functional servicing r planning/da-172866...internal sanitary sewer system the site’s proposed 200...

FUNCTIONAL SERVICING REPORT

77 EAST TOWN OF OAKVILLE HALTON REGION Prepared For: 2266 Lakeshore LP 3 Bridgeman Ave., Suite 101 Toronto, Ontario M5R 3V4

June 2021

21031

pearsoneng.com Barrie Vaughan Ottawa Owen Sound 705-719-4785

I 21031

TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................................... 1

2. SUPPORTING DOCUMENTS ................................................................................................ 1

3. DESIGN POPULATION .......................................................................................................... 1

4. WATER SUPPLY AND DISTRIBUTION ................................................................................ 2

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

5. SANITARY SERVICING ......................................................................................................... 2

5.1. SANITARY DESIGN CRITERIA ................................................................................ 2 5.2. SANITARY SEWER SYSTEM .................................................................................. 2

6. STORMWATER MANAGEMENT .......................................................................................... 3

6.1. ANALYSIS METHODOLOGY ................................................................................... 3 6.2. EXISTING CONDITIONS ........................................................................................ 4 6.3. PROPOSED STORM DRAINAGE SYSTEM ............................................................... 4 6.4. STORMWATER QUANTITY CONTROL ..................................................................... 4 6.5. STORMWATER QUALITY CONTROL ....................................................................... 5

7. SECONDARY UTILITIES ....................................................................................................... 6

8. CONCLUSIONS ..................................................................................................................... 6

pearsoneng.com Barrie Vaughan Ottawa Owen Sound 705-719-4785

II 21031

APPENDICES

Appendix A – Water Servicing Calculations

Appendix B – Sanitary Servicing Calculations

Appendix C – Stormwater Management Calculations

Appendix D – Letters to Utilities

LIST OF FIGURES & DRAWINGS

Figure 1 – Site Location Plan

Figure 2 – Site Servicing Plan

Figure 3 – Pre Development Storm Drainage Plan

Figure 4 – Post Development Storm Drainage Plan

Figure 5 – Site Grading Plan

Functional Servicing Report, June 2021 1 77 East, Oakville, Ontario 21031

FUNCTIONAL SERVICING REPORT 77 EAST, OAKVILLE

1. Introduction

PEARSON Engineering Ltd. has been retained by 2266 Lakeshore LP (Client) to prepare a Functional Servicing Report (FSR) in support of the proposed 15-Storey residential and commercial development located at 2262 and 2266 Lakeshore Road W and 83 East Street, to be known as 77 East (Project) in the Town of Oakville (Town), Halton Region (Region). The location of the site can be seen on Figure 1. The Project site is approximately 0.38 hectares in size and fronts onto East Street to the south, existing residential apartment buildings to the north and east and Lakeshore Road W to the west. The site is currently occupied by three existing buildings and is relatively flat. The Project proposes demolishing the existing building and constructing a 15-storey residential/commercial building with four levels of underground parking. This Report assesses the existing municipal infrastructure in the vicinity of the Project and 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

Region of Halton, Water and Wastewater Linear Design Manual

Town of Oakville, Development Engineering Procedures and Guidelines.

3. Design Population

The proposed development consists of a 15-storey apartment building, four levels of underground parking and two commercial units located on the ground floor. The apartment building is designed with one, two and three bedroom apartments for a total of 245 units. A residential density of 1.68 people per unit (ppu) has been assumed based on the breakdown of unit types for the proposed development and the Oakville ppu from the Town of Oakville standards. This results in a design population of 412 persons estimated for the residential portion of the project.

ENGINEERINGPEARSONENG.COM PH. 705.719.4785

PEARSON


4.Water Supply and Distribution

4.1. Water Servicing Design Criteria

The site is to have a total population of 412 persons and approximately 446 m² of commercial space. Utilizing the Town of Oakville Guidelines for domestic water use of 275 L/capita/day, the required Average Day Demand (ADD) is 1.32 L/s. A Peak Rate factor of 4.00 was used in calculating a Peak Hour Demand of 5.27 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

A proposed 200 mm watermain will be connected to the existing watermain on East Street. Which will be split at the property line to a 200 mm fire service and a 150 mm domestic service and will connect directly into the building’s mechanical room. Refer to Figure 2 for proposed watermain layout.

4.3. Fire Fighting Requirements

The 200 mm fire service will provide water supply for internal fire suppression. The existing fire hydrant located on Lakeshore Road West will provide adequate firefighting coverage for the proposed Apartment Building as per Town Standards.

A flow test was completed on the municipal water system fronting the site by Watermark on May 20, 2021 which produced a discharge of 5,446 gallons per minute (GPM) with a residual pressure of 67 psi. Therefore, the existing watermain’s flow availability and residual pressures appear sufficient to service the proposed development. EXP Engineering is completing the mechanical design for the development and have advised that they are looking at a required fire flow of 750 GPM. A detailed water pressure model can be completed at the detailed design stage of the project, if required.

The required fire flow was calculated as per the Fire Underwriters Survey (FUS) assessment and was calculated to be approximately 83 L/s. The model determined the lowest flow available was 344 L/s for the lots in the northeast corner of the site. Therefore, the available flow meets the required fire flow as per the Halton Region requirements. Provided fire flow information and the flow test can be found in Appendix A.

5. Sanitary Servicing

5.1. Sanitary Design Criteria

The site is to have a total population of 412 persons and approximately 446 m2 of commercial units. Utilizing the Town of Oakville flow value for domestic sewer use of 275 L/capita/day, an Average Daily Flow (ADF) of 1.32 L/s was calculated using a peaking factor of 4 the Project has a projected design flow of 5.29 L/s.

5.2. Internal Sanitary Sewer System

The site’s proposed 200 mm sanitary sewer will extend from the 15-storey building and connect to the existing sanitary manhole on Lakeshore Road West. The proposed 150 mm sanitary service lateral has a capacity of 38 L/sec at 2.0% and is sufficient to convey the sanitary design flows. Sanitary design flow calculations can be found in Appendix B (refer to Figure 2).


PEARSON


5.3. Receiving Sewer Capacity & Marine Drive Pumping Station

The site is proposed to connect to the top of the system on Lakeshore Road W and will then drain to East Street and to the Marine Drive sanitary pumping station located on the corner of Marine Drive and East Street. The 250 mm sanitary sewer on East Street goes up to a 600 mm diameter sewer at East and Marine prior to the pumping station.

The Halton Region provided the following information regarding current capacity of at the pumping station;

Firm capacity (from SCADA records observation and simulated pumping in 2014) = 235 L/s Highest recorded peak hourly flow in ten years = 231 L/s (May 13, 2014) Other relevant peak hourly flows due to recent significant storm events:

o Apr. 16 , 2018 - 216 L/so Aug. 4, 2020 - 172 L/s

Average dry weather flow (2018-2020) ~ 33 L/s These flows are recorded/observed at the station, there is no system flow monitoring

available, No operational issues have been reported This station is receiving the flows from West River WWPS (peak hourly about 87 L/s) There has been no recorded overflow (event) at this station From the above information, Marine Dr WWPS is running about its capacity

Based on the above information, projected peak flow of 5.29 L/s for this development considered a nominal increase to the existing pumping station and is not expected to result in any negative impacts. We suggest that the Region review the sanitary design flow from this Project with respect to their sanitary treatment capacities and confirm that capacity allocation is available for this Development.

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 Town, Halton Region Conservation Authority (HRCA) and Ministry of the Environment, Conservation and Parks (MECP) requirements. 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

Town of Oakville, Development Engineering Procedures and Guidelines.


6.2. Existing Conditions

The existing Project site is comprised of three commercial units. Topographic survey of the site identifies that the majority of the east half of the site's stormwater flows from the west to the east towards the neighboring property while the west half of the site’s stormwater overland flows from east to west towards Lakeshore Road West.

Allowable peak flows for the site were calculated using the site’s conditions prior to the demolition of the three commercial units. A summary of peak flows calculated using the Rational Method can be seen in Table 1 below. The layout for the existing stormwater servicing and storm drainage patterns can be found on the Figure 3. Detailed calculations for the existing drainage conditions can be found in Appendix C.

Table 1: Pre-Development Peak Flows (m3/s)

2 year 5 year 10 year 25 year 50 year 100 year

Total Site Peak Flow (m³/s)

0.06 0.08 0.09 0.12 0.15 0.18

6.3. Proposed Storm Drainage System

The proposed development mainly consists of impervious areas. The building rooftop covers the internal parking facilities. The Privately Owned Publicly-Accessible Space (POPS) and landscaped area at to the south west drains uncontrolled towards the intersection of East Street and Lakeshore Road West. The walkway and landscaped area around the perimeter of the site drains by overland flow to a grassed swale. The grassed swale will convey the drainage to East Street. Catchbasins located within the grassed swale will capture stormwater and direct it to the storm sewer located on East Street. The proposed drainage from the building rooftop will be captured and stored in the underground parking garage in a storage tank. Stormwater from the uncontrolled grassed area will drain via overland flow to proposed catch basins with storm sewers sized for the 5-year storm event using the rational method. The storm sewer will connect into the existing 300 mm diameter storm sewer on East Street. An orifice tube will be provided to restrict flows to at or less than pre development release rates prior to the discharge to East Street. (A summary of peak flows calculated using the Rational Method can be seen in Table 2 below). The layout for the stormwater servicing and storm drainage patterns can be found on the Figure 4. Calculations for the proposed stormwater management system can be found in Appendix C.

6.4. Stormwater Quantity Control

The proposed development will increase the imperviousness of the site and as such the post development peak flows will increase. It is important to quantify the increase in stormwater runoff rates and attenuate these increases. The calculated post-development runoff coefficient of 0.74 is greater than the pre-development runoff coefficient of 0.66. Runoff coefficient calculations can be found in Appendix C.

The existing stormwater conveyance system on East Street currently consists of a 300mm storm sewer. Preliminary calculations demonstrate that a storage volume of 54m3 would be required to reduce the 5-year post-development peak flow to allowable values. An orifice tube at the outlet of the site will be implemented which would cause stormwater to back up into underground storage chamber. Quantity control calculations can be seen in Appendix C.


PEARSON


Table 2: Post-Development Peak Flows (m3/s)

2 year 5 year 10 year 25 year 50 year 100 year

Controlled Peak Flows (m³/s) 0.05 0.07 0.09 0.11 0.14 0.16

Uncontrolled Peak Flows (m³/s)

0.02 0.02 0.03 0.03 0.04 0.05

Total Site Peak Flow (m³/s)

0.07 0.09 0.12 0.14 0.18 0.21

6.5. Stormwater Quality Control

The proposed development will increase the imperviousness of the site and as such the post-development peak flows will increase. The majority of the site consists of rooftop area which is generally considered clean. The driveway and parking facilities are located under the roof or underground and will not be conveyed to the storm network. The only exposed surfaces for the site are rooftop, POPS and landscaped area and therefore, no further stormwater quality control has been proposed.

6.5.1. 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.

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 sedimentmigration onto surrounding properties.

Installation of a construction entrance mat to minimize transportation of sedimentonto roadways.

Restoration of exposed surfaces with vegetative and non-vegetative material assoon as construction schedules permit, the duration of which is not to exceed 30days.

Reduce stormwater drainage velocities where possible.

Minimize the amount of existing vegetation removed.

7.Grading

A preliminary grading plan has been completed for the development and is shown on Figure 5. The majority of the site is captured by the roof and conveyed internally to the storm sewer system. The grassed area of the site has been graded to include a catchbasin and storm sewer system outletting to East Street via a major system overland flow route. In the event of a major storm, the site will drain along the north side of the site and along the east property line and out to East Street. Preliminary grading can be seen in Figure 5.


PEARSON


8.Secondary Utilities

Letters have been sent to all secondary utilities to notify them of the proposed development, gain information on the availability of their services for the site and ensure they are able to adequately support the proposed development. Considering the site is in an established area utility servicing is not expected to be an issue. Copies of these letters have been included in Appendix F.

9.Conclusions

The proposed development will require the connection of storm and watermain services to the existing municipal services on East Street.

Sanitary services for the development will be conveyed to Lakeshore Road West, ultimately outletting to the Marine Drive pump station. Based on the data for the pump station, the increase is nominal and should not result in negative impacts.

Quantity control will be provided with storage tanks in the underground parking.

No quality controls are proposed as the majority of the site consists of landscape and roof area which is generally considered clean.

The analysis and conceptual design outlined in this report demonstrates that the servicing is feasible.

All of which is respectfully submitted, Pearson Engineering Ltd.

Taylor Arkell, P. Eng Gary Pearson, P.Eng. Project Engineer Principal

Functional Servicing Report, June 2021 A 77 East, Oakville, Ontario 21031

APPENDIX A

WATER SERVICING CALCULATIONS

Design Criteria Residential RetailDemand per capita (Q):Peak Rate Factor (Max. Hour) 4.00 2.25Max. Day Factor

Site DataDescription Peaking FactorsResidential 1.68 people/unit* 245 units 275 L/cap/d 2.25Commercial 0.0446 ha 1 unit 24,750 L/ha/d 4.00

Calculate PopulationPop. Residential = 1.68 x 245Pop. Total = 412 people

Calculate Average Day Demand (ADD)ADDresidential = 275 x 412 = 113,190 = 1.310

ADDretail = 24,750 x 0.0446 = 1,104 = 0.013ADD = 114,294 L/dayADD = 1.32 L/s

Calculate Max Day FlowMDF = 1.32 x 2.25MDF = 2.98 L/s

Calculate Peak Hour DemandPHD = 1.31 x 4.00 + 0.013 x 2.25PHD = 5.27 L/s

Units Flow Rate

77 East, OakvilleWater Flow Calculations

Density

(Section 2.4 Design Factors, Regional Municipality of Halton, Water and Wastewater Linear Design Manual)

275 L/cap/day

2.25

PEAK RATE FACTOR*MAX DAY FACTOR*

*Residential Density of 1.68 people/unit is assumed based on the breakdown of unit types for the proposed development and Oakville PPU.

Charge1.51.00.80.6

ChargeCredit Total -25%

Yes 30% -15%Yes 10% 0%Yes 10% 15%

25%

-25%

Charge25%20%15%10%5%0%

Total: 40%

Yes

C = 0.8

A = 2,115 m² Where: RFF = required fire flow in liters per minuteC = Coefficient related to the type of construction

RFF = 8,094 L/minRFF = 8,000 L/min

-2,000 L/minE = 6,000 L/minF = 3,000 L/min

3,000 L/minG = 2,400 L/min E F G

5,400 L/min 6,000 3,000 2,400

RFF = 5,400 L/min RFF = 5,400 L/min

RFF = 5,000 L/min

RFF= 1,320 GPM

RFF = 83 L/s

&RFF= 6000 L/min - 3000 L/min + 2400 L/minRequired Fire Flow:

Round to Nearest 1,000 L/min

Fire Flow Adjusted for Occupancy As per "Water Supply for Public Fire Protection" pg.20 note H: RFF = E - F + GReduction For Sprinkler

Fire Flow w/ Sprinkler ReductionExposure Charge

Fire Flow w/ Exposure Charge

Occupancy

*no more than 75%

Are Buildings Contigious?

Fire Resistant Building: Are vertical openings and exterior vertical communications protected with a minimum one (1) hr rating?

Calculations: Non-Combustible

RFF = 220 x C x √A

A = the total floor area in square meters (excluding basements in building considered

Round to Nearest 1000 L/min *Must be > 2000 L/min or < 45,000 L/min

Correction Factors:

Exposure 4 (west) Distance to Exposure Building (m)> 45.0 0%

> 45.1 mLength - Height

Exposure 3 (south) Distance to Exposure Building (m)20.5 10%

20.1 - 30.0 mLength - Height 30.1 - 45.0 m

Exposure 2 (east) Distance to Exposure Building (m)7.6 20%

3.1 - 10.0 mLength - Height 10.1 - 20.0 m

Rapid Burning

Contents Factor: Non-Combustible Charge:

Exposure 1 (north) Distance to Exposure Building (m)21.3 10%

SeparationLength - Height 0 - 3.0 m

NFPA 13 sprinkler standard50%

Limited CombustibleStandard Water Supply CombustibleFully Supervised System Free Burning

Automated Sprinkler Protection Non-Combustible

# of Stories: 1Residential & Commercial

BuildingWood Frame

OrdinaryNon-Combustible

Fire ResistiveConstruction Class: Ordinary Construction

Contents

OBC Occupancy: Residential OccupanciesProject Number: 21031

Building Foot Print:

2,115 m2

Construction Class

77 East, OakvilleFire Flow Calculations

Location: 80 Big Bay Point Road, Barrie OntProject:

77 East

Podium Developments3 Bridgman Ave, Suite 101Toronto, OntarioM5R 3V4

May 20th, 2021

RE: Fire Flow Testing at 2266 Lakeshore Road West, Oakville, ON

Watermark has conducted one fire flow tests in the vicinity of 2266 Lakeshore Road West, Oakville, Ontario. The testing was completed in accordance with NFPA 291. Region of Halton operations staff were on hand to assist.

Static pressure prior to the test was observed to be 71 PSI. Using 2 x 2.5" ports on one flow hydrant, a maximum flow rate of 1370 USGPM was achieved. This provided a 6% pressure drop, to 67 PSI. This hdyrant has a projected rating of approximately 5500 USGPM @ 20 PSI. Although the pressure was not reduced to 25% of static as required by NFPA 291, the high flow rate acheived should provide confidence in the results.

Equipment:

Flow: 2 x 2.5" HoseMonster with integrated 2” Pitotless NozzlePressure: GCR TRITON data logger w/ 20 bar integrated pressure sensor

We strongly feel that all attempts have been made to ensure that the required data as stipulated will be captured, stored and presented in an accurate, efficient and timely manner for the required period. We are pleased Watermark again as your data provider, and we look forward to working with you in the future.

Kind Regards,

Colin Powell

(519) [email protected]

Watermark Solutions LimitedUnit 117115 George StreetOakville, OntarioL6J 0A2www.watermark.ca

Hydrant Flow Test ReportResidual Hydrant Number

Operator:

Date: 20-May-21 Time:

Witness:Residual Test Hydrant:

Hydrant Number: NFPA Colour Code:

Owner:

STATIC PRESSURE: 71 psi 490 kPa

RESIDUAL PRESSURE 1: 70 psi 483 kPa

RESIDUAL PRESSURE 2: 67 psi 462 kPa

Flow Hydrants: A

B

C

Hydrant Outlet

No. Dia. (in.)

A 2.5

A 2.5

A 4"

Available Flow At Test Hydrant at 20 psi

Average Projection at 20 PSI

6.0%

Colin Powell

1:10 PM

Halton Region

2267 Lakeshore Rd WCLASS AA - BLUE

Town of Oakville / Halton Region

Pressure Drop

1.4%

Hydrant Number

2241 Lakeshore Rd W (TD Bank)

Flow DeviceFlow Rate 1 Flow Rate 2

Reading (psi) (USGPM) Reading (psi) (USGPM)

Pitot 0 20 698

Pitot 25 780 19 680

Total Flow (USGPM) 780 1378

HoseMonster

Total Flow (L/second) 49 87

6,519 USGPM 5,446 USGPM

Comments/Discrepencies/Diagram:

411 L/second 344 L/second

11,965 USGPM

0

10

20

30

40

50

60

70

80

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000

Pre

ssu

re (

PS

I)

Projected Flow (USGPM)

Flow Curve at Test HydrantProjection Flow Rate 1 Flow Rate 2

Watermark Solutions Limited(705) 250-0368 www.watermark.ca

Functional Servicing Report, June 2021 B 77 East, Oakville, Ontario 21031

APPENDIX B

SANITARY SERVICING CALCULATIONS

Design CriteriaFlow per capita (Q): 275 L/cap/day Peak Flow Qp = P * Q * M / 86400 + I * APeaking Factor (Harmon Formula) M = 1 + ( 14 / ( 4 + ( P / 1000 ) ^ 0.5 ) ) Where: 2 <= "M" <= 4

Site DataDescriptionResidential 1.68 people/unit* 245 units 275 L/cap/dCommercial 0.0446 ha 24,750 L/ha/d

Calculate PopulationPop. Residential = 1.68 x 245Pop. Total = 412 people

Calculate Average Daily FlowsADF residential = 275 x 412 = 113,190 = 1.310ADF retail = 24,750 x 0.0446 = 1,104 = 0.013ADF (L/day) = 114,294 L/dayADF (L/s) = 1.32 L/s

Calculate Peaking FactorM = 1 + 14 + 0.1 * 0.12

4 + 412 0.5

1,000M = 4.03

Calculate Peak FlowQp = 1.32 x 4.00

= 5.29 L/s

77 East, OakvilleSanitary Flow Calculations

*Residential Density of 1.68 people/unit is assumed based on the breakdown of unit types for the proposed development and Oakville PPU.

Use Max Peaking Factor 4

Density Units Flow Rate

Functional Servicing Report, June 2021 C 77 East, Oakville, Ontario 21031

APPENDIX C

STORMWATER MANAGEMENT CALCULATIONS

Runoff Coefficient = 0.15 0.95 0.95 0.95 0.95 0.95 WeightedSurface Cover = Grass Forest Asphalt Building Gravel Conc. Runoff Coefficient

Total Area Area Area Area Area Area Area

(m2) (m2) (m2) (m2) (m2) (m2) (m2)1 3822 1399 0 1489 664 0 270 0.66

Pre Total 3822 1399 0 1489 664 0 270 0.66

Total Area Area Area Area Area Area Area

(m2) (m2) (m2) (m2) (m2) (m2) (m2)1 2431 0 0 0 2431 0 0 0.952 1391 779 0 9 0 0 603 0.50

Post Total 3822 779 0 9 2431 0 603 0.79** based on Town of Oakville this development is high density and to be considered 0.80

77 East StreetCalculation of Runoff Coefficients

Pre-Development

Post-Development

21031 - SWM.xlsx2021-06-10

Modified Rational MethodStorm Event (yrs) Coeff A Coeff B Coeff C Q = CiCIA / 360

2 725 4.8 0.808 Where:5 1170 5.8 0.843 Q - Flow Rate (m3/s)10 1400 5.8 0.848 C - Rational Method Runoff Coefficient25 1680 5.6 0.851 I - Storm Intensity (mm/hr)50 1960 5.8 0.861 A - Area (ha.)

100 2150 5.7 0.861 Ci - Peaking Coefficient

Area NumberArea 0.38 ha

Runoff Coefficient 0.66

Time of Concentration 10 min

Return Rate 2 yearPeaking Coefficient (Ci) 1.00Rainfall Intensity 82.2 mm/hrPre-Development Peak Flow 0.06 m3/s






77 East StreetPre-Development Peak Flows

Toronto Bloor Street Station

to Lakeshore Rd. W & East St.

21031 - SWM.xlsx2021-06-10

Modified Rational MethodStorm Event (yrs) Coeff A Coeff B Coeff C Q = CiCIA / 360

2 725 4.8 0.808 Where:5 1170 5.8 0.843 Q - Flow Rate (m3/s)10 1400 5.8 0.848 C - Rational Method Runoff Coefficient25 1680 5.6 0.851 I - Storm Intensity (mm/hr)50 1960 5.8 0.861 A - Area (ha.)100 2150 5.7 0.861 Ci - Peaking Coefficient

Area NumberArea 0.24 ha 0.14 ha

Runoff Coefficient 0.95 0.50

Time of Concentration 10 min 10 min

Return Rate 2 year 2 yearPeaking Coefficient (Ci) 1.00 1.00Rainfall Intensity 82.2 mm/hr 82.2 mm/hrPost-Development Peak Flow 0.05 m3/s 0.02 m3/s






1 2

77 East StreetPost-Development Peak Flows

Toronto Bloor Street Station

Uncontrolled Area

21031 - SWM.xlsx2021-06-10

Pre Development Area (ha)

Post Development Area (ha)

Time of Concentration

(min)

Time Increments (min)

Pre Development Runoff Coefficient

Post Development Runoff Coefficient

Chicago Storm Coefficient



Allowable Outflow

Post Development

Runoff Coefficient

0.382 0.243 10 1 0.66 0.95 A B C (m3/s)

Note: Refer to page Calculation of Runoff Coefficients for detailed calculations of Modified Rational Method parameters. 2 725.00 4.80 0.81 0.041 0.95

5 1170.00 5.80 0.84 0.058 0.95

10 1400.00 5.80 0.85 0.058 0.95

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 25 1680.00 5.60 0.85 0.058 1.00

C 0.66 0.66 0.66 0.72 0.79 0.82 50 1960.00 5.80 0.86 0.058 1

I 82.18 114.21 134.79 162.17 182.06 200.80 100 2150.00 5.70 0.86 0.058 1

A 0.38 0.38 0.38 0.38 0.38 0.38Q 0.057 0.080 0.094 0.124 0.152 0.175

Note: Q= 0.00278CIA

Storm Storage Time

Event (yrs) m3 min2 7 125 10 12

10 18 14

25 34 1750 45 19100 54 20

Note: Storage volume calculated as per Hydrology Handbook, Second Edition, American Society of Civil Engineers, 1996

Intensity Inflow Outflow Storage Intensity Inflow Outflow Storage Intensity Inflow Outflow Storage Intensity Inflow Outflow Storage Intensity Inflow Outflow Storage Intensity Inflow Outflow Storagemm/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

1 175.18 0.112 0.041 -7 4 232.48 0.149 0.058 -10 5 275.52 0.177 0.058 -9 7 337.19 0.228 0.058 -5 9 376.24 0.254 0.058 -4 10 418.01 0.282 0.058 -2 112 154.05 0.099 0.041 -3 3 207.09 0.133 0.058 -5 4 245.26 0.157 0.058 -2 5 299.05 0.202 0.058 3 7 334.32 0.226 0.058 6 8 370.83 0.250 0.058 9 93 137.89 0.089 0.041 0 2 187.06 0.120 0.058 -1 3 221.41 0.142 0.058 3 4 269.19 0.182 0.058 10 5 301.34 0.203 0.058 14 6 333.82 0.225 0.058 18 74 125.08 0.080 0.041 2 2 170.84 0.110 0.058 2 2 202.10 0.130 0.058 7 3 245.13 0.166 0.058 15 4 274.67 0.185 0.058 20 5 303.97 0.205 0.058 25 65 114.66 0.074 0.041 3 1 157.40 0.101 0.058 4 2 186.12 0.119 0.058 10 2 225.31 0.152 0.058 20 3 252.63 0.171 0.058 25 4 279.34 0.189 0.058 30 56 106.01 0.068 0.041 5 1 146.08 0.094 0.058 6 1 172.65 0.111 0.058 12 2 208.67 0.141 0.058 23 3 234.08 0.158 0.058 29 3 258.66 0.175 0.058 35 47 98.69 0.063 0.041 5 1 136.40 0.088 0.058 7 1 161.14 0.103 0.058 14 1 194.49 0.131 0.058 26 2 218.25 0.147 0.058 32 3 241.03 0.163 0.058 39 38 92.41 0.059 0.041 6 0 128.02 0.082 0.058 8 1 151.19 0.097 0.058 15 1 182.25 0.123 0.058 28 2 204.56 0.138 0.058 35 2 225.80 0.152 0.058 42 39 86.96 0.056 0.041 7 0 120.69 0.077 0.058 9 0 142.48 0.091 0.058 16 1 171.57 0.116 0.058 30 1 192.60 0.130 0.058 37 2 212.51 0.144 0.058 44 2

10 82.18 0.053 0.041 7 0 114.21 0.073 0.058 9 0 134.79 0.086 0.058 17 1 162.17 0.110 0.058 31 1 182.06 0.123 0.058 39 1 200.80 0.136 0.058 47 211 77.95 0.050 0.041 7 0 108.46 0.070 0.058 10 0 127.96 0.082 0.058 18 0 153.81 0.104 0.058 32 1 172.69 0.117 0.058 40 1 190.41 0.129 0.058 48 112 74.18 0.048 0.041 7 0 103.30 0.066 0.058 10 0 121.83 0.078 0.058 18 0 146.35 0.099 0.058 33 1 164.30 0.111 0.058 42 1 181.11 0.122 0.058 50 113 70.79 0.045 0.041 7 0 98.64 0.063 0.058 10 0 116.32 0.075 0.058 18 0 139.62 0.094 0.058 34 0 156.75 0.106 0.058 43 1 172.74 0.117 0.058 51 114 67.74 0.043 0.041 7 0 94.43 0.061 0.058 9 0 111.32 0.071 0.058 18 0 133.54 0.090 0.058 34 0 149.91 0.101 0.058 43 1 165.16 0.112 0.058 52 115 64.96 0.042 0.041 6 -6 90.59 0.058 0.058 9 -9 106.76 0.068 0.058 18 0 128.00 0.086 0.058 34 0 143.68 0.097 0.058 44 0 158.27 0.107 0.058 53 116 62.42 0.040 0.000 0 0 87.07 0.056 0.000 0 0 102.59 0.066 0.058 18 0 122.94 0.083 0.058 34 0 137.99 0.093 0.058 44 0 151.97 0.103 0.058 53 017 60.10 0.039 0.000 0 0 83.84 0.054 0.000 0 0 98.76 0.063 0.058 18 0 118.29 0.080 0.058 34 0 132.76 0.090 0.058 44 0 146.18 0.099 0.058 54 018 57.96 0.037 0.000 0 0 80.86 0.052 0.000 0 0 95.23 0.061 0.058 17 0 114.01 0.077 0.058 34 0 127.94 0.086 0.058 45 0 140.86 0.095 0.058 54 019 55.98 0.036 0.000 0 0 78.10 0.050 0.000 0 0 91.97 0.059 0.058 17 -17 110.06 0.074 0.058 34 0 123.49 0.083 0.058 45 0 135.93 0.092 0.058 54 020 54.15 0.035 0.000 0 0 75.54 0.048 0.000 0 0 88.94 0.057 0.000 0 0 106.39 0.072 0.058 34 0 119.36 0.081 0.058 45 0 131.37 0.089 0.058 54 021 52.45 0.034 0.000 0 0 73.16 0.047 0.000 0 0 86.11 0.055 0.000 0 0 102.98 0.070 0.058 34 0 115.51 0.078 0.058 44 0 127.12 0.086 0.058 54 022 50.86 0.033 0.000 0 0 70.93 0.046 0.000 0 0 83.48 0.054 0.000 0 0 99.79 0.067 0.058 33 0 111.93 0.076 0.058 44 0 123.16 0.083 0.058 54 023 49.38 0.032 0.000 0 0 68.85 0.044 0.000 0 0 81.01 0.052 0.000 0 0 96.81 0.065 0.058 33 -1 108.57 0.073 0.058 44 0 119.45 0.081 0.058 54 024 47.99 0.031 0.000 0 0 66.90 0.043 0.000 0 0 78.70 0.050 0.000 0 0 94.02 0.063 0.058 32 -1 105.43 0.071 0.058 43 0 115.98 0.078 0.058 54 025 46.68 0.030 0.000 0 0 65.06 0.042 0.000 0 0 76.53 0.049 0.000 0 0 91.40 0.062 0.058 32 -1 102.47 0.069 0.058 43 -1 112.72 0.076 0.058 53 026 45.46 0.029 0.000 0 0 63.33 0.041 0.000 0 0 74.49 0.048 0.000 0 0 88.94 0.060 0.058 31 -1 99.69 0.067 0.058 42 -1 109.65 0.074 0.058 53 027 44.30 0.028 0.000 0 0 61.70 0.040 0.000 0 0 72.55 0.047 0.000 0 0 86.61 0.058 0.058 30 -30 97.07 0.066 0.058 42 -1 106.76 0.072 0.058 52 -128 43.20 0.028 0.000 0 0 60.16 0.039 0.000 0 0 70.73 0.045 0.000 0 0 84.41 0.057 0.000 0 0 94.59 0.064 0.058 41 -1 104.03 0.070 0.058 52 -129 42.17 0.027 0.000 0 0 58.70 0.038 0.000 0 0 69.00 0.044 0.000 0 0 82.33 0.056 0.000 0 0 92.25 0.062 0.058 41 -1 101.44 0.069 0.058 51 -130 41.19 0.026 0.000 0 0 57.31 0.037 0.000 0 0 67.37 0.043 0.000 0 0 80.36 0.054 0.000 0 0 90.02 0.061 0.058 40 -1 98.99 0.067 0.058 51 -131 40.25 0.026 0.000 0 0 56.00 0.036 0.000 0 0 65.81 0.042 0.000 0 0 78.49 0.053 0.000 0 0 87.91 0.059 0.058 39 -1 96.66 0.065 0.058 50 -132 39.37 0.025 0.000 0 0 54.75 0.035 0.000 0 0 64.33 0.041 0.000 0 0 76.71 0.052 0.000 0 0 85.91 0.058 0.058 38 -38 94.45 0.064 0.058 49 -133 38.52 0.025 0.000 0 0 53.56 0.034 0.000 0 0 62.92 0.040 0.000 0 0 75.01 0.051 0.000 0 0 84.00 0.057 0.000 0 0 92.35 0.062 0.058 49 -134 37.72 0.024 0.000 0 0 52.42 0.034 0.000 0 0 61.58 0.040 0.000 0 0 73.40 0.050 0.000 0 0 82.18 0.055 0.000 0 0 90.34 0.061 0.058 48 -135 36.95 0.024 0.000 0 0 51.33 0.033 0.000 0 0 60.30 0.039 0.000 0 0 71.85 0.049 0.000 0 0 80.44 0.054 0.000 0 0 88.43 0.060 0.058 47 -136 36.22 0.023 0.000 0 0 50.30 0.032 0.000 0 0 59.07 0.038 0.000 0 0 70.38 0.048 0.000 0 0 78.78 0.053 0.000 0 0 86.60 0.058 0.058 46 -4637 35.52 0.023 0.000 0 0 49.30 0.032 0.000 0 0 57.90 0.037 0.000 0 0 68.97 0.047 0.000 0 0 77.19 0.052 0.000 0 0 84.85 0.057 0.000 0 038 34.84 0.022 0.000 0 0 48.35 0.031 0.000 0 0 56.78 0.036 0.000 0 0 67.62 0.046 0.000 0 0 75.67 0.051 0.000 0 0 83.17 0.056 0.000 0 039 34.20 0.022 0.000 0 0 47.44 0.030 0.000 0 0 55.70 0.036 0.000 0 0 66.33 0.045 0.000 0 0 74.22 0.050 0.000 0 0 81.57 0.055 0.000 0 040 33.58 0.022 0.000 0 0 46.57 0.030 0.000 0 0 54.67 0.035 0.000 0 0 65.09 0.044 0.000 0 0 72.82 0.049 0.000 0 0 80.03 0.054 0.000 0 041 32.99 0.021 0.000 0 0 45.73 0.029 0.000 0 0 53.67 0.034 0.000 0 0 63.90 0.043 0.000 0 0 71.48 0.048 0.000 0 0 78.55 0.053 0.000 0 042 32.42 0.021 0.000 0 0 44.92 0.029 0.000 0 0 52.72 0.034 0.000 0 0 62.76 0.042 0.000 0 0 70.19 0.047 0.000 0 0 77.13 0.052 0.000 0 043 31.87 0.020 0.000 0 0 44.14 0.028 0.000 0 0 51.80 0.033 0.000 0 0 61.66 0.042 0.000 0 0 68.95 0.047 0.000 0 0 75.77 0.051 0.000 0 044 31.34 0.020 0.000 0 0 43.39 0.028 0.000 0 0 50.92 0.033 0.000 0 0 60.60 0.041 0.000 0 0 67.76 0.046 0.000 0 0 74.45 0.050 0.000 0 045 30.83 0.020 0.000 0 0 42.67 0.027 0.000 0 0 50.07 0.032 0.000 0 0 59.58 0.040 0.000 0 0 66.61 0.045 0.000 0 0 73.19 0.049 0.000 0 0

: Maximum Storage Volume

77 East StreetQuantity Control Volume Calculations

DATE: 10-Jun-21

FILE: 21031

DifferenceDifferenceDifferenceDifferenceDifference

Modified Rational Method Parameters

Storm Event (yrs)

Rainfall Station Toronto Bloor Station

Pre-Development Runoff Rate

CONTRACT/PROJECT: 2266 Lakeshore Road West

COMPLETED BY: AASWM Pond Design Input

DifferenceTime(min)

100 Year 50 Year25 Year10 Year5 Year2 Year

21031 - SWM.xlsx2021-06-10

Functional Servicing Report, June 2021 D 77 East, Oakville, Ontario 21031

APPENDIX D

LETTERS TO UTILITIES

Barrie Vaughan Ottawa Owen Sound 705-719-4785 905-597-5572 613-416-1232 226-256-7957

pearsoneng.com 1 Letter to Bell Canada - June 2021

June 11, 2021 File:21031

Attention: To whom it may concern Bell Canada 2475 Appleby Line Burlington, Ontario L7L 0B6 To whom it may concern, Re: Proposed Residential/Commercial Development

2262 & 2266 Lakeshore Road & 83 East Street, Oakville Request for Confirmation – Bell Canada Servicing

We are currently preparing a Functional Servicing Report to examine the infrastructure requirements for a proposed estate lot development located on Lakeshore Road and East Street in Oakville. The development proposes construction of a 15-storey mixed use residential/commercial tower with 245 condominium units and four and a half levels of underground parking. Each of the subject properties currently have a one-storey commercial building with associated parking. We request that, if available, you provide us your existing servicing and plan in this area, and we would appreciate any comments you could provide on the serviceability of the proposed development. We thank you in advance for your assistance and co-operation in providing the background data. If you have any questions regarding the enclosed or require any additional information, please feel free to give me a call at (705) 719-4785 ext. 240.

Regards, PEARSON ENGINEERING LTD.

Alex Aiello AutoCAD Designer

http://www.pearsoneng.com/


pearsoneng.com 1 Letter to Canada Post - June 2021

June 11, 2021 File:21031

Attention: Anna Burdz Canada Post 200-5210 Bradco Boulevard, Mississauga, ON L4W 1G7 Dear Anna, Re: Proposed Residential/Commercial Development

2262 & 2266 Lakeshore Road & 83 East Street, Oakville Request for Confirmation – Canada Post services






pearsoneng.com 1 Letter to Enbridge Union Gas - June 2021

June 11, 2021 File:21031

Attention: To whom it may concern Enbridge/Union Gas 10 Surrey Street E, Guelph, ON N1H 3P5 To whom it may concern, Re: Proposed Residential/Commercial Development

2262 & 2266 Lakeshore Road & 83 East Street, Oakville Request for Confirmation – Enbridge/Union Gas servicing






pearsoneng.com 1 Letter to Oakville Hydro - June 2021

June 11, 2021 File:21031

Attention: To whom it may concern Oakville Hydro Electricity Distribution Inc. 861 Redwood Square, Oakville, ON L6L 6R6 To whom it may concern, Re: Proposed Residential/Commercial Development

2262 & 2266 Lakeshore Road & 83 East Street, Oakville Request for Confirmation – Oakville Hydro Electric servicing






pearsoneng.com 1 Letter to Rogers - June 2021

June 11, 2021 File:21031

Attention: To whom it may concern Rogers Canada 920 Southdown Road, Mississauga, ON L5J 2Y4 To whom it may concern, Re: Proposed Residential/Commercial Development

2262 & 2266 Lakeshore Road & 83 East Street, Oakville Request for Confirmation – Rogers servicing



