Functional Servicing Report

FUNCTIONAL SERVICING REPORT

THE MEADOWS RESIDENTIAL DEVELOPMENT CREEMORE, COUNTY OF SIMCOE

August 2020 19112

TABLE OF CONTENTS

1. INTRODUCTION ...... 1

2. SUPPORTING DOCUMENTS ...... 1

3. DESIGN POPULATION ...... 1

4. WATER SUPPLY AND DISTRIBUTION ...... 1

4.1. WATER SERVICING DESIGN CRITERIA ...... 2 4.2. INTERNAL WATER DISTRIBUTION SYSTEM ...... 2 4.3. FIRE FIGHTING REQUIREMENTS ...... 2 5. SANITARY SERVICING OVERVIEW ...... 2

5.1. SANITARY DESIGN CRITERIA ...... 2 5.2. INTERNAL SANITARY SEWER SYSTEM ...... 2 6. STORMWATER MANAGEMENT ...... 3

6.1. ANALYSIS METHODOLOGY ...... 3 6.2. EXISTING DRAINAGE CONDITIONS ...... 3 6.3. PROPOSED STORM DRAINAGE CONDITIONS ...... 4 6.4. STORMWATER QUANTITY CONTROL ...... 4 6.5. LOW IMPACT DEVELOPMENT ...... 5 6.6. STORMWATER QUALITY CONTROL ...... 5 6.7. WATER BALANCE ...... 6 6.8. PHOSPHORUS CALCULATIONS ...... 6 7. SECONDARY UTILITIES ...... 7

8. CONCLUSIONS ...... 7

www.pearsoneng.com I Barrie Vaughan Ottawa 19112 705-719-4785

APPENDICES

Appendix A – Water Servicing Calculations Appendix B – Sanitary Servicing Calculations Appendix C – Stormwater Management Calculations Appendix D – Water Balance Calculations Appendix E – Phosphorus Calculations Appendix F – Permeable Pavers Details Appendix G – Terraprobe, Assessment of Groundwater Levels (June 30, 2011) Appendix I – Pearson Engineering Drawings

LIST OF FIGURES & DRAWINGS

Figure 1 – Location Plan SG-1 – Site Grading Plan SS-1 – Site Servicing Plan STM-1 – Pre-Development Storm Drainage Plan STM-2 – Post-Development Storm Drainage Plan EP-1 – Environmental Protection Plan

www.pearsoneng.com II Barrie Vaughan Ottawa 19112 705-719-4785

FUNCTIONAL SERVICING REPORT 135 – 139 MARY STREET - CREEMORE 1. Introduction

PEARSON Engineering Ltd. has been retained by PIVAG Inc. (Client) to prepare a Functional Servicing Report (FSR) in support of the proposed 3-storey residential buildings located at 135 – 139 Mary Street in the Village of Creemore (Town), County of Simcoe (County). The subject property is approximately 1.92 ha of densely treed, undeveloped land located between Elizabeth Street and Edward Street. The existing site generally drains towards the south to the existing ditch along Edward Street. The location of the site can be seen on Figure 1. This FSR assesses the existing municipal infrastructure in the vicinity of the Project, the onsite Stormwater Management (SWM) facilities and internal services required to service the proposed Project. The report also includes preliminary design calculations and a brief outline of the proposed internal services, as well as comments regarding the ability of the various secondary utilities to service the site. 2. Supporting Documents

The following documents have been referenced in the preparation of this report:  Ministry of the Environment, Design Guidelines for Sewage Works – 2008  Ministry of the Environment, Design Guidelines for Drinking-Water Systems - 2008  Ministry of the Environment, Stormwater Management Planning and Design Manual, March 2003  Township of Clearview, Engineering Standards – 2016 3. Design Population

The proposed two 3-storey buildings will have 36 units each, consisting one and two bedroom units. Based on the average unit size and population density of the building, a design population of 2.34 persons per unit has been selected. This results in a maximum projected design population of 168 persons. Refer to Appendix A for calculations. 4. Water Supply and Distribution

The water system for this Project is intended for domestic and firefighting use. There is an existing municipal 100 mm diameter watermain on the east side of Mary Street which will be upgraded to a 150 mm diameter watermain. The site will be serviced by connecting a 150 mm diameter watermain to the existing watermain on Mary Street. Those services will then connect to the proposed 150 mm diameter service to within the site. The connections will be made to each building individually with a proposed 150 mm diameter service. Based on the Creemore Water and Sewer Unallocated Capacity Technical Memorandum completed by Burnside in December 2019, the village of Creemore currently has water capacity for an additional 93 units. It is therefor determined that the water supply for the proposed development shall be adequate.

Functional Servicing Report, August 2020 1 The Meadows Residential Development, Creemore 19112

PEARSON ENGINEERING LTD. PEARSONENG.COM PH. 705.719.4785

4.1. Water Servicing Design Criteria

The site is to have a total population of 168 persons. Utilizing the Ministry of the Environment, Conservation, and Parks (MECP) Guidelines for domestic water use of 225 L/capita/day, the Average Day Demand (ADD) that is required is 0.44 L/s. The Peak Rate factor of 4.13 is used in calculating the Peak Hour Demand of 1.81 L/s for the development. Calculations for the domestic water requirements for the site can be found in Appendix A.

4.2. Internal Water Distribution System

To service the site, the 100 mm diameter watermain located on the east side of Mary Street will be removed and replaced with a 150 mm diameter watermain. The site will be supplied by a 150 mm diameter connection to the proposed watermain on Mary Street. The domestic water to each building will be a 150 mm diameter service.

4.3. Fire Fighting Requirements

There are two (2) fire hydrants proposed for the site, fronting each of the proposed buildings. The fire hydrants will be serviced by a 150 mm diameter service connected to the proposed 150 mm diameter watermain that runs through the site. There are also existing hydrants located on the north side of Edward Street, south of the Project Site. If required, water pressure test on the existing hydrants can be completed at the detailed design phase to confirm existing pressure and flow. 5. Sanitary Servicing Overview

5.1. Sanitary Design Criteria

The site is to have a total population of 168 persons. Utilizing the MECP Guidelines for domestic sewer use of 225 L/capita/day, the Average Daily Flow (ADF) of 0.47 L/s. is calculated. Using a Peaking Factor of 4.00 for this project, the Peak Flows of 1.88 L/s are calculated for the entire development.

5.2. Internal Sanitary Sewer System

The Project's sanitary sewer system will convey flow via a 200 mm gravity sanitary sewer on the site and connect to an existing manhole as part of the existing 200 mm diameter sanitary sewer on Edward Street. The existing 200 mm diameter sanitary sewer on Edward Street runs east to west and has a capacity of 19.4 L/s at 0.35%.The proposed peak flow is 9.69% of the existing capacity and therefore the existing 200 mm diameter sanitary sewer is sufficient to convey the sanitary design flows. The proposed Sanitary sewer system is shown on Drawing SS-1. Sanitary design flow calculations can be found in Appendix B. Based on the Creemore Water and Sewer Unallocated Capacity Technical Memorandum completed by Burnside in December 2019, the village of Creemore currently has no wastewater capacity available. It is understood that an upgrade to Wastewater Treatment Plant is currently being reviewed. These upgrades will be necessary to endure these additional flows proposed from this development.

Functional Servicing Report, August 2020 2 The Meadows Residential Development, Creemore 19112

6. Stormwater Management

A key component of the development is the need to address environmental and related SWM issues. These are examined in a framework aimed at meeting the Township, NVCA, and MECP requirements. SWM parameters have evolved from an understanding of the location and sensitivity of the site's natural systems. This FSR focuses on the necessary measures to satisfy the MECP’s SWM requirements. It is understood the objectives of the SWM plan are to:  Protect life and property from flooding and erosion  Maintain water quality for ecological integrity, recreational opportunities etc.  Protect and maintain groundwater flow regime(s).  Protect aquatic and fishery communities and habitats.  Maintain and protect significant natural features.

6.1. Analysis Methodology

The design of the SWM Facilities for this site has been conducted in accordance with:  The Ministry of the Environment Stormwater Management Planning and Design Manual, March 2003  Township of Clearview, Engineering Standards – 2016  Nottawasaga Valley Conversation Authority Stormwater Technical Guide, December 2016 In order to design the facilities to meet these requirements, it is essential to select the appropriate modeling methodology for the storm system design. Given the size of the site, the Modified Rational Method is appropriate for the design for the SWM system.

6.2. Existing Drainage Conditions

The existing Project site currently consists of a partially treed vacant lot. Preliminary review of the site identifies that the majority of the site's stormwater flows generally from north to south overland at approximately 0.5% towards the open ditch on Edward Street. This ditch flows easterly ultimately ending at Concession Road 3. The stormwater runoff from Concession Road 3 is conveyed via overland flow in a southeasterly direction eventually outletting to the Mad River. Details of existing storm drainage conditions are shown on Drawing STM-1. According to the Geotechnical Investigation prepared by Terraprobe, dated May 2, 2005, indicated that soils in the area consist of a gravely loam. The project site is identified to have 150 mm - 300 mm of sandy topsoil with generally sandy gravel with trace to some silt and cobbles underneath. These soils are known to be conducive to infiltrating stormwater runoff. Based on the Assessment of Groundwater Levels Report attached in Appendix G by Terraprobe dated June 30, 2011, peak groundwater levels on site have been found to range between 0.20 m – 1.40 m from the existing ground surface. Pre-development peak flows for the site were calculated using the site’s current conditions and can be seen in Table 1 below. Detailed calculations for the existing drainage conditions can be found in Appendix C.

Functional Servicing Report, August 2020 3 The Meadows Residential Development, Creemore 19112

Table 1: Pre-Development Peak Flows

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

Storm Storm Storm Storm Storm Storm

Total Site (m3/s) 0.08 0.10 0.12 0.15 0.19 0.21

6.3. Proposed Storm Drainage Conditions

The proposed drainage for the site will generally follow pre-development conditions. The majority of the projects roadways will be conveyed overland to catchbasins and into a storm sewer system. The storm sewers will convey stormwater runoff to a proposed Oil Grit Separator (OGS) filtration unit which will provide quality control for the site. The water will discharge from the OGS into a proposed SWM pond which will provide water balance and quantity control for the site. Rooftop drainage from the site will be conveyed through a 300 mm diameter storm lead from the proposed buildings. Discharge from the pond will flow into the existing ditch on Edward Street. The area north of the buildings will drain to a proposed swale and storm sewer system towards the eastern property line. The flow is then directed by the storm sewer southward towards the existing ditch on Edward Street. A subdrain and catchbasins are proposed in the swale that will outlet runoff to the Edward Street ditch. Preliminary layout for stormwater servicing can be found on Drawing SS-1. The proposed post-development storm drainage patterns can be found on Drawing STM-2. Calculations for the proposed stormwater management system can be found in Appendix C. The Project site will be drained via the proposed storm sewer which will be sized for the 5-year storm event using the rational method with major system flow directed to the proposed dry pond. In the event of a storm greater than the 100-year storm, the stormwater within the driveway and parking lot will be conveyed towards the pond with an overflow weir in the parking lot. The flows north of the building will be directed by the swale towards the existing ditch on Edward Street. Refer to Drawing SG-1 for details of the preliminary grading design.

6.4. Stormwater Quantity Control

Quantity control on site will be provided through the use if a proposed dry pond SWM facility located in the south east corner of the site. The SWM pond will be designed using 4:1 side slopes and a maximum depth of 0.60 m. The outlet structure is located at the south east section of the pond, comprised of a hickenbottom structure complete with 250 mm diameter orifice pipe. Post- development peak flows for the site can be seen in Table 2 below. Table 2: Post-Development Peak Flows

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

Storm Storm Storm Storm Storm Storm Uncontrolled Areas 0.02 0.03 0.04 0.05 0.06 0.07 (Areas 1 & 9) (m3/s) Controlled Area to Ditch 0.01 0.01 0.02 0.02 0.03 0.03 (Areas 4) (m3/s) Controlled Area to SWM Pond 0.01 0.02 0.02 0.03 0.04 0.05 (Areas 2, 3, & 5 -8) (m3/s)

Total Site (m3/s) 0.04 0.06 0.08 0.10 0.13 0.15

Functional Servicing Report, August 2020 4 The Meadows Residential Development, Creemore 19112

Preliminary calculations indicate that 314 m3 of storage will be required for the 100-year storm event. Refer to Appendix C for calculations. This corresponds to an elevation of 255.68 m providing 0.17 m of freeboard to the top of berm elevation of 255.85. Table 3 below summarizes the storage volumes and water levels for the SWM Pond associated with the various storm events. Outflow from the pond is expected to be lower than the calculated values as the pond includes 187 m3 of infiltration in the bottom of the pond which will inherently reduce the volume of runoff and peak flows leaving the site. Table 3: Pond Release Rates and Water Levels

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

Storm Storm Storm Storm Storm Storm

Peak Flow (m3/s) 0.01 0.02 0.02 0.03 0.04 0.05

Storage Volume (m3) 160 181 196 244 287 314

Ponding Elevation (m) 255.57 255.58 255.59 255.63 255.66 255.68

6.5. Low Impact Development

Modern Stormwater Management (SWM) practices have evolved over recent years, with Low Impact Development (LID) techniques being widely used as the preferred method of Stormwater Management. The stormwater management for the site is to be provided by a combination of a treatment train approach consisting of LID features. As such, it is proposed that LID techniques be implemented throughout the development in the form of permeable pavers. Permeable Pavers are proposed to be implemented in the parking lot to treat stormwater runoff from the paved areas for quality control, as well as help reduce phosphorous levels. The filter component of permeable pavers are generally comprised of a mixture of granular base and clear stone. A perforated pipe will be installed in the bottom of the trench that will connect to the storm sewer. The permeable pavers details can be found in Appendix F. Low Impact Development features are an emerging technology and therefore the guidelines listed above are subject to change. As standard details and specifications are still being developed, all details and locations are to be reviewed and approved by the Village of Creemore.

6.6. Stormwater Quality Control

The Ministry of the Environment, Conservation, and Parks (MECP) in March 2003 issued a “Stormwater Management Planning and Design Manual”. The objective of our Stormwater Quality Control will be to ensure Enhanced Protection quality control as stated in the MOE manual. To achieve enhanced protection, permanent and temporary control of erosion and sediment transport are proposed and are discussed in the following sections.

6.6.1. During Construction Activities

During construction, earth grading and excavation will create the potential for soil erosion and sedimentation. It is imperative that effective environmental and sedimentation controls are in place and maintained throughout the duration of construction activities to ensure stormwater runoff's quality.

Functional Servicing Report, August 2020 5 The Meadows Residential Development, Creemore 19112

Therefore, the following recommendations shall be implemented and maintained during construction to achieve acceptable stormwater runoff quality:  Installation of silt fence along the entire perimeter of the site to reduce sediment migration onto surrounding properties.  Installation of a construction entrance mat to minimize transportation of sediment onto roadways.  Restoration of exposed surfaces with vegetative and non-vegetative material as soon as construction schedules permit. The duration in which surfaces are disturbed/exposed shall not exceed 30 days.  Reduce stormwater drainage velocities where possible.  Minimize the amount of existing vegetation removed.

6.6.2. Post Construction Activities

The development's parking facilities pose a risk to stormwater quality through the collection of grit, sand and oils on the paved surface. A CDS PMSU2025-5 treatment unit or equivalent treatment unit is proposed before the SWM Pond in order to treat the stormwater released from the site to MECP Enhanced or Level 1 Protection standard with a predicted annual load removal efficiency of 83.5%. This MECP standard stipulates a Total Suspended Solids (TSS) removal of at least 80%.

6.7. Water Balance

Since the post-development state will increase the imperviousness of the site, considerations were taken in regard to groundwater recharge. A water budget was completed as per NVCA guidelines. Under pre-development conditions, the project site consists of forest area which infiltrates approximately 5,050 m3 annually. With the increased imperviousness of the site, this recharge will be reduced to 2,682 m3, resulting in a deficit volume of 2,368 m3. In order to infiltrate the deficit volume of 2,368 m3 annually, it is proposed to infiltrate the first 4 mm from the SWM Pond’s drainage area in the bottom 0.15 m of the pond. The 4 mm storm is equivalent to 330.4 mm annually, which will infiltrate 2,368 m3 per year, meeting the predevelopment recharge. However, NVCA Guidelines state that a minimum volume equivalent to 5 mm over the entire site area is to be infiltrated which results in a total volume of 54.2 m3. As the SWM Pond includes a total storage volume of 187 m3 available for infiltration, this criteria is achieved. Due to seasonally high groundwater levels approximately 0.20 m below the ground surface, there is a risk of groundwater infiltrating the bottom of the SWM Pond, however, infiltration shall be feasible the majority of the year.Detailed calculations can be seen in Appendix D.

6.8. Phosphorus Calculations

Local conservation authorities have determined the importance of reducing phosphorus levels in water courses in this area. The existing site consists of forest land and the development of the project will increase the amount of phosphorus contributed from the site. As such, best efforts were implemented in order to reduce phosphorus levels being contributed from the site as much as is reasonably possible. To minimize the site’s phosphorous discharge, a treatment train approach will be implemented. Stormwater from the majority of the site’s paved surfaces will be conveyed overland to permeable pavers for filtration. Storm runoff filtrate through the pavers and be collected by the catchbasins located in the pavers which are complete with sump to settle larger particles. Ultimately, all storm runoff will be conveyed to a SWM Pond which will further reduce phosphorous levels. Following the SWM Pond, stormwater will flow to the existing ditch along Edward Street.

Functional Servicing Report, August 2020 6 The Meadows Residential Development, Creemore 19112

According to the NVCA Phosphorus Loading Development Tool, the typical phosphorus reduction is 45% for permeable pavement, 100% for SWM Pond infiltration. As the Phosphorus Loading Development Tool only allows an area to be assigned one BMP, a weighted average removal rate was calculated for the various treatment train scenarios throughout the site. Stormwater conveyed through the wet pond, followed by the grassed swale will achieve a reduction of 87%. For this area, the “User Entry” option was selected in the Tool, and the calculated reduction was inputted. The proposed OGS treatment unit also inherently will remove some phosphorous, however, can not be included towards the calculations. The following Table 4 details the anticipated phosphorous loadings for the pre and post-development conditions. Table 4: Phosphorus Loadings

Total P (kg) Pre-Development 0.12 Uncontrolled Post-Development 2.00 Controlled Post-Development 1.56

Detailed calculations can be found in Appendix E. 7. Secondary Utilities

Given the location of the subject site, it is anticipated that secondary utilities (hydro, cable, phone and gas) will be available to service the site. Letters will be sent to each of the utilities to ensure they are aware of the Project. 8. Conclusions

The proposed development will require the connection of sanitary and watermain services to the existing municipal services on Mary Street. Storm services for the development will be conveyed to Edward Street. The SWM design for this site takes into account the existing conditions and is contained within the site's boundaries. An OGS is proposed to provide the required quality control to satisfy the MECP Enhanced level requirements and a proposed dry pond is proposed for quantity control. Implementation of the designs outlined in this report will ensure that the stormwater drainage from the site complies with the requirements of the reviewing authorities. We confirm that the SWM flows from the site, as outlined in the enclosed, will be of acceptable quality both during and after construction, and further, in the event of a major storm, that proper facilities are in place to protect the buildings and adjacent properties. All of which is respectfully submitted, Pearson Engineering Ltd.

Mike Dejean, P.Eng. Gary Pearson, P. Eng Manager of Engineering Services Principal

Functional Servicing Report, August 2020 7 The Meadows Residential Development, Creemore 19112

APPENDIX A

WATER SERVICING CALCULATIONS

Functional Servicing Report, August 2020 A The Meadows Residential Development, Creemore 19112

135 - 139 Mary Street - Creemore Water Flow Calculations

Design Criteria Demand per capita (Q): 225 L/cap/day Peak Rate Factor (Max. Hour) 4.13 (Table 3-1: Peaking Factors, MECP Design Guidelines for Drinking-Water Systems) Max. Day Factor 2.75 (Table 3-1: Peaking Factors, MECP Design Guidelines for Drinking-Water Systems)

Site Data Description Density Units Flow Rate Peaking Factors Apartments 2.34 people/unit 72 units 225 L/cap/d MAX DAY FACTOR* 2.75 PEAK RATE FACTOR* 4.13 *From MOE Manual based on Calculate Population Population of 500 - 1,000 Pop. Apartments = 2.34 x 72 Pop. Total = 168 people

Calculate Average Day Demand (ADD) ADD = 225 x 168 ADD = 37,908 L/day ADD = 0.44 L/s

Calculate Max Day Flow MDF = 0.44 x 2.75 MDF = 1.21 L/s

Calculate Peak Hour Demand PHD = 0.44 x 4.13 PHD = 1.81 L/s

APPENDIX B

SANITARY SERVICING CALCULATIONS

Functional Servicing Report, August 2020 B The Meadows Residential Development, Creemore 19112

135 - 139 Mary Street, Creemore Sanitary Flow Calculations

Design Criteria Flow per capita (Q): 225 L/cap/day Peak Flow Qp = P * Q * M / 86400 + I * A Peaking Factor (Harmon Formula) M = 1 + ( 14 / ( 4 + ( P / 1000 ) ^ 0.5 ) ) Where: 2 <= "M" <= 4

Site Data Description Density Units Flow Rate Apartments 2.50 people/unit 72 units 225 L/cap/d

Calculate Population Pop. Apartments = 2.50 x 72 Pop. = 180 people

Calculate Average Daily Flows ADF (L/s) = 225 x 180 ADF (L/s) = 40,500 L/day ADF (L/s) = 0.47 L/s

Calculate Peaking Factor M = 1 + 14 + 0.1 * 0.12 4 + 180 0.5 1,000 M = 4.18 Use Max Peaking Factor 4

Calculate Peak Flow Qp = 0.47 x 4.00 = 1.88 L/s

APPENDIX C

STORMWATER MANAGEMENT CALCULATIONS

Functional Servicing Report, August 2020 C The Meadows Residential Development, Creemore 19112

135 - 139 Mary Street, Creemore Calculation of Runoff Coefficients

Runoff Coefficient = 0.20 0.95 0.95 0.40 0.95 Weighted Surface Cover = Grass Asphalt Building Gravel Conc. Runoff Coefficient

Total Area Area Area Area Area Area Pre-Development (m2) (m2) (m2) (m2) (m2) (m2) 1 19200 19200 0000 0.20 Pre Total 19200 19200 0000 0.20

Total Area Area Area Area Area Area Post-Development (m2) (m2) (m2) (m2) (m2) (m2) 1 5292 5292 0000 0.20 2 1269 341 865 0 0 63 0.75 3 1192 0 0 1192 0 0 0.95 4 2791 2791 0000 0.20 5 1192 0 0 1192 0 0 0.95 6 4106 1367 2112 0 0 627 0.70 7 886 270 578 0 0 38 0.72 8 2197 2197 0000 0.20 9 274 0 0 0 266 8 0.42 Post Total 19200 12259 3555 2384 266 736 0.46

19112 - SWM 8/12/2020 135 - 139 Mary Street, Creemore Pre-Development Peak Flows

Modified Rational Method Storm Event (Yrs) Coeff A Coeff B Q = CiCIA / 360

2 20.8 -0.699 Where: 5 27.5 -0.699 Q - Flow Rate (m3/s) 10 31.9 -0.699 C - Rational Method Runoff Coefficient 25 37.5 -0.699 I - Storm Intensity (mm/hr) 50 41.7 -0.699 A - Area (ha.) 100 45.8 -0.699 Ci - Peaking Coefficient

Area Number 1 Area 1.92 ha

Runoff Coefficient 0.20

Time of Concentration 10 min

Return Rate 2 year Peaking Coefficient (Ci) 1.00 Rainfall Intensity 72.8 mm/hr Pre-Development Peak Flow 0.08 m3/s

Return Rate 5 year Peaking Coefficient (Ci) 1.00 Rainfall Intensity 96.2 mm/hr Pre-Development Peak Flow 0.10 m3/s

Return Rate 10 year Peaking Coefficient (Ci) 1.00 Rainfall Intensity 111.6 mm/hr Pre-Development Peak Flow 0.12 m3/s

Return Rate 25 year Peaking Coefficient (Ci) 1.10 Rainfall Intensity 131.2 mm/hr Pre-Development Peak Flow 0.15 m3/s

Return Rate 50 year Peaking Coefficient (Ci) 1.20 Rainfall Intensity 145.9 mm/hr Pre-Development Peak Flow 0.19 m3/s

Return Rate 100 year Peaking Coefficient (Ci) 1.25 Rainfall Intensity 160.2 mm/hr Pre-Development Peak Flow 0.21 m3/s

19112 - SWM 8/12/2020 135 - 139 Mary Street, Creemore Post-Development Peak Flows

Modified Rational Method Storm Event (yrs) Coeff A Coeff B Q = CiCIA / 360

Uncontrolled AreaControlled to Ditch Controlled to SWM Pond Area Number Areas 1 & 9Area 4 Areas 2, 3, & 5 - 8 Area 0.56 ha 0.28 ha 1.08 ha

Runoff Coefficient 0.21 0.20 0.66

Time of Concentration 10 min 10 min 10 min

Return Rate 2 year 2 year 2 year Peaking Coefficient (Ci) 1.00 1.00 1.00 Rainfall Intensity 72.8 mm/hr 72.8 mm/hr 72.8 mm/hr Post-Development Peak Flow 0.02 m3/s 0.01 m3/s 0.14 m3/s

Return Rate 5 year 5 year 5 year Peaking Coefficient (Ci) 1.00 1.00 1.00 Rainfall Intensity 96.2 mm/hr 96.2 mm/hr 96.2 mm/hr Post-Development Peak Flow 0.03 m3/s 0.01 m3/s 0.19 m3/s

Return Rate 10 year 10 year 10 year Peaking Coefficient (Ci) 1.00 1.00 1.00 Rainfall Intensity 111.6 mm/hr 111.6 mm/hr 111.6 mm/hr Post-Development Peak Flow 0.04 m3/s 0.02 m3/s 0.22 m3/s

Return Rate 25 year 25 year 25 year Peaking Coefficient (Ci) 1.10 1.10 1.10 Rainfall Intensity 131.2 mm/hr 131.2 mm/hr 131.2 mm/hr Post-Development Peak Flow 0.05 m3/s 0.02 m3/s 0.29 m3/s

Return Rate 50 year 50 year 50 year Peaking Coefficient (Ci) 1.20 1.20 1.20 Rainfall Intensity 145.9 mm/hr 145.9 mm/hr 145.9 mm/hr Post-Development Peak Flow 0.06 m3/s 0.03 m3/s 0.35 m3/s

Return Rate 100 year 100 year 100 year Peaking Coefficient (Ci) 1.25 1.25 1.25 Rainfall Intensity 160.2 mm/hr 160.2 mm/hr 160.2 mm/hr Post-Development Peak Flow 0.07 m3/s 0.03 m3/s 0.40 m3/s

19112 - SWM 8/12/2020 135 - 139 Mary Street, Creemore SWM Pond Stage-Storage-Discharge Table

Orifice Tube Orifice Tube Weir Weir ElevationArea Volume Cum. Vol. Total Flow Head Flow Head Flow (m) (m2)(m3)(m3) (m) (m3/s) (m) (m3/s) (m3/s) INFILTRATION VOLUME 255.25 1208 0 0 0.00 0.000 0.00 0.000 0.000 255.30 1234 61 61 0.00 0.000 0.00 0.000 0.000 255.35 1262 62 123 0.00 0.000 0.00 0.000 0.000 255.40 1289 64 187 0.00 0.000 0.00 0.000 0.000 QUANTITY CONTROL VOLUME 255.45 1317 65 0 0.00 0.000 0.00 0.000 0.000 255.50 1348 67 67 0.00 0.000 0.00 0.000 0.000 255.55 1376 68 135 0.00 0.000 0.00 0.000 0.000 255.60 1405 70 204 0.05 0.025 0.00 0.000 0.025 255.65 1433 71 275 0.10 0.035 0.00 0.000 0.035 255.70 1462 72 348 0.15 0.043 0.05 0.019 0.062 255.75 1492 74 421 0.20 0.050 0.10 0.054 0.104 255.80 1521 75 497 0.25 0.056 0.15 0.099 0.154 255.85 1551 77 574 0.30 0.061 0.20 0.152 0.213

Orifice Tube Diameter 200 mm Invert Elevation 255.45 Orifice Constant 0.80 Orifice Centroid 255.55 Orifice Flow Formula 0.80π(D/2000)2x(2x9.81xH)0.5

Major Storm Control Weir Width 1.00 m

Invert of Weir 255.65 m Weir Flow Formula 1.7WH1.5

19112 - SWM 8/12/2020 135 - 139 Mary Street, Creemore Quantity Control Volume Calculations

DATE: 1-Aug-20 FILE: 19112 - Creemore CONTRACT/PROJECT: Gray - The Meadows Modified Rational Method Parameters SWM Pond Design Input COMPLETED BY: JPE Time of Pre Development Post Development Time Increments Pre Development Post Development Chicago Storm Chicago Storm Allowable Post Concentration Area (ha) Area (ha) (min) Runoff Coefficient Runoff Coefficient Storm Event Coefficient Coefficient Outflow Development (min) (yrs) Runoff Coefficient 1.92 1.08 10 10 0.20 0.66 A B (m3/s) Note: Refer to page Calculation of Runoff Coefficients for detailed calculations of Modified Rational Method parameters. 2 20.8 -0.699 0.01 0.66 5 27.5 -0.699 0.02 0.66 Pre-Development Runoff Rate 10 31.9 -0.699 0.02 0.66 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 25 37.5 -0.699 0.03 0.73 C 0.20 0.20 0.20 0.22 0.24 0.25 50 41.7 -0.699 0.04 0.79 I 72.78 96.22 111.61 131.21 145.90 160.25 100 45.8 -0.699 0.05 0.83 A 1.92 1.92 1.92 1.92 1.92 1.92 Q 0.08 0.10 0.12 0.15 0.19 0.21 Note: Q= 0.00278CIA Results Storm Storage Time Event (yrs) (m3) (min) 2 160 260 5 181 160 10 196 130 25 244 120 50 287 110 100 314 100 Note: Storage volume calculated as per Hydrology Handbook, Second Edition, American Society of Civil Engineers, 1996

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Time Intensity Inflow Outflow StorageDifference Intensity Inflow Outflow StorageDifference Intensity Inflow Outflow StorageDifference Intensity Inflow Outflow StorageDifference Intensity Inflow Outflow StorageDifference Intensity Inflow Outflow Storage Difference (min) mm/hr m3/s m3/s m3 mm/hr m3/s m3/s m3 mm/hr m3/s m3/s m3 mm/hr m3/s m3/s m3 mm/hr m3/s m3/s m3 mm/hr m3/s m3/s m3

10 72.78 0.145 0.009 82 18 96.22 0.192 0.016 105 22 111.61 0.222 0.022 120 24 131.21 0.287 0.031 154 31 145.90 0.349 0.040 185 37 160.25 0.399 0.050 209 41 20 44.83 0.089 0.009 99 11 59.27 0.118 0.016 127 13 68.75 0.137 0.022 144 15 80.82 0.177 0.031 185 18 89.88 0.215 0.040 222 22 98.71 0.246 0.050 250 23 30 33.77 0.067 0.009 110 8 44.64 0.089 0.016 140 10 51.79 0.103 0.022 159 10 60.88 0.133 0.031 203 12 67.69 0.162 0.040 243 14 74.35 0.185 0.050 273 15 40 27.62 0.055 0.009 119 6 36.51 0.073 0.016 150 7 42.35 0.084 0.022 169 7 49.79 0.109 0.031 216 9 55.36 0.132 0.040 258 10 60.81 0.151 0.050 289 10 50 23.63 0.047 0.009 125 5 31.24 0.062 0.016 157 6 36.24 0.072 0.022 177 6 42.60 0.093 0.031 225 7 47.37 0.113 0.040 268 7 52.03 0.129 0.050 299 7 60 20.80 0.041 0.009 130 4 27.50 0.055 0.016 163 4 31.90 0.064 0.022 182 4 37.50 0.082 0.031 231 5 41.70 0.100 0.040 275 5 45.80 0.114 0.050 306 5 70 18.68 0.037 0.009 135 4 24.69 0.049 0.016 167 4 28.64 0.057 0.022 187 3 33.67 0.074 0.031 236 3 37.44 0.089 0.040 280 3 41.12 0.102 0.050 310 3 80 17.01 0.034 0.009 139 3 22.49 0.045 0.016 170 3 26.09 0.052 0.022 190 2 30.67 0.067 0.031 239 2 34.10 0.081 0.040 284 2 37.46 0.093 0.050 313 1 90 15.67 0.031 0.009 142 3 20.71 0.041 0.016 173 2 24.03 0.048 0.022 192 2 28.25 0.062 0.031 242 2 31.41 0.075 0.040 286 1 34.50 0.086 0.050 314 0 100 14.55 0.029 0.009 145 2 19.24 0.038 0.016 175 2 22.32 0.044 0.022 194 1 26.24 0.057 0.031 243 1 29.18 0.070 0.040 287 0 32.05 0.080 0.050 314 -1 110 13.62 0.027 0.009 147 2 18.00 0.036 0.016 177 1 20.88 0.042 0.022 195 1 24.55 0.054 0.031 244 0 27.30 0.065 0.040 287 -1 29.98 0.075 0.050 313 -2 120 12.81 0.026 0.009 149 2 16.94 0.034 0.016 179 1 19.65 0.039 0.022 196 0 23.10 0.051 0.031 244 0 25.69 0.061 0.040 287 -1 28.21 0.070 0.050 311 -3 130 12.12 0.024 0.009 151 2 16.02 0.032 0.016 180 1 18.58 0.037 0.022 196 0 21.84 0.048 0.031 244 -1 24.29 0.058 0.040 286 -2 26.68 0.066 0.050 309 -3 140 11.50 0.023 0.009 152 1 15.21 0.030 0.016 180 0 17.64 0.035 0.022 196 0 20.74 0.045 0.031 243 -1 23.06 0.055 0.040 284 -2 25.33 0.063 0.050 306 -4 150 10.96 0.022 0.009 154 1 14.49 0.029 0.016 181 0 16.81 0.033 0.022 196 -1 19.76 0.043 0.031 242 -2 21.98 0.053 0.040 282 -3 24.14 0.060 0.050 302 -4 160 10.48 0.021 0.009 155 1 13.85 0.028 0.016 181 0 16.07 0.032 0.022 195 -1 18.89 0.041 0.031 241 -2 21.01 0.050 0.040 279 -3 23.07 0.057 0.050 297 -5 170 10.04 0.020 0.009 156 1 13.28 0.026 0.016 181 0 15.40 0.031 0.022 194 -1 18.11 0.040 0.031 239 -2 20.14 0.048 0.040 276 -3 22.12 0.055 0.050 293 -5 180 9.65 0.019 0.009 157 1 12.76 0.025 0.016 180 0 14.80 0.029 0.022 193 -1 17.40 0.038 0.031 236 -2 19.35 0.046 0.040 273 -4 21.25 0.053 0.050 287 -6 190 9.29 0.019 0.009 158 1 12.29 0.024 0.016 180 -1 14.25 0.028 0.022 191 -2 16.75 0.037 0.031 234 -3 18.63 0.045 0.040 269 -4 20.46 0.051 0.050 282 -282 200 8.97 0.018 0.009 158 0 11.85 0.024 0.016 179 -1 13.75 0.027 0.022 190 -2 16.16 0.035 0.031 231 -3 17.97 0.043 0.040 265 -4 19.74 0.049 0.000 0 0 210 8.66 0.017 0.009 159 0 11.46 0.023 0.016 179 -1 13.29 0.026 0.022 188 -2 15.62 0.034 0.031 228 -3 17.37 0.042 0.040 261 -5 19.08 0.047 0.000 0 0 220 8.39 0.017 0.009 159 0 11.09 0.022 0.016 178 -1 12.86 0.026 0.022 186 -2 15.12 0.033 0.031 225 -3 16.82 0.040 0.040 256 -256 18.47 0.046 0.000 0 0 230 8.13 0.016 0.009 159 0 10.75 0.021 0.016 177 -1 12.47 0.025 0.022 184 -2 14.66 0.032 0.031 222 -4 16.30 0.039 0.000 0 0 17.90 0.045 0.000 0 0 240 7.89 0.016 0.009 159 0 10.44 0.021 0.016 176 -1 12.10 0.024 0.022 182 -2 14.23 0.031 0.031 218 -218 15.82 0.038 0.000 0 0 17.38 0.043 0.000 0 0 250 7.67 0.015 0.009 160 0 10.14 0.020 0.016 174 -1 11.76 0.023 0.022 180 -2 13.83 0.030 0.000 0 0 15.38 0.037 0.000 0 0 16.89 0.042 0.000 0 0 260 7.46 0.015 0.009 160 0 9.87 0.020 0.016 173 -1 11.45 0.023 0.022 177 -3 13.46 0.029 0.000 0 0 14.96 0.036 0.000 0 0 16.43 0.041 0.000 0 0 270 7.27 0.014 0.009 160 0 9.61 0.019 0.016 172 -2 11.15 0.022 0.022 175 -175 13.10 0.029 0.000 0 0 14.57 0.035 0.000 0 0 16.01 0.040 0.000 0 0 280 7.09 0.014 0.009 160 0 9.37 0.019 0.016 170 -2 10.87 0.022 0.000 0 0 12.78 0.028 0.000 0 0 14.21 0.034 0.000 0 0 15.60 0.039 0.000 0 0 290 6.91 0.014 0.009 159 0 9.14 0.018 0.016 168 -2 10.60 0.021 0.000 0 0 12.47 0.027 0.000 0 0 13.86 0.033 0.000 0 0 15.23 0.038 0.000 0 0 300 6.75 0.013 0.009 159 0 8.93 0.018 0.016 167 -2 10.36 0.021 0.000 0 0 12.17 0.027 0.000 0 0 13.54 0.032 0.000 0 0 14.87 0.037 0.000 0 0 310 6.60 0.013 0.009 159 0 8.73 0.017 0.016 165 -2 10.12 0.020 0.000 0 0 11.90 0.026 0.000 0 0 13.23 0.032 0.000 0 0 14.53 0.036 0.000 0 0 320 6.45 0.013 0.009 159 0 8.53 0.017 0.016 163 -2 9.90 0.020 0.000 0 0 11.64 0.025 0.000 0 0 12.94 0.031 0.000 0 0 14.21 0.035 0.000 0 0 330 6.32 0.013 0.009 158 0 8.35 0.017 0.016 161 -161 9.69 0.019 0.000 0 0 11.39 0.025 0.000 0 0 12.67 0.030 0.000 0 0 13.91 0.035 0.000 0 0 340 6.19 0.012 0.009 158 0 8.18 0.016 0.000 0 0 9.49 0.019 0.000 0 0 11.15 0.024 0.000 0 0 12.40 0.030 0.000 0 0 13.62 0.034 0.000 0 0 350 6.06 0.012 0.009 157 -1 8.02 0.016 0.000 0 0 9.30 0.019 0.000 0 0 10.93 0.024 0.000 0 0 12.16 0.029 0.000 0 0 13.35 0.033 0.000 0 0 360 5.94 0.012 0.009 157 -1 7.86 0.016 0.000 0 0 9.12 0.018 0.000 0 0 10.72 0.023 0.000 0 0 11.92 0.028 0.000 0 0 13.09 0.033 0.000 0 0 370 5.83 0.012 0.009 156 -1 7.71 0.015 0.000 0 0 8.94 0.018 0.000 0 0 10.51 0.023 0.000 0 0 11.69 0.028 0.000 0 0 12.84 0.032 0.000 0 0 380 5.72 0.011 0.009 156 -1 7.57 0.015 0.000 0 0 8.78 0.017 0.000 0 0 10.32 0.023 0.000 0 0 11.48 0.027 0.000 0 0 12.60 0.031 0.000 0 0 390 5.62 0.011 0.009 155 -1 7.43 0.015 0.000 0 0 8.62 0.017 0.000 0 0 10.13 0.022 0.000 0 0 11.27 0.027 0.000 0 0 12.38 0.031 0.000 0 0 400 5.52 0.011 0.009 154 -1 7.30 0.015 0.000 0 0 8.47 0.017 0.000 0 0 9.96 0.022 0.000 0 0 11.07 0.026 0.000 0 0 12.16 0.030 0.000 0 0

: Maximum Storage Volume

19112 - SWM 8/12/2020 135 - 139 Mary Street, Creemore Permeable Pavers Sizing Calculations

Infiltration volumes from MOE Stormwater Management Planning and Design Manual to size Permeable Pavers Table 3.2 Water Quality Storage Requirements are as follows:

Design Area Total = 1.08 ha Total Imperviousness = 36% Storage Volume = 24.9 m3/ha (Enhanced 80% long-term S.S. removal) Area 1 Storage Volume Required = 1.08 x 24.9 = 27.0 m3

Find Storage Volume provided in Permeable Pavers:

Area of Pavers (A) = 355.3 m2 Depth of Trench (d) = 0.50 m

Storage Volume (V) = 0.4(A x d) = 71.1 m3

Required Provided Area Storage Volume = 27.0 m3 71.1 m3

Use Equation 4.12 to find Area of Permeable Pavers:

Area Design Volume (V) = 71.1 m3 Depth of Controlling Filter Medium (d) = 0.50 m Coefficient of Permeability of the = 45.0 mm/hr Controlling Filter Media (k)

Operating Head of Water On the Filter (h) = 0.15 m Design Drawdown Time (t) = 24 hr

Surface Area Of Filter (A) = 1000Vd k(h+d)t = 50.6 m2

Required Provided Area 1 Surface Area = 19.3 m2 355.3 m2

19112 - SWM 8/12/2020 Q = 0.0028*C*I*A (m3/s) C = Runoff Coefficient 135 - 139 Mary Street, Creemore DATE: 12-Aug-20 I = Rainfall Intensity = A/(Time)B Storm Sewer Design Sheet FILE: 19112 A = Area (ha) 5-Year Storm Event CONTRACT/PROJECT Gray - The Meadows

Manhole Increment Flow Time QV Length Total I Total Q S D Areas (min) Full Full From To C A CA (m) CA TO IN (mm/h) (m3/s) (%) (mm) (m3/s) (m/s)

Area 2 CBMH1 CBMH2 21.4 0.75 0.05 0.03 0.03 10.00 0.37 137.51 0.01 0.50 300.0 0.07 0.97

Area 2 CBMH2 CBMH3 39.4 0.75 0.08 0.06 0.09 10.37 0.68 141.03 0.04 0.50 300.0 0.07 0.97

Area 6 CBMH3 CBMH4 27.6 0.70 0.10 0.07 0.17 11.05 0.41 147.42 0.07 0.50 375.0 0.12 1.12

Area 6 CBMH4 CBMH5 15.1 0.83 0.22 0.19 0.35 11.46 0.20 151.23 0.15 0.50 450.0 0.20 1.27

Area 6 CBMH5 OGS 9.8 0.83 0.22 0.19 0.54 11.66 0.09 153.05 0.23 1.00 450.0 0.29 1.79

Area 7 CBMH7 CBMH6 39.3 0.72 0.09 0.06 0.06 10.00 0.68 137.51 0.02 0.50 300.0 0.07 0.97

Area 6 CBMH6 OGS 16.4 0.70 0.10 0.07 0.14 10.68 0.28 143.95 0.05 0.50 300.0 0.07 0.97

- OGS SWM POND 11.2 0.00 0.00 0.00 0.67 11.75 0.13 153.89 0.29 0.50 525.0 0.30 1.40

- SWM POND EX. DITCH 9.9 0.00 0.00 0.00 0.00 10.00 0.23 137.51 0.02 0.28 300.0 0.05 0.72 **

Area 4 CBMH8 CB1 47.3 0.20 0.24 0.05 0.05 10.00 0.81 137.51 0.02 0.50 300.0 0.07 0.97

Area 4 CB1 OUTLET 50.6 0.20 0.02 0.00 0.05 10.81 0.87 145.25 0.02 0.50 300.0 0.07 0.97

** Note: Flow Calculated from the Allowable 5-Year Flow from the Quantity Control Calculation Sheet **

19112 - SWM 8/12/2020 CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD BASED ON A FINE PARTICLE SIZE DISTRIBUTION

Project Name: The Meadows Engineer: Pearson Engineering Location: Creemore, ON Contact: M. Dejean, P.Eng. OGS #: OGS Report Date: 11-Aug-20

Area 1.08 ha Rainfall Station # 203 Weighted C 0.74 Particle Size Distribution FINE CDS Model 2025 CDS Treatment Capacity 45 l/s

Rainfall Percent Cumulative Total Removal Treated Operating Incremental Intensity1 Rainfall Rainfall Flowrate Efficiency Flowrate (l/s) Rate (%) Removal (%) (mm/hr) Volume1 Volume (l/s) (%) 0.5 8.7% 8.7% 1.1 1.1 2.5 98.2 8.6 1.0 10.8% 19.6% 2.2 2.2 4.9 97.5 10.5 1.5 9.5% 29.0% 3.3 3.3 7.4 96.7 9.2 2.0 8.4% 37.4% 4.4 4.4 9.8 96.0 8.1 2.5 6.8% 44.2% 5.6 5.6 12.3 95.3 6.5 3.0 5.6% 49.8% 6.7 6.7 14.7 94.6 5.3 3.5 5.1% 54.9% 7.8 7.8 17.2 93.9 4.8 4.0 4.9% 59.8% 8.9 8.9 19.6 93.2 4.6 4.5 4.1% 63.9% 10.0 10.0 22.1 92.5 3.8 5.0 3.5% 67.4% 11.1 11.1 24.5 91.8 3.2 6.0 4.9% 72.3% 13.3 13.3 29.4 90.4 4.5 7.0 4.0% 76.3% 15.6 15.6 34.3 89.0 3.5 8.0 3.2% 79.5% 17.8 17.8 39.2 87.6 2.8 9.0 2.2% 81.7% 20.0 20.0 44.1 86.2 1.9 10.0 2.0% 83.7% 22.2 22.2 49.0 84.8 1.7 15.0 8.2% 91.9% 33.3 33.3 73.5 77.8 6.3 20.0 3.4% 95.2% 44.4 44.4 98.1 70.7 2.4 25.0 2.5% 97.7% 55.5 45.3 100.0 57.3 1.4 30.0 1.4% 99.1% 66.7 45.3 100.0 47.7 0.7 35.0 0.3% 99.4% 77.8 45.3 100.0 40.9 0.1 40.0 0.6% 100.0% 88.9 45.3 100.0 35.8 0.2 90.0 Removal Efficiency Adjustment2 = 6.5% Predicted Net Annual Load Removal Efficiency = 83.5% Predicted % Annual Rainfall Treated = 98.7% 1 - Based on 27 years of hourly rainfall data from Canadian Station 6110557, Barrie ON 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. 3 - CDS Efficiency based on testing conducted at the University of Central Florida 4 - CDS design flowrate and scaling based on standard manufacturer model & product specifications

APPENDIX D

WATER BALANCE CALCULATIONS

Functional Servicing Report, August 2020 D The Meadows Residential Development, Creemore 19112

8/10/2020 IDF Curve Look-up - Ministry of Transportation

Active coordinate 44° 19' 45" N, 80° 5' 44" W (44.329167,-80.095833) Retrieved: Mon, 10 Aug 2020 15:52:07 GMT

Map dataRepor ©2020t a map Google error Location summary These are the locations in the selection. IDF Curve: 44° 19' 45" N, 80° 5' 44" W (44.329167,-80.095833) Results An IDF curve was found. Coordinate: 44.329167, -80.095833 IDF curve year: 2010

500 100-yr 50-yr 25-yr 10-yr 100 5-yr 50 2-yr

10 Intensity (mm/hr)

0 5 10 50 100 500 1,000 5,000

Duration (mins)

www.mto.gov.on.ca/IDF_Curves/results_out.shtml?coords=44.325655,-80.099764 1/2 8/10/2020 IDF Curve Look-up - Ministry of Transportation

Coefficient summary

IDF Curve: 44° 19' 45" N, 80° 5' 44" W (44.329167,-80.095833) Retrieved: Mon, 10 Aug 2020 15:52:07 GMT Data year: 2010 IDF curve year: 2010 Return period 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr A 20.8 27.5 31.9 37.5 41.7 45.8 B -0.699 -0.699 -0.699 -0.699 -0.699 -0.699

Statistics

Rainfall intensity (mm hr-1)

Duration 5-min 10-min 15-min 30-min 1-hr 2-hr 6-hr 12-hr 24-hr 2-yr 118.1 72.8 54.8 33.8 20.8 12.8 5.9 3.7 2.3

5-yr 156.2 96.2 72.5 44.6 27.5 16.9 7.9 4.8 3.0

10-yr 181.2 111.6 84.1 51.8 31.9 19.7 9.1 5.6 3.5

25-yr 213.0 131.2 98.8 60.9 37.5 23.1 10.7 6.6 4.1

50-yr 236.9 145.9 109.9 67.7 41.7 25.7 11.9 7.3 4.5

100-yr 260.1 160.2 120.7 74.4 45.8 28.2 13.1 8.1 5.0

Rainfall depth (mm)

Duration 5-min 10-min 15-min 30-min 1-hr 2-hr 6-hr 12-hr 24-hr 2-yr 9.8 12.1 13.7 16.9 20.8 25.6 35.7 43.9 54.1

5-yr 13.0 16.0 18.1 22.3 27.5 33.9 47.2 58.1 71.6

10-yr 15.1 18.6 21.0 25.9 31.9 39.3 54.7 67.4 83.0

25-yr 17.7 21.9 24.7 30.4 37.5 46.2 64.3 79.2 97.6

50-yr 19.7 24.3 27.5 33.8 41.7 51.4 71.5 88.1 108.5

100-yr 21.7 26.7 30.2 37.2 45.8 56.4 78.5 96.8 119.2

Ontario Ministry of Transportation | Terms and Conditions | About Last Modified: September 2016

www.mto.gov.on.ca/IDF_Curves/results_out.shtml?coords=44.325655,-80.099764 2/2 135 - 139 Mary Street, Creemore Water Balance Calculations

Pre-Development Recharge:

Precipitation data taken from Environment Canada information for the Township of Essa

Yearly Precipitation = 911.6 mm

Using Table 3.1 of the MOE's SWM Planning & Design Manual, the infiltration amount is approximately 28.0% of the precipitation value for Pasture and Shrubs and 29.0% of the precipitation value for Mature Forest for Fine Sandy Loam. Using site specific rainfall data, the infiltration can be calculated.

Pasture and Shrubs = 0.28 ha Mature Forest = 1.64 ha

Annual Site Area Recharge Volume = (0.28 x 0.28 + 1.64 x 0.29) x 911.6 = 5,050 m3

Therefore, 5050m³ per year of recharge volume is required for the proposed project.

Post-Development Recharge:

Using Table 3.1 of the MOE's SWM Planning & Design Manual, the infiltration amount for Urban Lawns is approximately 24%: Grassed Area = 1.23 ha

Annual Site Area Recharge Volume = (1.23 x 0.24) x 911.6 = 2,682 m3

Therefore, post development infiltration deficit is as follows;

Deficit Volume = Pre-Development - Post-Development = 5,050 - 2,682 = 2,368 m3

Recharge Basin Find the depth of annual rainfall required to infiltrate 2368 m³ from the area into the ground.

Area contributing to the infiltration locations = 10,843 m2 Infiltration Deficit = 2,368 m3

Annual Precipitation Depth Required Req'd Precipitation Depth = 2,368 m3 10,843 m2 = 218.4 mm

Assuming the average runoff for the contributing area is 0.66 the following yearly precipitation depth is required to get 218.4 mm of runoff.

Precipitation Depth = 218.4 mm 0.66 = 330.4 mm

19112 - SWM 8/12/2020 Find Percent of Annual Precipitation that Req'd Precipitation Depth represents:

Annual Precipitation for Study Area = 911.6 mm

% Annual Rainfall = 330.4 mm 911.6 mm = 36%

From MOE Figure C-2, 36% of annual rainfall occurs for storm events of 4 mm or less. However, as per NVCA guidelines, first 5 mm of any storm event shall be infilitrated.

Contributing Area = 10843 m2 Precipitation Depth =5mm Storage Volume Req'd =AxD = 10,843 x 5 = 54.2 m3

The site will require a minimum ponding volume of 54.2 m³. The infiltration volume will be provided in the bottom of the dry pond.

Volume Provided In Dry Pond = 187 m3

Therefore, water blance shall be achieved through the use of the dry pond.

19112 - SWM 8/12/2020

APPENDIX E

PHOSPHORUS CALCULATIONS

Functional Servicing Report, August 2020 E The Meadows Residential Development, Creemore 19112

Updated : Sept 2014 Development Export Summary False

Development :19112 - 135-139 Mary Street, Creemore

Updated : Sept 2014 Pre-Development Phosphorus Export

DEVELOPMENT : 19112 - 135-139 Mary Street, Creemore

P coeff Pload Landuse Area (ha) (kg/ha) (kg/yr) Natural Heritage Forest 1.64 0.06 0.10 Hay/Pasture 0.28 0.08 0.02 Natural Heritage Land use Class Total : 1.92 0.12

Development Total : 1.92 0.12

8/11/2020 Page 1 of 1

Updated : Sept 2014 Cropland Site Sediment & Phosphorus Pre-Development Export

DEVELOPMENT : 19112 - 135-139 Mary Street, Creemore

COLOUR KEY : Site Specific Input Constant / Lookup Calculation

SubArea :

Slope Area (ha) R (rainfall / runoff for Lake Simcoe) Surface Slope Gradient (%) K (soil errodability factor) Length of Slope (m) NN (determined by slope)

Cropt Type Factor) LS (slope length gradient factor) Tillage Type Factor C (crop management factor) P (prevention + capture) Soil Loss (kg/year) Phosphorus export (kg/ha/yr) Phosphorus load (kg/yr)

PRE Developed Area (ha) :

Phosphorus export (kg/ha/yr) :

Phosphorus load (kg/yr) :

8/11/2020 Page 1 of 1

8/11/2020 Page 1 of 3 Development :19112 - 135-139 Mary Street, Creemore

Updated : Sept 2014 Post-Development Phosphorus Export

DEVELOPMENT : 19112 - 135-139 Mary Street, Creemore

P coeff Pload Landuse Area (ha) (kg/ha) (kg/yr) Natural Heritage Turf/Sod 0.83 0.11 0.09 Natural Heritage Land use Class Total : 0.83 0.09 Urban Residential 1.08 0.41 1.91 Urban Land use Class Total : 1.08 1.91

Development Total : 1.91 2.00

8/11/2020 Page 1 of 1

Updated : Sept 2014 Cropland Site Sediment & Phosphorus Post-Development Export

DEVELOPMENT : 19112 - 135-139 Mary Street, Creemore

COLOUR KEY : Site Specific Input Constant / Lookup Calculation

SubArea :

Slope Area (ha) R (rainfall / runoff for Lake Simcoe) Surface Slope Gradient (%) K (soil errodability factor) Length of Slope (m) NN (determined by slope)

Cropt Type Factor) LS (slope length gradient factor) Tillage Type Factor C (crop management factor) P (prevention + capture) Soil Loss (kg/year) Phosphorus export (kg/ha/yr) Phosphorus load (kg/yr)

PRE Developed Area (ha) :

Phosphorus export (kg/ha/yr) :

Phosphorus load (kg/yr) :

8/11/2020 Page 1 of 1

8/11/2020 Page 2 of 3 Development :19112 - 135-139 Mary Street, Creemore

Updated : Sept 2014 Post Dev BMP

Area (ha) Treated P P P Load Rationale Area % coefficient coefficient Reduction (kg/yr)

Best Management Practices (BMP) Applied (and Rationale)

Residential 1.08 100 0.41 100 % 0.44 Permeable Pavers and Wet Pond Infiltration User Entry

8/11/2020 Page 1 of 1

Updated : Sept 2014 Development Area P and BMP Summary

Total PreDevelopment Area (ha): 1.92

PreDevelopment Area excluding Wetlands (ha): 1.92

Total PostDevelopment Area (ha): 1.91

Total Area treated by BMP's (ha): 1.08

Treated Area total: 1.08

Total PreDevelopment Load (kg/yr): 0.12

Total PostDevelopment Load (kg/yr): 2.00

Total P Load Reduction with BMP's (kg/yr): 0.44

Minimum P Load Reduction Required: 1.88

Total PostDevelopment Load with BMP's (kg/yr) 1.56

Conclusion : Net increase in P load, additional reduction is required.

8/11/2020 Page 1 of 1

Updated : Sept 2014 Post Dev Construction

8/11/2020 Page 1 of 1

8/11/2020 Page 3 of 3

APPENDIX F

PERMEABLE PAVERS DETAILS

Functional Servicing Report, August 2020 F The Meadows Residential Development, Creemore 19112

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APPENDIX G

TERRAPROBE, ASSESSMENT OF GROUNDWATER LEVELS (JUNE 30, 2011)

Functional Servicing Report, August 2020 G The Meadows Residential Development, Creemore 19112

Terraprobe Consulting Geotechnical & Environmental Engineering Construction Materials Inspection & Testing

June 30, 2011 Our File No. 3-11-7010

Mr. Doug MacIntosh c/o C.C. Tatham & Associates Ltd. 115 Sandford Flemming Drive, Suite 200 Collingwood, Ontario L9Y 5A6

Attention: Mr. Bryan F. Stanton, P.Eng.

RE: ASSESSMENT OF GROUNDWATER LEVELS JANUARY 2011 TO JUNE 2011 MONITORING PROPOSED RESIDENTIAL SUBDIVISION - THE MEADOWS CREEMORE, ONTARIO

Dear Sir; Further to your email correspondence, Terraprobe is pleased to provide an update regarding the ongoing groundwater level monitoring at the above site. Terraprobe was authorized by C.C. Tatham & Associates Ltd. to visit the above site periodically through 2011. Previous monitoring at the site took place between January 2006 and May 2007 in order to assess anticipated fluctuations in the groundwater level. The attached graphs summarize our measured water levels in the previously installed piezometers through these periods. A borehole location plan is also attached indicating approximate piezometer locations.

The most recent visit to the site (June 22, 2011) generally indicated a continuing downward trend in water levels following peak readings collected between March 21 and May 19, 2011 as shown on the attached graphs. The peak groundwater levels recorded in 2011 are very similar to or slightly higher than those recorded in 2006 and 2007.

The water levels rose on the order of 1.5 to 2.0m from the readings gathered in January 2011 to those peaking in March through May 2011. Water levels during the peak events were encountered within 0.2 to 1.4m of the existing ground surface.

Terraprobe Inc. Greater Toronto Hamilton - Niagara Central Ontario Northern Ontario 11 Indell Lane 903 Barton Street, Unit 22 220 Bayview Drive, Unit 25 1012 Kelly Lake Rd. Brampton, Ontario L6T 3Y3 Stoney Creek, Ontario L8E 5P5 Barrie, Ontario L4N 4Y8 Sudbury, Ontario P3E 5P4 (905) 796-2650 Fax 796-2250 (905) 643-7560 Fax 643-7559 (705) 739-8355 Fax 739-8369 (705) 670-0460 Fax 670-0558 [email protected] [email protected] [email protected] [email protected] www.terraprobe.ca

70.145 F I R E O U T P H A S E 1 P H A S E 2 F I R E O U T P H A S E 3

APPENDIX H

PEARSON ENGINEERING DRAWINGS

Functional Servicing Report, August 2020 H The Meadows Residential Development, Creemore 19112

PEARSON ENGINEERING LTD. PEARSONENG.COM PH. 705.719.4785 PEARSON ENGINEERING LTD. PEARSONENG.COM PH. 705.719.4785 PEARSON ENGINEERING LTD. PEARSONENG.COM PH. 705.719.4785 PEARSON ENGINEERING LTD. PEARSONENG.COM PH. 705.719.4785 PEARSON ENGINEERING LTD. PEARSONENG.COM PH. 705.719.4785