Scoped Hydrogeological Evaluation

1303 Belle Aire Beach Road

Town of Innisfil, Ontario

Prepared for: Cortel Group

Prepared by: Azimuth Environmental Consulting, Inc.

Revised December 2018

AEC 17-067

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Table of Contents

page Letter of Transmittal ...... i 1.0 INTRODUCTION ...... 1 2.0 ENVIRONMENTAL SETTING ...... 1 2.1 Soil ...... 1 2.2 Physiography ...... 1 2.3 Topography and Drainage ...... 1 2.4 Bedrock Geology ...... 2 2.5 Quaternary Geology ...... 2 2.6 Hydrogeology...... 2 3.0 WATER BALANCE ...... 3 3.1 Land Use ...... 4 3.1.1 Pre-Development ...... 4 3.1.2 Post-Development ...... 4 3.2 Infiltration ...... 5 3.2.1 Pre-Development ...... 6 3.2.2 Post-Development ...... 6 3.3 Water Balance Summary ...... 7 4.0 SUMMARY AND CONCLUSIONS ...... 10 5.0 REFERENCES ...... 12

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List of In-Text Tables

Table 1: MOE Water Well Database Summary ...... 3 Table 2: Pre Development Area Classification ...... 4 Table 3: Post-Development Area Classifications (Valdor, 2018) ...... 5 Table 4: Summary of Pervious Land Infiltration Factor ...... 5 Table 5: Water Balance Summary ...... 9

List of Figures

Figure 1 Site Location Figure 2 Site Layout Figure 3 Hand Auger Locations

List of Appendices

Appendix A: Figures Appendix B: Field Logs Appendix C: MOECC Water Well Records Appendix D: Excerpts from Golder (2004) Appendix E: ORMGP (2017) Mapping

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1.0 INTRODUCTION Azimuth Environmental Consulting, Inc. (“Azimuth”) has been retained by Cortel Group C/O Innovative Planning Solutions to conduct a Hydrogeological Evaluation for the proposed residential development located at 1303 Belle Aire Beach Road within the Town of Innisfil, Ontario (the “Site”).

The Site is approximately 5.3 hectares (ha) in size and is located on the south side of Belle Aire Beach Road (5th Line), immediately west of the Go Rail corridor, and approximately 725 m east of 20th Sideroad (Figure 2). The Site is currently composed of undeveloped agricultural land. A Provincially Significant Wetland (PSW) is located to the east of the Site.

It is our understanding that the Site will be developed into a residential subdivision with associated roadway facilities. The purpose of this assessment is to characterize the existing conditions at the Site and the potential for the proposed development to impact existing hydrogeological features. The assessment will provide a preliminary feature based water balance to assess any potential impacts on the adjacent PSW feature.

2.0 ENVIRONMENTAL SETTING 2.1 Soil The soil map of Simcoe County (Soil Survey Report No. 29, Scale 1:63,360) shows the uppermost soil to be composed of Bondhead sandy loam (Hoffman & Richards, 1962). Bondhead sandy loam is classified within hydrologic soil group “AB”. Group A soils represent material which have low runoff potential and high infiltration rates even when thoroughly wet. They consist of deep, well to excessively drained sand or gravel and have a high rate of water transmission. Group B soils represent material which has a moderate infiltration rate when thoroughly wet and consists of moderately deep to deep, fine to coarse textured soil.

2.2 Physiography The Site is located within the Simcoe Lowlands Physiographic Region of Ontario (Chapman & Putnam, 1984). The Simcoe Lowlands physiographic region contains sand plains associated with Lake Simcoe beach deposits. This physiographic description refers to the regional setting.

2.3 Topography and Drainage According to local topographic mapping, the Site is found at an elevation between 234 – 244 m above sea level (masl). According to Valdor (2018) runoff from the south portion

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of the Site (Catchment 105, 0.12 ha, and Catchment 106, 3.15 ha) flows toward the south east corner of the Site. It is our understanding that this runoff then drains east via an existing culvert beneath the rail line toward the PSW. Runoff from the north portion of the Site (Catchment 103, 1.87 ha, and Catchment 104, 0.16 ha) flows toward the north east corner of the Site where it collects within a road side ditch on the south side of Belle Aire Beach Road. It is our understanding that this runoff flows east beneath the adjacent rail line via an existing culvert, outletting into the PSW.

2.4 Bedrock Geology The Ontario Geologic Survey (OGS) Earth Database shows that the uppermost bedrock unit at the Phase I Property consists of limestone of the Simcoe group within the Lindsay Formation (OGS, 2017). Bedrock is sufficiently deep (100 m+) and does not influence the water balance assessment.

2.5 Quaternary Geology The surficial material at the Site reportedly consists of Newmarket Till, which is composed of a sandy silt to silt matrix material. The till is high in matrix carbonate content and contains a moderate to high clast content (Barnett et al., 1999).

A Site visit was conducted on December 5th 2017 to confirm the existing land use and shallow soil conditions at the Site. The subsurface soils were inspected by advancing a hand auger to a maximum depth of 0.60 m at five (5) locations across the Site. In general, the soil consisted of topsoil overlying sandy silt. One location (AG-2) encountered sandy clay beneath the topsoil, while a second location (AG-3) encountered sand and gravel at a depth of 0.30 m beneath the sandy silt. Ground water was not observed within any of the locations, and the soil appeared moist. The auger logs can be found in Appendix B, and the location of each hand auger can be found on Figure 3.

2.6 Hydrogeology The MOECC’s Water Well Records (Appendix C) were referenced for any recorded well information within the vicinity (~ 250 m) of the Site (GIN, 2017, Table 1). Belle Aire Beach Road is currently serviced with municipal water and sewer utilities. Well records can be used to gain subsurface information which can provide insight into the geological formations within the area.

The well records included within Table 1 were advanced primarily for domestic use, however one monitoring well was noted 30 m north east of the Site. Well depths ranged between 6.1 – 22.6 mbgs, with corresponding water levels ranging between 0.61 – 8.53

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mbgs. Two well records indicated a water level of less than 1 m, indicating the potential for shallow conditions, however these records are more than 100 m from the Site.

Table 1: MOE Water Well Database Summary Distance Direction Well Water Elevation Date Primary Well No. from the from the Well Type Depth Level (m) Drilled Use Site (m) Site (m) (m) 7105183 30 North east 240 2007-11-19 Overburden 6.1 - Monitoring 5725642 110 North west 248 1989-09-26 Overburden 22.6 0.91 Domestic 5719842 155 South east 229 1984-10-20 Overburden 11.6 1.52 Domestic 7120579 170 South east - - Overburden 16.8 3.66 Domestic 5707352 190 South east 230 1970-06-30 Overburden 8.2 0.61 Domestic 5719169 195 South east 229 1984-02-27 Overburden 6.1 1.22 Domestic 5730698 195 South east - 1994-04-24 Overburden 11.0 2.13 Domestic 5719497 220 South east 229 1984-09-17 Overburden 11.3 1.83 Domestic 5706363 205 South east 229 1969-06-04 Overburden 12.2 8.53 Domestic

During the Site visit on December 5th 2017, monitoring wells were noted on the adjacent properties to the north (1346 Belle Aire Beach Road) and south west (1357 Belle Aire Beach Road). Based on the nature of the area, these wells were likely installed prior to site development. No records were found for these wells.

Information obtained from the South Simcoe Groundwater Study (Golder, 2004) suggests that the surficial material is composed of a confining material with thin aquifer units found around 200 masl - 180 masl. Shallow ground water flow will likely flow toward Lake Simcoe to the east. Excerpts from the Golder (2004) report are included in Appendix D.

The Oak Ridges Moraine Groundwater Program (ORMGP, 2017) includes a water table layer which was created by contouring the static water levels from all wells where the well screen is less than 20 m deep. This layer is meant to represent an average water table since the values used in its creation were collected from all seasons over time. ORMGP (2017) suggests that the actual water table at any given time of the year may be up to 2-3m lower or higher than the values indicated on the water table layer. According to ORMGP (2017) the water table at the Site is found between 228 – 234 masl, which represents 6 – 14 mbgs. Maps from the ORMGP (2017) are included in Appendix E.

3.0 WATER BALANCE In order to determine the potential changes to the natural ground water recharge conditions, a pre- and post-development water balance assessment has been completed using the Thornthwaite and Mather method (1957). This method evaluates evapotranspiration based on precipitation and temperature. Residual soil saturation is a function of topography and soil type. Monthly data are tabulated from daily average

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temperature and precipitation, and the water budget is a continuous calculation over the period of record. To clarify, the method and the approach used by many individuals in examining infiltration resets annual conditions (moisture deficit, snow storage, etc) over the winter months because of the general lack of infiltration during the frost period. However, we maintain those records and carry them forward from month to month during the entire period of record.

Values were determined on a monthly basis, compiled from daily Environment Canada meteorological data station located in Barrie, Ontario between 1970 and 2016 (Station ID 6110557). The calculations are based on the average conditions during this period; the average precipitation was 908 mm, rainfall was 655 mm, evapotranspiration was 484 mm and the surplus was 424 mm.

The water balance was completed on a Site scale, and on a catchment scale according to the Post-Development Drainage Plan (Valdor, 2018). The Site has been classified as the North Catchment (Catchments 203, 204, & 205), and the South Catchment (Catchments 206 & 207).

3.1 Land Use 3.1.1 Pre-Development Using aerial images the pre-development Site area was classified according to land use/vegetation type. Land within the pre-development area is considered agricultural land (Table 2).

Table 2: Pre Development Area Classification South North Catchment Land Use Catchment Total (m2) (m2) (m2) Agricultural 21,500 31,500 53,000 TOTAL 21,500 31,500 53,000

3.1.2 Post-Development Land within the post-development Site was classified based on the Post-Development Drainage Plan dated November 2018. Land is classified as rooftop, driveway, roadway, sidewalk, and landscaped. The total impervious land area is approximately 23,200 m2 and represents 44% of the total 53,000 m2 area (Table 3).

The post-development drainage plan will include low impact development (LID) strategies to promote infiltration from impervious surfaces. The current water balance will be updated to include LID infiltration when design information is available.

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Table 3: Post-Development Area Classifications (Valdor, 2018) North South Catchment Catchment Land Use Total (m2) (203, 204 & (206 & 207) 205) (m2) (m2) Rooftop 5,060 7,030 12,090 Roadway 3,230 3,590 6,820 Sidewalk 670 900 1,570 Landscaped 12,630 17,170 29,800 Driveway 1,210 1,510 2,720 TOTAL IMPERVIOUS 10,170 13,030 23,200 TOTAL 22,800 30,200 53,000

It should be noted that the base of infiltration LIDs are required to be more than 1m above the high water level (TRCA & CVC, 2010). The water depth and soil type should therefore be confirmed at the Site during detailed design to ensure LID performance.

3.2 Infiltration Infiltration is generated one of two ways: (1) directly from rainfall impact on pervious surfaces; and (2) indirectly when runoff from impervious surfaces is diverted into adjacent naturalized areas.

Infiltration factors for the Site were estimated based on the underlying soil, local topography, and ground cover as per Table 2 of the Ministry of Environment and Energy (MOEE) Hydrogeological Technical Information Requirements for Land Development Applications (1995).

The soil variable factor was determined by taking into account information obtained from the Site visit and the background information sources. This information suggests that the surficial material is composed of sandy silt.

The infiltration factors utilized to determine the direct infiltration in the water balance assessment are summarized in Table 4 below.

Table 4: Summary of Pervious Land Infiltration Factor Land Use Infiltration Factor Assumption Agricultural 0.65 Flat/rolling land, silt/sand soil, cultivated land Landscaped 0.60 Flat/rolling land, silt/sand soil, lawn

To calculate the indirect infiltration numerically, the runoff from hard surfaces that has been directed to natural areas is treated as a supplement to precipitation. A series of

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sensitivity analyses was completed to evaluate water surplus as a function of annual and monthly precipitation (data provided by Barrie, Ontario Station ID 6110557). Surplus is directly proportional to both rainfall and total precipitation, and within a narrow statistical range. Comparison based on rain surplus and total rainfall is most conservative compared to total surplus or total precipitation since it negates the influence of snow and the potential for infiltration through the winter. As shown below in Chart 1, rain surplus increases at a rate of approximately 66% of total rain increase.

Chart 1: Barrie Ontario Climate Station Rainfall Comparison

450 400 350 y = 0.662x - 264.0 300 R² = 0.826 250 200 150 100 50 - Annual Rain Rain Annual (mm) Surplus - 200 400 600 800 1,000 1,200 Annual Rainfall (mm)

This methodology identifies a single value for infiltration / runoff partitioning and this is incorporated here. Again, this is conservative since it assumes the same proportion of surplus is required to overcome soil moisture deficit, however, it is already met. Based on Chart 1, it is assumed that discharging pavement or rooftop runoff to grassed areas will capture 66% of the potential infiltration loss.

3.2.1 Pre-Development Pre-development infiltration was determined by multiplying the annual average surplus amount (424 mm), the area of each land use (Table 2), and the infiltration factor for each land use (Table 4). The pre-development annual infiltration is therefore 14,605 m3 which represents 5,925 m3 from the North Catchment and 8,680 m3 from the South Catchment.

3.2.2 Post-Development Post-development infiltration (without mitigation) was determined by multiplying the annual average surplus amount (424 mm), the area of each land use (Table 3), and the infiltration factor for each land use (Table 4). Impervious areas are assigned an infiltration coefficient of 0. The post-development annual direct infiltration is therefore

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7,585 m3, which represents 3,215 m3 from the North Catchment and 4,370 m3 from the South Catchment. There is therefore a Site wide reduction of approximately 7,020 m3 from pre- to post-development without mitigation.

Additional infiltration can also be gained through conventional rooftop downspouts from the rooftop of the residential units. Table 3 indicates that there is approximately 5,060 m2 of roof area in the north catchment, and 7,030 m2 of roof area in the south catchment. The indirect infiltration from rooftop downspouts is therefore found by multiplying the rooftop area by the rainfall (655 mm), by 0.8 to account for a 20% evaporation factor, and by the infiltration coefficient of the receiving land use (landscaped, 0.60).

The total indirect infiltration from directing all residential rooftop area to the ground via downspouts is therefore 3,800 m3, which represents 1,590 m3 from the North Catchment, and 2,210 m3 from the South Catchment. This brings the post-development infiltration to 11,385 m3 and the pre- to post-development reduction to 3,220 m3.

Alternatively, if only half of the rooftop area is directed to downspouts, then it would represent 795 m3/year from the North Catchment, and 1,105 m3/year from the South Catchment. The total post-development infiltration would then be 9,485 m3/year, and the pre-to post-development reduction would be 5,120 m3/year.

As noted in Section 3.1.2, LIDs will be incorporated into the post-development plan to capture additional infiltration.

3.3 Water Balance Summary Using the climate model data and calculations mentioned above, the following pre and post-development infiltration values have been summarized (Table 5).

Post-development ground water infiltration at the Site is assumed to decrease by approximately 48% at the Site scale when no mitigation measures are employed. This can be broken down into 46% at the North Catchment, and 50% at the South Catchment. This reduction is based on the creation of impervious surfaces associated with driveways, sidewalks, and roads. The 48% reduction equates to approximately 133 mm/year.

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Table 5: Water Balance Summary Post-Development Post-Development Pre-Development No Mitigation With Mitigation (all rooftop to grass) Parameter North South North South North South Total Site Total Site Total Site Catchment Catchment Catchment Catchment Catchment Catchment Area (m2) 53,000 21,500 31,500 53,000 22,800 30,200 53,000 22,800 30,200 Precipitation (m3/year) 48,125 19,520 28,600 48,125 20,700 27,420 48,125 20,700 27,420

Evapotranspiration 25,650 10,405 15,245 25,650 11,035 14,615 25,650 11,035 14,615 (m3/year)

Runoff (m3/year) 7,870 3,190 4,675 14,890 6,450 8,435 11,090 4,860 6,225

Annual Direct 14,605 5,925 8,680 7,585 3,215 4,370 7,585 3,215 4,370 Infiltration (m3/yr) Annual Indirect 0 0 0 0 0 0 3,800 1,590 2,210 Infiltration (m3/year) Total Infiltration 14,605 5,925 8,680 7,585 3,215 4,370 11,385 4,805 6,580 (m3/year) -7,020 m3 -2,710 m3 -4,310 m3 -3,220 m3 -1,120m3 -2,100 m3 Infiltration Change NA NA NA -48.1% -46.0% -50% -22.0% -18.9% -24.2% -133mm/yr -126mm/yr -137mm/yr -61mm/yr -52mm/yr -67mm/yr

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Additional infiltration is utilized when the rooftop runoff is directed to landscaped areas. Rooftop runoff accounts for an additional 3,800 m3 of infiltration per year on a site scale, which brings the post-development infiltration volume to 11,385 m3 for a pre- to post- development deficit of 3,220 m3 or 22% of the pre-development volume. This equates to about 61mm over the entire Site.

It should be noted that the water balance will be updated to account for LID strategies, when design information is available. The LIDs should be placed in both the North Catchment and the South Catchment to ensure adequate infiltration is accounted for in both drainage areas.

4.0 SUMMARY AND CONCLUSIONS Azimuth was retained to conduct a Hydrogeological Evaluation for the proposed residential development located at 1303 Belle Aire Beach Road within the Town of Innisfil, Ontario The Site is approximately 5.3 ha in size and is located on the south side of Belle Aire Beach Road (5th Line), immediately west of the Go Rail corridor, and approximately 725 m east of 20th Sideroad The Site is currently composed of undeveloped agricultural land. The purpose of this assessment was to characterize the existing hydrogeological conditions at the Site and the potential for the proposed development to impact the existing environmental conditions.

The surficial material at the Site reportedly consists of Newmarket Till, which is composed of a sandy silt to silt matrix material. A Site visit was completed to determine the shallow soil type through the advancement of hand augers. In general, the soil consisted of topsoil overlying sandy silt. One location (AG-2) encountered sandy clay beneath the topsoil, while a second location (AG-3) encountered sand and gravel at a depth of 0.30 m beneath the sandy silt. Ground water was not observed within any of the locations, and the soil appeared moist. The Site is found at an elevation between 234 – 244 masl and slopes gently to the south east. There is no storm water infrastructure currently at the Site. Runoff at the Site is therefore expected to follow the local topographic grade. A PSW is located on the east side of the railway. The railway is expected to act as a barrier to surface water runoff contributing directly to the PSW to the east.

A water balance was completed to determine the potential changes to the natural ground water recharge conditions. The water balance was completed on a Site scale, and on a catchment scale. The Site has been classified as the North Catchment (Catchments 203,

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204, & 205), and the South Catchment (Catchments 206 & 207). The pre-development annual infiltration volume was calculated to be 14,605 m3 which represents 5,925 m3 from the North Catchment and 8,680 m3 from the South Catchment. The post- development annual direct infiltration is 7,585 m3, which represents 3,215 m3 from the North Catchment and 4,370 m3 from the South Catchment. There is therefore a Site wide reduction of approximately 7,020 m3 from pre- to post-development without mitigation. Additional infiltration can also be gained through conventional rooftop downspouts from the rooftop of the residential units. The total indirect infiltration from directing all residential rooftop area to the ground via downspouts is 3,800 m3, which represents 1,590 m3 from the North Catchment, and 2,210 m3 from the South Catchment. This brings the post-development infiltration to 11,385 m3 and the pre- to post-development reduction to 3,220 m3. The post-development drainage plan will include LID strategies to promote infiltration from impervious surfaces. The current water balance will be updated to include LID infiltration when design information is available. The LIDs should be placed in both the North Catchment and the South Catchment to ensure adequate infiltration is accounted for in both drainage areas.

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5.0 REFERENCES Barnett, P.J., Cowan, W.R. and Henry, A.P. 1991. Quaternary Geology of Ontario, Ontario Geological Survey, Map 2556, Scale 1:1,000,000.

Chapman L.J., and D.F. Putnam, 1984. The Physiography of Southern Ontario. 3rd Edition, OGS Special Volume 2, Ministry of Natural Resources.

Golder Associates Ltd. (Golder). 2004. North Simcoe Municipal Groundwater Study Draft Report.

Hoffman, D.W. & N.R. Richards, 1962. Soil Survey of Simcoe County. Report No. 29 of the Ontario Soil Survey.

Ontario Geological Survey (OGS).2017. OGS Earth Mapping. Obtained from: https://www.mndm.gov.on.ca/en/mines-and-minerals/applications/ogsearth

Ontario Ministry of the Environment (MOE). 2003.Stormwater Management Planning Design Manual.

Ontario Ministry of the Environment and Climate Change (MOECC), 1995. MOEE Hydrogeological Technical Information Requirements for Land Development Applications.

Ontario Ministry of Transportation (MTO), 1997. Drainage Management Manual. Drainage and Hydrology Section Transportation Engineering Branch Quality and Standards Division.

Thornthwaite, C.W., and Mather, J.R., 1957. Instructions and tables for computing potential evapotranspiration and the water balance. Climatology, vol. 10.

Toronto and Region Conservation Authority (TRCA) and Credit Valley Conservation (CVC). 2010. Low Impact Development Stormwater Management Planning And Design Guide. Version 1.

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APPENDICES

Appendix A: Figures Appendix B: Field Logs Appendix C: MOECC Water Well Records Appendix D: Excerpts from Golder (2004) Appendix E: ORMGP (2017) Mapping

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APPENDIX A

Figures

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LEGEND: Approx. Property Boundary

Wasaga Beach

Barrie

Newmarket Aurora

REG MAP

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Study Area Location

1303 Belle Aire Beach Rd., Innisfil, ON DATE ISSUED:January 2018 Figure No. CREATED BY:JLM PROJECT NO.:17-067 DAYSTAMP: M:\17 Projects\17-067 Belle Aire Beach Hydrogeology\04.0 - Drafting\17-067.dwg REFERENCE:MNRF 1 LEGEND: Approx. Property Boundary

Belle Aire Beach Rd.

Agricultural Go Transit/Metrolinx Corridor

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Site Layout

1303 Belle Aire Beach Rd., Innisfil, ON DATE ISSUED: January 2018 Figure No. CREATED BY: JLM PROJECT NO.: 17-067 2 DAYSTAMP: M:\17 Projects\17-067 Belle Aire Beach Hydrogeology\04.0 - Drafting\17-067.dwg REFERENCE: First Base Solutions LEGEND: Approx. Property Boundary Hand Auger Locations

AG-1 Belle Aire Beach Rd.

AG-5

AG-2

Agricultural Go Transit/Metrolinx Corridor

AG-4

AG-3

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Hand Auger Locations

1303 Belle Aire Beach Rd., Innisfil, ON DATE ISSUED: January 2018 Figure No. CREATED BY: JLM PROJECT NO.: 17-067 3 DAYSTAMP: M:\17 Projects\17-067 Belle Aire Beach Hydrogeology\04.0 - Drafting\17-067.dwg REFERENCE: First Base Solutions

APPENDIX B

Field Logs

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HAND AUGER LOGS

Date: December 5, 2017 Weather: Overcast, 5°C

Location: 1303 Belle Aire Beach Road, Town of Innisfil

Attendance: Jennifer Thompson - Azimuth Environmental Consulting, Inc.

Method of Examination: Hand auger test holes examining soil brought up as well as soil strata at each location.

LEGEND: SOIL TEXTURE Boulders >200 mm Cobbles 60 –200 mm Gravel Coarse 20 – 60 mm Medium 6 – 20 mm Fine 2 – 6 mm Sand Coarse 0.6 – 2 mm Medium 0.2 – 0.6 mm Fine 0.06 – 0.02 mm Silt 0.02 – 0.006 mm Clay <0.002 mm

Fine sand: smallest particle visible to the naked eye Silt: particles not visible to the eye / slightly plastic Clay sticks to skin / plastic

SOIL COMPOSITION “trace” <10% “some” 10 – 20% adjective (e.g. sandy) 20 – 35% “and” 35 –50% noun (e.g. sand) >50%

MOISTURE CONDITION – COHESIONLESS SOILS “dry” absence of moisture, dusty “moist” damp but no visible water “wet” damp and contains noticeable water “saturated” soil is completely wetted to excess and may be dripping

COMPACTNESS CONDITION – COARSE SOILS ‘N’ Value

“very loose” <4 can be excavated by hand “loose” 4 - 10 can be excavated with a spade “compact” 10 - 30 requires a sharp spade “dense” 30 - 50 requires a pick for excavation “very dense” >50 difficult to excavate with pick

CONSISTANCY CONDITION – COHESIVE SOILS ‘N’ value “very soft” < 2 Exudes between fingers when squeezed “soft” 2-4 Moulded by light finger pressure “firm” 4-8 Moulded by strong finger pressure “stiff’ 8-15 Can be indented by thumb “hard” >30

Hand Auger #1 (AG-1)

Location: 44.2744, -79.5570 Test Pit Purpose: To determine the composition of shallow subsurface material

Material Description 0.00 - 0.10 m Top Soil Brown medium to fine grained sand, rootlets, organics, moist, compact, organic odour. 0.10 – 0.40 m Sandy Silt Brown sandy silt with cobbles, moist, compact.

Excavation halted at 0.40 m due to cobbles. No ground water was noted in the auger hole upon completion.

Hand Auger #2 (AG-2)

Location: 44.2732, -79.5575 Test Pit Purpose: To determine the composition of shallow subsurface material

Material Description 0.00 - 0.10 m Top Soil Brown, medium to fine grained sand, rootlets, organics, moist, compact, organic odour. 0.10 – 0.30 m Sandy Clay Brown sandy clay, moist, compact. 0.30 - 0.50 m Clayey Sand Brown clayey sand, dry to moist, blocky, homogeneous. 0.50 - 0.60 m Sandy Clay Brown sandy clay, moist, compact.

Excavation halted at 0.60 m. No ground water was noted in the auger hole upon completion.

Hand Auger #3 (AG-3)

Location: 44.2716, -79.5581 Test Pit Purpose: To determine the composition of shallow subsurface material.

Material Description 0.00 - 0.10 m Top Soil Brown, medium to fine grained sand, rootlets, organics, moist, compact, organic odour. 0.10 – 0.30 m Sand and Silt Dark brown sand and silt, dry to moist, blocky, compact. 0.30 - 0.40 m Sand and Gravel Brown sand and gravel with some cobbles, moist, compact.

Excavation halted at 0.40 m due to cobbles. No ground water was noted in the auger hole upon completion.

Hand Auger #4 (AG-4)

Location: 44.2722, -79.5592 Test Pit Purpose: To determine the composition of shallow subsurface material

Material Description 0.00 - 0.10 m Top Soil Brown, medium to fine grained sand, rootlets, organics, moist, compact, organic odour. 0.10 – 0.30 m Sandy Silt Brown sandy silt, moist, compact, homogeneous. 0.30 – 0.50 m Silty Sand Brown silty sand, moist, compact, homogeneous.

Excavation halted at 0.50 m. No ground water was noted in the auger hole upon completion.

Hand Auger #5 (AG-5)

Location: 44.2740, -79.5581 Test Pit Purpose: To determine the composition of shallow subsurface material

Material Description 0.00 - 0.10 m Top Soil Brown, medium to fine grained sand, rootlets, organics, moist, compact, organic odour. 0.10 – 0.45 m Sandy Silt Brown sandy silt, moist, compact, homogeneous.

Excavation halted at 0.45 m. No ground water was noted in the auger hole upon completion.

APPENDIX C

MOECC Water Well Records

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Water Well Identity : ca.on.waterWell.7105183 External identity : ca.on.waterWell.7105183 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 6.10m Elevation : NaNm Water use : Monitoring Well status : Observation Wells Well type : Unknown Sealing components : From 3.66 to 6.10m; From 0.00 to 3.66m.

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 3.05 Silt SILT TILL [34,61]% [1E-9,2E-5]m.s-1 Till [1E-12,2E-6]m.s-1 3.05 6.10 Silt SILT [34,61]% [1E-9,2E-5]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5725642 External identity : ca.on.waterWell.5725642 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 22.56m Elevation : NaNm Water level : 0.91m Water yield : 22.73lpm Water use : Domestic Well status : Water Supply Well type : Unknown Sealing components : From 1.83 to 4.27m; From 0.00 to 1.83m. Screen components : From 21.336 to 22.56m.

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 0.30 Soil TOPSOIL 0.30 2.74 Sand SAND VERY [26,53]% [2E-7,6E-3]m.s-1 Unknown material GRAVEL [24,44]% [3E-4,3E-2]m.s-1 Gravel 2.74 21.34 Clay CLAY BOULDERS [34,57]% [1E-11,4.7E-9]m.s-1 Gravel [24,44]% [3E-4,3E-2]m.s-1 21.34 22.56 Sand SAND SILT VERY [26,53]% [2E-7,6E-3]m.s-1 Silt [34,61]% [1E-9,2E-5]m.s-1 Unknown material

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5719842 External identity : ca.on.waterWell.5719842 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 11.58m Elevation : 228.60m Water level : 1.52m Water yield : 13.64lpm Water use : Domestic Well status : Water Supply Well type : Unknown

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 0.30 Soil TOPSOIL HARD Unknown material 0.30 6.10 Clay CLAY HARD [34,57]% [1E-11,4.7E-9]m.s-1 Unknown material 6.10 11.58 Clay CLAY HARD [34,57]% [1E-11,4.7E-9]m.s-1 Unknown material

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.7120579 External identity : ca.on.waterWell.7120579 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 16.76m Elevation : NaNm Water level : 3.66m Water yield : 45.46lpm Water use : Domestic Well type : Unknown Well casings : From 0.00 to 15.85m. Sealing components : From 0.00 to 6.10m. Screen components : From 15.8496 to 16.76m.

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 3.66 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1 3.66 9.14 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1 9.14 16.76 Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5707352 External identity : ca.on.waterWell.5707352 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 8.23m Elevation : 230.12m Water level : 0.61m Water yield : 45.46lpm Water use : Domestic Well status : Water Supply Well type : Unknown

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 8.23 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5719169 External identity : ca.on.waterWell.5719169 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 6.10m Elevation : 228.60m Water level : 1.22m Water yield : 22.73lpm Water use : Domestic Well status : Water Supply Well type : Unknown

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 0.30 Anthropogenic material FILL 0.30 4.57 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1 4.57 6.10 Sand FINE SAND [26,53]% [2E-7,6E-3]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5730698 External identity : ca.on.waterWell.5730698 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 10.97m Elevation : NaNm Water level : 2.13m Water yield : 54.55lpm Water use : Domestic Well status : Water Supply Well type : Unknown Sealing components : From 8.23 to 9.75m; From 2.44 to 3.66m. Screen components : From 9.7536 to 10.97m.

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 0.30 Soil TOPSOIL 0.30 1.22 Sand SAND GRAVEL [26,53]% [2E-7,6E-3]m.s-1 Gravel [24,44]% [3E-4,3E-2]m.s-1 1.22 4.57 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1 4.57 9.75 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1 9.75 10.97 Sand SAND GRAVEL [26,53]% [2E-7,6E-3]m.s-1 Gravel MEDIUM SAND [24,44]% [3E-4,3E-2]m.s-1 [26,53]% [2E-7,6E-3]m.s-1 Sand

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5719497 External identity : ca.on.waterWell.5719497 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 11.28m Elevation : 228.60m Water level : 1.83m Water yield : 22.73lpm Water use : Domestic Well status : Water Supply Well type : Unknown Screen components : From 10.3632 to 11.28m.

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 0.91 Sand SAND [26,53]% [2E-7,6E-3]m.s-1 0.91 3.05 Clay CLAY GRAVEL [34,57]% [1E-11,4.7E-9]m.s-1 Gravel SAND [24,44]% [3E-4,3E-2]m.s-1 [26,53]% [2E-7,6E-3]m.s-1 Sand 3.05 9.45 Clay CLAY [34,57]% [1E-11,4.7E-9]m.s-1 9.45 11.28 Sand MEDIUM SAND [26,53]% [2E-7,6E-3]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies Water Well Identity : ca.on.waterWell.5706363 External identity : ca.on.waterWell.5706363 Source : Ontario Ministry of Environment Online resource : http://www.ene.gov.on.ca/environment/en/subject/wells/index.htm Length : 12.19m Elevation : 228.60m Water level : 8.53m Water yield : 9.09lpm Water use : Domestic Well status : Water Supply Well type : Unknown

Well Log Depth Depth GIN Lithology Original Lithology Porosity* Hydraulic from to (m) Conductivity* (m) 0.00 1.52 Anthropogenic material FILL 1.52 4.57 Clay CLAY STONES [34,57]% [1E-11,4.7E-9]m.s-1 Gravel [24,44]% [3E-4,3E-2]m.s-1 4.57 10.67 Clay CLAY STONES [34,57]% [1E-11,4.7E-9]m.s-1 Gravel [24,44]% [3E-4,3E-2]m.s-1 10.67 12.19 Sand COARSE SAND [26,53]% [2E-7,6E-3]m.s-1 Gravel STONES [24,44]% [3E-4,3E-2]m.s-1

*Note: Porosity and hydraulic conductivity values are NOT measured but are derived from tables showing statistical averages for lithologies

APPENDIX D

Excerpts from Golder (2004)

AZIMUTH ENVIRONMENTAL CONSULTING, INC.

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APPENDIX E

ORMGP (2017) Mapping

AZIMUTH ENVIRONMENTAL CONSULTING, INC.

Depth to Water Table - 1303 Belle Aire Beach Road Legend Assessment Parcel Depth to Water Table (m) High : 512.956

Low : 1.1e-005

© Conservation Authorities Moraine Coalition, 2018 229.3 0 114.66 229.3 Metres Map Compiled by the Conservation Authorities Moraine Coalition 101 Exchange Avenue, Vaughan, Ontario, M3N 1S4 SOURCE: CAMC, 2018; MNR, 2018; This map is for information purposes only and the Conservation PROJECTION: WGS_1984_Web_Mercator_Au 1: 4,514 Authorities Moraine Coalition takes no responsibility for, nor guarantees, xiliary_Sphere the accuracy of all the information contained within the map. DATE PRINTED: January 17, 2018 Water Table Elevation - 1303 Belle Aire Beach Road Legend Assessment Parcel Well VFlow YC Area - 100m - Strahler gt3 Water Table (mASL) High : 525.169

Low : 3.71631

© Conservation Authorities Moraine Coalition, 2018 229.3 0 114.66 229.3 Metres Map Compiled by the Conservation Authorities Moraine Coalition 101 Exchange Avenue, Vaughan, Ontario, M3N 1S4 SOURCE: CAMC, 2018; MNR, 2018; This map is for information purposes only and the Conservation PROJECTION: WGS_1984_Web_Mercator_Au 1: 4,514 Authorities Moraine Coalition takes no responsibility for, nor guarantees, xiliary_Sphere the accuracy of all the information contained within the map. DATE PRINTED: January 17, 2018