)-Total mg/L 2 0.08 0.0975 0.0202 0.174

Selenium (Se)-Total mg/L 1 0.02 <0.00050 <0.00050 0.00069

Silver (Ag)-Total mg/L 5 0.12 <0.00050 <0.00050 0.00057

Tin (Sn)-Total mg/L 5 0.0011 0.0051 0.0013

Titanium (Ti)-Total mg/L 5 0.67 0.196 1.03

Zinc (Zn)-Total mg/L 2 0.04 0.242 0.163 0.387

Speciated Metals

Chromium, Hexavalent mg/L 2 0.04 0.0011 0.0031 <0.0010

Aggregate Organics

BOD mg/L 300 15 <2.0 2.9 <2.0

Animal/Veg Oil & Grease mg/L 150 <2.0 1 <2.0

Mineral Oil and Grease mg/L 15 <1.0 1.3 <1.0

Phenols (4AAP) mg/L 1 0.008 0.0037 0.0059 <0.0010

Volatile Organic Compounds

Benzene ug/L 10 2 <0.50 <0.50 <0.50

Chloroform ug/L 40 2 <1.0 <1.0 <1.0

1,2-Dichlorobenzene ug/L 50 5.6 <0.50 <0.50 <0.50

1,4-Dichlorobenzene ug/L 80 6.8 <0.50 <0.50 <0.50

cis-1,2-Dichloroethylene ug/L 4,000 5.6 <0.50 <0.50 <0.50

Dichloromethane ug/L 2,000 5.2 <2.0 <2.0 <2.0

trans-1,3-Dichloropropene ug/L 140 <0.50 <0.50 <0.50

Ethylbenzene ug/L 160 2 <0.50 <0.50 <0.50

1,1,2,2-Tetrachloroethane ug/L 1,400 17 <0.50 <0.50 <0.50

Tetrachloroethylene ug/L 1,000 4.4 <0.50 <0.50 <0.50

Toluene ug/L 16 2 <0.50 <0.50 <0.50

Trichloroethylene ug/L 400 7.6 <0.50 <0.50 <0.50

Xylenes (Total) ug/L 1,400 4.4 <1.1 <1.1 <1.1

Polycyclic Aromatic Hydrocarbons

Total PAHs ug/L 5 2 <2.5 <2.5 <1.7

Phthalate Esters

Bis(2-ethylhexyl)phthalate ug/L 12 8.8 <2.0 <2.0 16

Semi-Volatile Organics

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

Di-n-butylphthalate ug/L 80 15 <1.0 <1.0 <1.0

Phenolics

Pentachlorophenol ug/L 5 2 <0.50 <0.50 <0.50

Polychlorinated Biphenyls

Total PCBs ug/L 1 0.4 <0.040 <0.040 <0.040

Organic Parameters

Nonylphenol ug/L 20 1 <1.0 <1.0 <1.0

Total Nonylphenol Ethoxylates ug/L 200 10 <2.0 <2.0 <2.0

Notes:

318 Toronto Sanitary exceeded

1.86 Toronto Storm exceeded

Parameter UnitsToronto

Sanitary

Toronto

Storm

Project

General Chemistry Summary Table

BH18-8-13 BH18-8-15 BH18-8-17 BH18-8-19 BH18-8-21 BH18-8-23 BH18-8-25 BH18-8-27 BH18-8-31 BH18-8-34 BH18-8-36

26-Apr-18 26-Apr-18 26-Apr-18 26-Apr-18 26-Apr-18 12-Feb-18 26-Apr-18 26-Apr-18 25-Apr-18 12-Feb-18 26-Apr-18

Physical Tests

Colour, Apparent CU <2.0 <2.0 2.4 4.7 28.7 2.9 28.8 3.9 3.6 3.7 4.8

Conductivity umhos/cm 2,320 950 1,210 1,380 1,530 2,280 3550 3430 12500 10300 967

Hardness (as CaCO3) mg/L 881 404 431 383 506 428 165 393 1170 340 386

pH pH units 6 - 11.5 6 - 9.5 7.91 8.05 8.13 8.06 8.12 7.75 8.22 8.00 7.91 7.69 8.20

Total Suspended Solids mg/L 350 15 <2.0 <2.0 <2.0 <2.0 <2.0 3.3 <2.0 <2.0 5.1 <2.0 <2.0

Turbidity NTU 0.21 0.51 0.52 1.71 5.65 0.92 0.38 0.83 0.44 0.32 0.95

Anions and Nutrients

Alkalinity, Total (as CaCO3) mg/L 336 344 305 264 367 337 220 113 334 185 321

Ammonia, Total (as N) mg/L <0.020 0.114 0.028 0.146 0.127 0.254 0.058 0.337 0.072 0.462 0.334

Chloride (Cl) mg/L 553 36.4 172 154 270 551 558 2220 4110 4360 89.4

Fluoride (F) mg/L 10 <0.10 0.131 0.19 <0.10 0.19 <0.10 <0.10 <0.10 <1.0 <0.40 0.098

Nitrate (as N) mg/L 3.68 <0.020 0.1 <0.10 <0.10 0.30 0.77 0.13 1.6 <0.40 <0.020

Nitrite (as N) mg/L <0.050 <0.010 <0.050 <0.050 <0.050 0.182 <0.050 <0.050 <0.50 <0.20 <0.010

Orthophosphate-Dissolved (as P) mg/L <0.0030 <0.0030 <0.0030 <0.0030 <0.0030 0.0057 0.0079 <0.0030 <0.0030 0.0299 0.0051

Sulfate (SO4) mg/L 1,500 44.8 131 99.9 59.5 71.4 71.8 23.1 90.1 139 94.6 65.3

Dissolved Metals

Dissolved Metals Filtration Location FIELD FIELD FIELD FIELD FIELD FIELD FIELD FIELD FIELD FIELD FIELD

Aluminum (Al)-Dissolved mg/L 50 <0.010 <0.010 <0.010 0.034 <0.010 <0.010 <0.010 <0.050 <0.050 0.129 <0.010

Antimony (Sb)-Dissolved mg/L 5 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050

Arsenic (As)-Dissolved mg/L 1 0.02 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010

Barium (Ba)-Dissolved mg/L 0.093 0.05 0.071 0.047 0.179 0.068 0.019 0.094 0.333 0.116 0.019

Beryllium (Be)-Dissolved mg/L <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010

Bismuth (Bi)-Dissolved mg/L <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010

Boron (B)-Dissolved mg/L <0.050 0.068 0.062 <0.050 <0.050 <0.050 <0.050 <0.10 <0.10 <0.10 <0.050

Cadmium (Cd)-Dissolved mg/L 0.7 0.008 <0.000090 <0.000090 <0.000090 <0.000090 <0.000090 <0.000090 <0.000090 <0.000090 0.000095 <0.000090 <0.000090

Calcium (Ca)-Dissolved mg/L 297 122 112 83 116 123 57.2 124 377 107 57.2

Chromium (Cr)-Dissolved mg/L 4 0.08 0.0008 0.00053 <0.00050 0.00134 0.00098 <0.00050 0.0188 <0.0050 <0.0050 <0.0050 0.0188

Cobalt (Co)-Dissolved mg/L 5 0.0008 0.00052 0.00092 <0.00050 <0.00050 0.00079 <0.00050 <0.0010 0.0012 <0.0010 <0.00050

Copper (Cu)-Dissolved mg/L 2 0.04 <0.0010 <0.0010 0.0021 <0.0010 <0.0010 <0.0010 <0.0010 0.0029 <0.0020 0.0035 <0.0010

Iron (Fe)-Dissolved mg/L <0.050 <0.050 <0.050 0.072 0.549 <0.050 <0.050 <0.10 <0.10 <0.10 <0.050

Lead (Pb)-Dissolved mg/L 1 0.12 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010

Magnesium (Mg)-Dissolved mg/L 33.8 24.1 36.6 42.7 52.7 29.5 5.48 20.3 54.8 17.8 5.48

Manganese (Mn)-Dissolved mg/L 5 0.05 0.0927 0.0317 0.478 0.0984 0.0789 0.185 0.0044 0.591 0.0792 0.1760 0.0044

Molybdenum (Mo)-Dissolved mg/L 5 0.0011 0.0012 0.0043 0.0033 0.0042 0.0044 0.0013 0.0051 0.0018 0.0020 0.0013

Nickel (Ni)-Dissolved mg/L 2 0.08 0.0029 <0.0020 0.0025 <0.0020 <0.0020 0.0021 0.0029 <0.0050 <0.0050 <0.0050 0.0029

Phosphorus (P)-Dissolved mg/L 10 0.4 <0.050 <0.050 <0.050 <0.050 <0.050 <0.050 <0.050 <0.50 <0.50 <0.50 <0.050

Potassium (K)-Dissolved mg/L 2.6 1.6 10 4.4 3.9 5.5 1.5 3.4 6.9 3.1 1.5

Selenium (Se)-Dissolved mg/L 1 0.02 <0.00040 <0.00040 <0.00040 <0.00040 <0.00040 <0.00040 <0.00040 0.00051 <0.00050 <0.00050 <0.00040

Silicon (Si)-Dissolved mg/L 9.3 10.5 6.9 6.9 12.6 9.3 4.3 2.9 5.9 6.5 4.3

Silver (Ag)-Dissolved mg/L 5 0.12 <0.00010 <0.00010 <0.00010 <0.00010 <0.00010 <0.00010 <0.00010 <0.00050 <0.00050 <0.00050 <0.00010

Sodium (Na)-Dissolved mg/L 121 47.4 79.7 22.1 115 152 111 986 2350 2340 111

Strontium (Sr)-Dissolved mg/L 0.671 0.313 0.391 0.321 0.537 0.364 0.178 0.618 1.65 0.53 0.178

Thallium (Tl)-Dissolved mg/L <0.00030 <0.00030 <0.00030 <0.00030 <0.00030 <0.00030 <0.00030 <0.00030 <0.00030 <0.00030 <0.00030

Tin (Sn)-Dissolved mg/L 5 <0.0010 <0.0010 0.0014 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010

Titanium (Ti)-Dissolved mg/L 5 <0.0020 <0.0020 <0.0020 <0.0020 <0.0020 <0.0020 <0.0020 <0.0030 <0.0030 <0.0030 <0.0020

Tungsten (W)-Dissolved mg/L <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010 <0.010

Uranium (U)-Dissolved mg/L <0.0050 <0.0050 0.0055 <0.0050 <0.0050 0.0103 <0.0050 <0.0050 <0.0050 <0.0050 <0.0050

Vanadium (V)-Dissolved mg/L <0.0010 <0.0010 <0.0010 0.0013 <0.0010 <0.0010 <0.0010 <0.0050 <0.0050 <0.0050 <0.0010

Zinc (Zn)-Dissolved mg/L 2 0.04 <0.0030 <0.0030 0.0036 0.0149 <0.0030 <0.0030 <0.0030 0.038 <0.010 <0.010 <0.0030

Zirconium (Zr)-Dissolved mg/L <0.0040 <0.0040 <0.0040 <0.0040 <0.0040 <0.0040 <0.0040 <0.0040 <0.0040 <0.0040 <0.0040

Notes:

318 Toronto Sanitary exceeded

1.86 Toronto Storm exceeded

Project 4

Kipling Avenue

Project 5

Great Oak Drive

Project 3

Sir Williams Lane

Project 2

Thorncrest Road

Parameter UnitsToronto

Sanitary

Toronto

Storm

Project

APPENDIX

D DEWATERING

CALCULATIONS

Construction Dewatering Worksheet - Unconfined Conditionsfrom Powers, 1992

Site

Input Parameters

Initial Elevation of Water Table (m) H 5.6 m

Final Elevation of Water Table (m) h 0 m

Hydraulic Conductivity (m/s) K 2.50E-06 m/s

Hydraulic Conductivity (m/d) K 2.16E-01 m/d

Aquifer Thickness (m) B 6.00

Linear Trench Size (m) a 60 m

Linear Trench Size (m) b 6 m

Length of Dewatering - Trench Length (m) X 60 m

Width of Dewatering (m) L 13.28 m

L = Ro / 2 (eq. 6.15, p. 105)

ZOI - Radius of Influence (m)

Ro = 3000 (H - h) x sqrt (K) (eq. 6.14, p. 104) Ro 27 m

Equivalent Radius of Well (m) Rs 11 m

Rs = sqrt ((a x b)/ pi) (eq. 6.10, p. 102)

Flow Calculations - Q

Radial Flow to a Shaft (a/b < 1.5)

Shaft Calculation (m3/day) Q 23 m3/day

Q = (pi x K x (H^2 - h^2)) / ln (Ro / Rs) (Eq. 6.3, p. 99) Q 23415 L/day

Long Narrow System - Trench (a/b > 1.5)

Trench Calculation (m3/day) Q 54 m3/day

Q = (pi x K x (H^2 - h^2)) / ln (Ro / Rs) + 2 x (X x K x (H^2 - h^2)) / 2 x L Q 54016 L/day

Thorncrest Road - Low K


Site

Input Parameters










L = Ro / 2 (eq. 6.15, p. 105)




Rs = sqrt ((a x b)/ pi) (eq. 6.10, p. 102)








Thorncrest Road - High K


Site

Input Parameters










L = Ro / 2 (eq. 6.15, p. 105)




Rs = sqrt ((a x b)/ pi) (eq. 6.10, p. 102)



Shaft Calculation (m3/day) Q -5 m3/day

Q = (pi x K x (H^2 - h^2)) / ln (Ro / Rs) (Eq. 6.3, p. 99) Q -5253 L/day




Kipling Avenue - Low K


Site

Input Parameters










L = Ro / 2 (eq. 6.15, p. 105)




Rs = sqrt ((a x b)/ pi) (eq. 6.10, p. 102)








Kipling Avenue - High K


Site

Input Parameters










L = Ro / 2 (eq. 6.15, p. 105)




Rs = sqrt ((a x b)/ pi) (eq. 6.10, p. 102)



Shaft Calculation (m3/day) Q -1 m3/day

Q = (pi x K x (H^2 - h^2)) / ln (Ro / Rs) (Eq. 6.3, p. 99) Q -805 L/day




Great Oak Drive - Low K


Site

Input Parameters










L = Ro / 2 (eq. 6.15, p. 105)




Rs = sqrt ((a x b)/ pi) (eq. 6.10, p. 102)








Kipling Avenue - High K

Hydrogeological Investigation - Toronto

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