High Park Bayview Inc. c/o GWL Realty Advisors Inc.

GRENADIER SQUARE DEVELOPMENT CITY OF TORONTO

PRELIMINARY STORMWATER MANAGEMENT AND SERVICING REPORT LEA PROJECT #: 9114

NOVEMBER 2012

www.LEA.ca

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto _________________________________________________________________________________

TABLE OF CONTENTS Page 1.0 

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

2.0 

OBJECTIVES OF STORMWATER MANAGEMENT (SWM) REPORT ...........................................1 

3.0 

EXISTING STORM DRAINAGE CONDITIONS ................................................................................2 

3.1  3.2  4.0 

4.1  4.2  5.0 

Existing Storm Drainage Conditions – Major Storm System ................................................ 2  Existing Storm Drainage Conditions – Minor Storm System ................................................ 2  STORMWATER MANAGEMENT CRITERIA ...................................................................................3 

City of Toronto SWM Design Criteria ................................................................................... 3  TRCA SWM Design Criteria ................................................................................................. 3  STORMWATER MANAGEMENT PLANS .........................................................................................4 

5.1  Stormwater Management Plan (SWMP) for Site # 01 – South Tower Site ........................... 4  5.1.1  Pre- and Post-Development Peak Flow Analysis ........................................................... 4  5.1.2  Water Balance Requirement ........................................................................................... 5  5.1.3  Water Quantity Control Requirement ............................................................................. 5  5.1.4  Water Quality Control Requirement ............................................................................... 6  5.2  Stormwater Management Plan (SWMP) for Site # 02 – North Tower Site ........................... 6  5.2.1  Pre- and Post-Development Peak Flow Analysis ........................................................... 6  5.2.2  Water Balance Requirement ........................................................................................... 7  5.2.3  Water Quantity Control Requirement ............................................................................. 7  5.2.4  Water Quality Control Requirement ............................................................................... 7  5.3  Central Area Improvement Impact on Stormwater ................................................................ 8  5.4  Erosion and Sediment Control during Construction .............................................................. 8  6.0 

6.1  6.2  7.0 

7.1  7.2 

SITE SERVICING ..................................................................................................................................9 

Existing Municipal Services................................................................................................... 9  Site Servicing Requirement .................................................................................................. 10  CONCLUSIONS ..................................................................................................................................10 

Stormwater Management Plans ............................................................................................ 10  Site Servicing Requirement .................................................................................................. 11 

FIGURES AND DRAWINGS Figure 01 Figure 02 Dwg. C-01

Existing Storm Drainage Conditions Proposed Development Site Servicing Plan

i

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto

LIST OF TABLES TABLE 1

Areas of Proposed Development Sites…….. ...............................................................................4

TABLE 2

Values of a and c Parameters for the City of Toronto...…...........................................................5

TABLE 3

Peak Flow Rates For Pre- & Post-Development Conditions, South Tower Site..........................5

TABLE 4

Required Stormwater Storage Volumes, South Tower Site.........................................................5

TABLE 5

Stormwater Quality Treatment Assessment, South Tower Site...................................................6

TABLE 6

Peak Flow Rates For Pre- & Post-Development Conditions, North Tower Site…………...…...7

TABLE 7

Required Stormwater Storage Volumes, North Tower Site……….…………..…......................7

TABLE 8

Stormwater Quality Treatment Assessment, North Tower Site…...............................................7

TABLE 9

Impact of Central Area Improvement, Site # 03………………………………….………...…...8

TABLE 10

Spare Flow Capacities of Existing Sewers………………….………………..…........................9

TABLE 11

Site Servicing Requirement…......................................................................................................9

APPENDICES

1 2 3 4 5 6

Stormwater Peak Flow Rate and Storage Calculations, South Tower Site Stormwater Peak Flow Rate and Storage Calculations, North Tower Site Stormwater Peak Flow Rate and Storage Calculations, Central Area Improvement Site Servicing Requirement Existing Sewers Network Plans and HVM Model Data Figures and Drawings

ii

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto

1.0

INTRODUCTION

High Park Bayview Inc. c/o GWL Realty Advisors Inc. is proposing to redevelop a portion of an existing residential site located at 51 to 65 Quebec Avenue, and 52 to 66 High Park Avenue. Figure 1 shows the existing site conditions, and Figure 2 shows the locations of the two proposed new 31storey residential towers, 2-storey amenity block and central area improvement in Grenadier Square. The redevelopment consists of demolishing the existing two-storey brick townhome complex, constructing a 31-storey south tower with two levels of underground parking on the east side of Quebec Avenue (Site # 01), and a 31-storey north tower with two levels of underground parking, and a two-storey amenity block on the west side of High Park Avenue (Site # 02), improving the central area in between the existing buildings (Site # 03), and minor improvements to the driveway and sidewalk for the properties located at 77 Quebec Avenue and 40 High Park Avenue. The development site is under the jurisdiction of the City of Toronto, and located within the Humber River watershed. As part of our civil engineering design services, this report is prepared to address the potential impact of the above mentioned development on the stormwater environment and to propose stormwater management (SWM) strategies to mitigate any negative impact in accordance with the latest design criterion/guidelines of the City of Toronto and other applicable regulatory agencies. In addition to this, new site servicing requirements for sanitary and water supply will be reviewed in this report, and finalized in collaboration with the project team mechanical engineer during the next phase of the project. The properties associated with the existing 20-storey buildings located at 77 Quebec Avenue and 40 High Park Avenue will not be impacted by this redevelopment and therefore SWM and Site Servicing are not required.

2.0

OBJECTIVES OF STORMWATER MANAGEMENT (SWM) REPORT

The objectives of this SWM report are as follows: •

To determine the applicable design criterion and guidelines in consultation with the City of Toronto and other regulatory agencies;

•

To review any relevant Storm Water Management (SWM) Plans/Reports;

•

To review existing drainage conditions and analyze pre-development peak run-off flow rates;

•

To review the physical constraints and opportunities for stormwater management practices;

•

To analyze post-development peak runoff flow rates and on-site storage requirements with regard to design criteria and guidelines;

•

To address the water balance requirements of the Wet Weather Flow Management (WWFM) Guidelines;

•

To address stormwater quality and quantity control requirements;

•

To address erosion and sediment control requirements during construction; 1

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto •

To assess new servicing requirements for the proposed new development.

3.0

EXISTING STORM DRAINAGE CONDITIONS

According to the proposed development plan for Grenadier Square, the existing 2-storey brick townhouses located at the municipal addresses of 51 to 65 Quebec Avenue (Site # 01), and 52 to 66 High Park Avenue (Site # 02) will be demolished, and replaced with two 31-storey condo towers. The central area in between buildings (Site # 03) will be improved with new landscaping features as part of the development. Existing storm drainage conditions of the development site are identified as below. 3.1

Existing Storm Drainage Conditions – Major Storm System

In general, the existing topography varies within the Grenadier Square site and can be summarized as below: Site # 01: The entire area drains from the eastside (existing rear yard walkway) to the Quebec Avenue, Overland flow outlets to the Quebec Avenue roadway via existing south and north side yards. Site # 02: The ground falls from the west side (existing board fence) to the east, overland flow outlets to the High Park Avenue roadway via both existing north and south side yards. Site # 03: The northern part behind Site # 02 falls towards Quebec Avenue. Overland flow outlets to Quebec Avenue roadway through north side yard of existing building located at 77 Quebec Avenue, and the entrance to the south of the building. Overland flow spills onto High Park Avenue from the southern portion via the south side yard of 20-storey building located at 40 High Park Avenue and the entrance to the north of the building. Figure 01 shows the general overland flow route and minor storm drainage system under existing conditions. Quebec Avenue and High Park Avenue fall from the north to the south. At the major storm events, surface runoff in excess of minor drainage capture, generated from the roadways and Grenadier Square site will travel, in the form of overland flow southerly along both Quebec Avenue and High Park Avenue. 3.2

Existing Storm Drainage Conditions – Minor Storm System

During frequent minor storm events, stormwater runoff from the Grenadier Square site is collected by existing catchbasins, conveyed by storm sewers and discharged to existing municipal storm sewers respectively located on Quebec Avenue and High Park Avenue. Figure 01 shows locations of existing catchbasins and storm sewers located on public right-of-ways and internal site.

2

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto

4.0

STORMWATER MANAGEMENT CRITERIA

The SWM plans for the proposed 31-storey residential towers on Quebec Avenue and High Park Avenue shall confirm the criterion and /or guidelines from the City of Toronto and Toronto Region Conservation Authority (TRCA). In addition, the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (2003) and, the Low Impact Development Stormwater Management Manual by the TRCA and Credit Valley Conservation (CVC) shall be followed where applicable. A summary of the abovementioned criterion/guidelines is provided below. 4.1

City of Toronto SWM Design Criteria

The City of Toronto requires that all stormwater management plans follow the Wet Weather Flow Management (WWFM) Guidelines dated November 2006. The criteria for small developments with site area less than 5.0 ha are summarized below:

4.2

•

Water Balance Control - Retain at-least the first 5mm from each rainfall through on-site infiltration, evapo-transpiration and rainwater reuse.

•

Water Quality Control - long-term average removal of 80% of total suspended solids (TSS) on an annual loading basis.

•

Water Quantity Control - The required level of peak flow control from a site shall follow Toronto and Region Conservation Authority Flood Flow Criteria Map.

•

Erosion & Sediment Control During Construction – Regardless of size for all development sites, temporary erosion and sediment control for construction must be provided on-site.

•

Discharge Criteria to Municipal Infrastructure – The allowable release rate to the municipal storm sewer system from the development site during a 2-year design storm event must not exceed the peak runoff rate from the site under pre-development conditions during the same storm event, or existing capacity of the receiving storm sewer, whichever is less.

•

When the % imperviousness of a development site under pre-development condition is higher than 50%, the maximum value of C (Runoff Coefficient) used in calculating the pre-development peak runoff rate is limited to 0.5.

TRCA SWM Design Criteria

For Humber River Watershed: •

Quantity Control: Control post-development peak flows to pre-development levels for all storms up to and including 100-year storm

•

Quality Control: Enhanced (Level One) protection is required.

•

Water Balance: Site water balance following new development shall resemble predevelopment conditions to the extent possible. 3

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto

5.0

STORMWATER MANAGEMENT PLANS

Based on the current architectural design, the site footprint areas of proposed two 31-storey residential towers and the central area improvement are provided in Table 1 below. Proposed Development

Area (ha)

Site # 01 – South Tower Site

0.23

Site # 02 – North Tower Site

0.32

Site # 03 – Central Area Improvement

0.56

Table 1: Areas of Proposed Development Sites

The abovementioned development sites are all tributary to the Humber River watershed, the SWMPs shall follow the respective criteria/guidelines of the City of Toronto, TRCA and other regulatory agencies. 5.1

Stormwater Management Plan (SWMP) for Site # 01 – South Tower Site

This site is currently occupied by eight units of 2-storey brick townhouses with the municipal address – 51, 53, 55, 57, 59, 61, 63 and 65 Quebec Avenue. 5.1.1

Pre- and Post-Development Peak Flow Analysis

The existing land uses of this site include townhouses, asphalt entrances, asphalt walkway and grassed areas in the back yard and side yard. Based on the areas of existing land uses, the actual composite runoff coefficient is estimated at 0.62 (see Appendix 1). However, a maximum coefficient of 0.5 is to be used in peak flow calculations under the pre-development conditions as per the City of Toronto’s Wet Weather Flow Management Guidelines. Under the post-development conditions, a 31-storey condo tower with underground parking lots, a new entrance and soft landscaped areas are proposed. The runoff coefficient under post-development conditions is estimated to be 0.81 (see Appendix 1). Our calculations indicate that site surface imperviousness is increased from 56.5% (pre-development) to 86.0% (post-development). Rational Formula: Where:

IDF Curve Equation: Where:

Q = 2.78CIA (L/s) C: runoff coefficient I: rainfall intensity (mm/hr) A: drainage area (ha) I = aTC (for the City of Toronto) I: rainfall intensity (mm/hr) T: time of concentration (hour) a, c: parameters (see Table 2 below)

4

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Return Period

a

C

2-year

21.8

-0.78

5-year

32.0

-0.79

100-year

59.7

-0.80

Table 2: Values of a and c parameters for the City of Toronto

The peak flow rates under the pre- and post-development conditions are computed by the Rational Method / IDF curves in Appendix 1, and summarized in Table 3 below. 2

5

100

Pre-Development (Rational Formula)

28.04

41.90

79.59

Post-Development (Rational Formula)

45.40

67.89

128.95

Return Period (Year)

Table 3: Peak Flow Rates (L/s) for Pre- & Post-Development Conditions, South Tower Site

5.1.2

Water Balance Requirement

Based on the water balance criteria of the City of Toronto’s WWFM Guideline, the minimum on-site runoff retention requires retaining all runoff of the first 5mm from each rainfall through infiltration, evapo-transpiration, etc. Accordingly, a storage volume of approximate 9.3 m3 is required (Refer to Appendix 1). The potential methods to address the water balance criteria are outlined as follows: • Green roof: For the purpose of capture and evapo-transpiration of the 5mm rainfall over the roof. • Permeable pavement: To enhance on-site infiltration if soil conditions permit. • Rainwater harvesting: Re-use of rainwater for irrigation, grey water toilet flushing or parking lots washing

During the detailed design of Grenadier Square, further review will be undertaken to determine which of the above three methods or a combination thereof will best meet the requirements of the WWFM Guidelines. 5.1.3

Water Quantity Control Requirement

According to the TRCA’s stormwater quantity control criteria - control post-development peak flows to pre-development levels for all storms up to and including 100-year storm, the required on-site stormwater storage volumes for different design storm events are calculated as shown in Appendix 1, and summarized in Table 4 below. 2 – Year

Design Storm

5 – Year

3

10.4 15.6 Required Storage (m ) 3 Table 4: Required Stormwater Storage Volumes (m ), South Tower Site

5

100 – Year 29.6

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Different options to provide on-site storage will be explored in consultation with the structural and mechanical engineers during the detailed design stage, such as rooftop storage, a cistern. 5.1.4

Water Quality Control Requirement

In order to achieve the long term average removal of 80% of Total Suspended Solids (TSS) on an annual basis from all runoff leaving the site, multi-component quality control measures shall be considered, including rooftop, an oil/grit separator and soft landscaped areas. Unlike parking lots, building roof and soft landscaped areas are not subject to vehicular traffic, and the application of sand and de-icing salt constituents, petroleum hydrocarbons and heavy metals. Therefore, roof water is clean. Table 5 provides a preliminary estimate of TSS removal level of stormwater leaving the site. Water Quality Control Component Rooftop Soft landscaping Oil/grit separator Site Average TSS Removal

Area (m2)

TSS Removal (%)

1435 320 465 (new driveway) 2290

100 80 50 84

Table 5: Stormwater Quality Treatment Assessment, South Tower Site

As can be seen, the overall TTS removal efficiency exceeds the City’s target of 80%. During detailed design, feasibility to use pervious pavement within the new driveway will be reviewed in consultation with the landscape architect and geotechnical engineer. If feasible, pervious pavement shall further enhance site infiltration and TSS removal which might not require an oil/grit separator. 5.2

Stormwater Management Plan (SWMP) for Site # 02 – North Tower Site

Similarly, the proposed north tower and amenity block site is tributary to the Humber River watershed, the SWMP shall follow the respective criteria/guidelines from the City of Toronto, TRCA and other regulatory agencies. 5.2.1

Pre- and Post-Development Peak Flow Analysis

Under existing conditions, this site is primarily occupied by 2-storey brick townhouses, and the actual composite runoff coefficient is estimated at 0.52 (Refer to Appendix 2). However, a maximum coefficient of 0.5 is to be used in peak flow calculations under the pre-development conditions as per the City of Toronto’s Wet Weather Flow Management Guidelines. Under postdevelopment conditions, the proposed 31-storey condo tower and the amenity block occupy most of the site footprint. Runoff coefficient under the post-development condition is estimated at 0.73 (Refer to Appendix 2). The calculation also indicates that overall site imperviousness is increased from 41.6% (pre-development) to 74.4% (post-development). Peak flow rates under the pre- and post-development conditions are computed by the Rational Method / IDF curves (shown in Appendix 2), and summarized in Table 6 below.

6

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto 2

5

100

Pre-Development (Rational Formula)

38.98

58.25

110.64

Post-Development (Rational Formula)

57.20

85.55

162.49

Return Period (Year)

Table 6: Peak Flow Rates (L/s) for Pre- & Post-Development Conditions, North Tower Site

5.2.2

Water Balance Requirement

To satisfy the water balance criteria in the City of Toronto’s WWFM Guidelines, an on-site storage volume of approximate 11.7 m3 will be required for this site (Refer to Appendix 2). Similar to Site # 01, three potential methods to address the water balance criteria will be considered: • Green roof: For the purpose of capture and evapo-transpiration of the 5mm rainfall over the roof. • Permeable pavement: To enhance on-site infiltration if soil conditions permit. • Rainwater harvesting: Re-use of rainwater for irrigation, grey water toilet flushing or parking lots washing

During the detailed design of Grenadier Square, further review will be undertaken to determine which of the above three methods or a combination thereof will best meet the requirements of the WWFM Guidelines. 5.2.3

Water Quantity Control Requirement

According to the TRCA’s stormwater quantity control criteria, the required on-site stormwater storage volumes for different design storm events have been calculated as shown in Appendix 2, and summarized in Table 7 below. Design Storm 3

Required Storage (m )

2 – Year

5 – Year

100 – Year

10.9

16.3

31.0

Table 7: Required Stormwater Storage Volumes (m3), North Tower Site

In consideration of site conditions, on-site storage methods, such as rooftop storage, a cistern, will be reviewed and determined in consultation with structural engineer during the detailed design. 5.2.4

Water Quality Control Requirement

Under the post-development conditions, multi-components – rooftop, soft landscaped area and an oil/grit separator shall remove TSS from the rainfall runoff. TSS removal efficiencies for different stormwater management measures are provided in the City’s WWFM Guidelines. Building roof is not subject to vehicular traffic, and the application of sand and de-icing salt constituents, petroleum hydrocarbons and heavy metals. Runoff from roof surface is generally considered to be clean. Table 8 provides a preliminary estimate of TSS removal level of stormwater leaving the site. 7

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Water Quality Control Component Roof Landscaped Area Oil/Grit Separator Site Average TSS Removal

Area (m2)

TSS Removal (%)

1768 815 853 ( new driveway) 3183

100 80 50 89

Table 8: Stormwater Quality Treatment Assessment, North Tower Site

The overall TTS removal level of stormwater flow leaving Site # 02 exceeds the City’s target of 80%. Similar to Site # 01, introducing permeable pavement within new driveway shall potentially eliminate an oil/grit separator. 5.3

Central Area Improvement Impact on Stormwater

The proposed improvement in Site # 03 consists mainly of removal of existing internal paved service roads for garbage collection, new paved driveways on both the south side and north side of Grenadier Square, new soft and hard landscaped features. The changes in land use are detailed in Appendix 3. Under the proposed development, the site imperviousness will be increased slightly from 50.1% to 53.8%. Runoff coefficient shall be also increased slightly from 0.58 to 0.60. Table 9 lists the impact of central area improvement and demonstrates that changes in land use within the central area improvement shall have negligible impact on water environment. Therefore, no stormwater management measures are required for Site # 03. During the detailed design, feasibility of introducing permeable pavement for the proposed driveway and hardscaped area shall be reviewed in consultation with the landscape architect and geotechnical engineer. If feasible, permeable pavement shall further reduce runoff rates.

Impact PreDevelopment PostDevelopment Increase (%)

Site Imperviousness (%)

Runoff Coefficient

Stormwater Peak Flow Rate (L/s) 2-Year

5_year

100-Year

50.1

0.58

80.13

119.74

227.44

53.8

0.60

82.84

123.89

235.31

7.4

3.4

3.4

3.4

3.4

Table 9: Impact of Central Area Improvement, Site # 03

5.4

Erosion and Sediment Control during Construction

During site construction, it is recommended that all erosion and sediment control Best Management Practices (BMPs) shall be constructed and maintained in accordance with the Greater Golden Horseshoe Area Conservation Authorities’ (GGHA CAs) Erosion & Sediment Control Guidelines for Urban Construction (December 2006). In brief, the measures below are anticipated to be provided on site during the entire period of construction. •

Siltation control fence along the perimeter of the construction site before commencement of construction; 8

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto •

Sediment control measures to prevent silt entry at all the adjacent existing catch basins;

•

Granular mud-mats at all construction egress locations;

•

An inspection and monitoring program following the GGHA CA’s Erosion and Sediment Control Guidelines for Urban Construction (December 2006).

6.0 SITE SERVICING 6.1

Existing Municipal Services

The proposed two towers will require new service connections to the existing municipal services, i.e. storm sewers, combined sewers and watermains, respectively located on Quebec Avenue and High Park Avenue. Quebec Avenue Carries the below municipal services adjacent to the South Tower: • Hydro conduit on the east side • 600mm dia. concrete storm sewer • 450mm dia. clay combined sewer • 100mm dia. gasmain • 150mm dia. watermain • Bell Canada conduit on the west side High Park Avenue Carries the below municipal services adjacent to the North Tower: • Rogers Cable conduits on the west side • 150mm dia. watermain • 1650mm dia. concrete storm sewer • 600mm dia. clay combined sewer • 100mm dia. gasmain • 150mm dia. gasmain • 300mm dia. watermain • Bell Canada cable • Hydro conduit on the east side The hydraulic conditions of existing storm and combined sewers are provided by the City and included in Appendix 5. Table 10 summarizes the spare flow capacities of existing sewers to receive sewage from the new towers. Spare Flow Capacity of Storm Sewer (L/s) Site #7161 ( 600mm) #7855 ( 1650mm) 309 South Tower 2581 North Tower Table 10 Spare Flow Capacities of Existing Sewers (L/s)

9

Spare Flow Capacity of Combined Sewer (L/s) #3246 ( 450mm) #3256( 600mm) 289 44

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto 6.2

Site Servicing Requirement

Based on the site statistics of condo towers provided by the architect, site sanitary flow and water demand are estimated as shown in Appendix 4. Site storm flow discharge rates have been provided in the previous section of this report. Table 11 lists the site servicing requirement. Location South Tower North Tower

Storm Flow Rate (L/s) 28.04 38.98

Sanitary Flow Rate (L/s) 10.25 11.04

Water Demand (L/s) 318.08 318.19

Table 11: Site Servicing Requirement, Grenadier Square

Note: The above site servicing requirement will be reviewed and confirmed by the mechanical engineer during the detailed design. In comparison with the spare flow capacities of existing storm and combined sewers (in Table 10), the storm and sanitary servicing requirement of proposed development can be well accommodated. Sizes of new site service connections for both proposed towers are selected below: • Storm service: 250mm dia. PVC pipe • Sanitary service: 200mm dia. PVC pipe • Water service: 150mm dia. PVC pipe At the current stage of design, no hydrant flow tests have been undertaken, pressure and flow of existing water distribution system are not known. Therefore, sufficiency of existing water supply will be reviewed at the next stage of design. However, two existing 20-storey residential buildings are currently serviced by the watermains which will service the proposed residential towers. It could be reasonably assumed that the existing municipal water distribution system be adequate to support the proposed development. In the central area, the proposed improvement is anticipated to maintain the existing site grading and storm drainage system. No additional site services (water and sanitary) are required except minor adjustment of storm drainage structures. A preliminary site servicing plan (Dwg. C-01) shows the locations and sizes of new site service connections.

7.0

CONCLUSIONS

7.1

Stormwater Management Plans

Stormwater management plans have been proposed to address the impact of the proposed development in accordance with the City of Toronto and the TRCA criterion. The SWM plans are summarized as follows: Site # 01 – South Tower Site •

On-site storage of approximate 9.0 m3 in volume will need to be provided for retention of the first 5mm rainfall runoff as required to achieve the WWFM water balance target.

•

An oil/grit separator together with run-off from landscaped areas and clean rooftop derived storm water will be sufficient to satisfy the water quality control requirement, i.e. 80% of TSS removal. 10

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto •

On-site storage of approximate 30.0 m3 in volume will be provided in order to control the postdevelopment stormwater flows to pre-development levels.

Site # 02 – North Tower Site •

On-site storage of approximate 12.0 m3 in volume will need to be provided for retention of the first 5mm rainfall runoff as required to achieve the WWFM water balance target.

•

An oil/grit separator together with landscaped areas and clean roof storm water will be sufficient to satisfy the water quality control requirement, i.e. 80% of TSS removal.

•

On-site storage of approximate 31.0 m3 in volume will be provided in order to control the postdevelopment stormwater flows to pre-development levels.

Site # 03 – Central Area Improvement Site As noted in Section 5.3, the proposed central area improvement shall have minimal impact on the stormwater environment therefore no stormwater management measures are required. Temporary Erosion and Sediment Control during Construction •

7.2

Temporary erosion and sediment control measures should be provided before construction and maintained during construction in accordance with the GGHA CA’s “Erosion & Sediment Control Guidelines for Urban Construction” and other requirements. Site Servicing Requirement

Site # 01 & 02– South Tower Site & North Tower Site Based on the statistics of the proposed development and the City’s discharge criterion to municipal infrastructure, servicing requirements for sanitary, storm and water supply are estimated in Section 6.2. The spare flow capacities of existing municipal sewers have been reviewed based on the HVM modeling data provided by the City, and found being capable of accommodating the site servicing requirement for both the south tower (Site # 01) and north tower (Site # 02). The sufficiency of the existing water distribution system will be reviewed and confirmed when hydrant flow test data becomes available in the later design phases of this development however we expect that the water supply should be adequate as the municipal watermains that we are proposing to tie into currently service the neighboring towers on the both High Park Avenue and Quebec Avenue. Sizes of the new site service connections for both of the proposed towers are listed below: • Storm service: 250mm dia. PVC pipe • Sanitary service: 200mm dia. PVC pipe • Water service: 150mm dia. PVC pipe Site # 03 – Central Area Improvement Site In the central area, the proposed improvement is anticipated to maintain the existing site grading and storm drainage system. No additional site (sanitary and water) services are required except for some minor adjustments to storm drainage structures.

11

Appendix 1 Stormwater Peak Flow and Storage Calculations Site # 01 – South Tower Site

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Land Use Prepared: M.D. Page No. Checked: R.L.B Proj. # 9114 Nov. 2/12 Date:

EXISTING CONDITIONS: Existing Land Use 2-storey brick townhouses Asphalt driveways Rearside asphalt sidewalk Concrete patios Total Paved Area Total Landscaped Area Total Site Area:

2 Area (m )

591.1 400.6 94.8 208.3 1294.8 995.2 2290.0

PROPOSED DEVELOPMENT: Proposed Land Use South Tower Paved Walkway Additional Paved Visitor Parking Lot Paved Driveway Terraces Total Paved Area Total Landscaped Area Total Site Area:

2 Area (m )

1435.2 18.3 37.0 295.5 184.2 1970.2 319.8 2290.0

A-01

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Composite "C" Calculation Prepared: M.D. Page No. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

A-02

Pre-Development Composite Runoff Coefficient "C" Location Site # 01 Paved Area Landscaped Area

Total

Area (ha) 0.129 0.100

C 0.90 0.25

0.229

Composite "C"

0.62 0.50 56.5

Imperviousness Percent:

max. by WWFMG

Post-Development Composite Runoff Coefficient "C" Location Site # 01 Paved Area Landscaped Area

Total Imperviousness Percent:

Area (ha) 0.197 0.032

0.229

C 0.90 0.25

Composite "C"

0.81 86.0

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

5mm Rainfall Retention Volume (Water Balance) Prepared: M.D. Page No. A-03 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

According to the WWFM Guidelines, in order to achieve the water balance target, it is required to retain all runoff from a small event - typically 5mm (in Toronto, storms with 24 hour volumes of 5mm or less contribute about 50% of the total average annual rainfall volume) through infiltration, evapotranspiration & rainwater reuse. Site Area: Runoff Coefficient :

0.229 ha 0.81 Post-development site conditions

Runoff volume from 5mm rainfall event on site: V = 0.81 x 0.23 x 10 x 5 = 9.3 m

Required on-site retention volume for 5mm rainfall event:

3

3

9.3 m

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01 Rational Formulae:

Pre-Development Peak Flow Rates Calculation Prepared: M.D. Page No. A-04 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Q = 2.78 CIA (L/s)

Site Area: Time of Concentration Runoff Coefficient :

0.229 ha 10 minutes as per WWFM Guidelines 0.50 Pre-development condition

Rainfall Intensity: I = aTc Return Period: Rainfall Intensity (mm/hr):

2-yr 88.19

5-yr 131.79

100-yr 250.32

2-yr 28.04

5-yr 41.90

100-yr 79.59

Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s):

Allowable discharge rate into municipal storm sewer: @ 2-year storm:

28.04 L/s

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01 Rational Formulae:

Post-Development Peak Flow Rates Calculation(Uncontrolled) Prepared: M.D. Page No. A-05 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Q = 2.78 CIA (L/s)

Site Area: Time of Concentration Runoff Coefficient :

0.229 ha 10 minutes as per WWFM Guidelines 0.81 Post-development

Rainfall Intensity: I = aTc Return Period: Rainfall Intensity (mm/hr):

2-yr 88.19

5-yr 131.79

100-yr 250.32

2-yr 45.40

5-yr 67.89

100-yr 128.95

Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s):

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Total Drainage Area (ha) = Drainage Area Composite C = Allowable Release Rate (2-year) = Return Period =

On-Site Storage Calculation (2-Year Storm) Prepared: M.D. Page No. A-06 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

0.229 0.81 28.04 2

ha L/s Year

Site storage Requirement:

(minutes)

(mm/hr)

(L/s)

Storm Runoff Volume (m³)

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40

88.19 76.50 67.83 61.12 55.76 51.36 47.68 44.55 41.85 39.50 37.43 35.60 33.95 32.47 31.13 29.91

45.40 39.38 34.92 31.46 28.70 26.44 24.54 22.93 21.54 20.33 19.27 18.32 17.48 16.71 16.02 15.40

27.24 28.35 29.33 30.21 31.00 31.72 32.40 33.02 33.61 34.16 34.68 35.18 35.65 36.10 36.54 36.95

Time

Rainfall Peak Flow Intensity

Required Storage Volume = 10.42

m3

(L/s)

Release Flow Volume (m³)

Required Storage Volume (m³)

28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04 28.04

16.82 20.19 23.55 26.92 30.28 33.65 37.01 40.38 43.74 47.11 50.47 53.83 57.20 60.56 63.93 67.29

10.42 8.16 5.78 3.29 0.72 -1.93 -4.61 -7.36 -10.13 -12.95 -15.79 -18.65 -21.55 -24.46 -27.39 -30.34

Release Rate

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Total Drainage Area (ha) = Drainage Area Composite C = Allowable Release Rate (5-year) = Return Period =

On-Site Storage Calculation (5-Year Storm) Prepared: M.D. Page No. A-07 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

0.229 0.81 41.90 5

ha L/s Year

Site storage Requirement:

(minutes)

(mm/hr)

(L/s)

Storm Runoff Volume (m³)

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40

131.79 114.11 101.03 90.91 82.84 76.22 70.69 66.00 61.95 58.43 55.33 52.58 50.12 47.91 45.91 44.08

67.84 58.74 52.01 46.80 42.64 39.24 36.39 33.97 31.89 30.08 28.48 27.07 25.80 24.66 23.63 22.69

40.71 42.29 43.69 44.93 46.05 47.08 48.03 48.92 49.75 50.53 51.27 51.97 52.63 53.27 53.88 54.46

Time

Rainfall Peak Flow Intensity

Required Storage Volume =

15.57

m3

(L/s)

Release Flow Volume (m³)

Required Storage Volume (m³)

41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90 41.90

25.14 30.17 35.20 40.23 45.25 50.28 55.31 60.34 65.37 70.40 75.42 80.45 85.48 90.51 95.54 100.57

15.57 12.12 8.49 4.70 0.80 -3.20 -7.28 -11.42 -15.62 -19.87 -24.15 -28.48 -32.85 -37.24 -41.66 -46.11

Release Rate

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Total Drainage Area (ha) = Drainage Area Composite C = Allowable Release Rate (100-year) = Return Period =

On-Site Storage Calculation (100 - Year Storm) Prepared: M.D. Page No. A-08 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

0.229 0.81 79.59 100

ha L/s Year

Site storage Requirement:

(minutes)

(mm/hr)

(L/s)

Storm Runoff Volume (m³)

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38

250.32 216.35 191.25 171.87 156.41 143.77 133.22 124.26 116.55 109.84 103.94 98.71 94.04 89.84 86.03

128.86 111.37 98.45 88.47 80.52 74.01 68.57 63.96 60.00 56.54 53.51 50.81 48.41 46.24 44.29

77.31 80.18 82.70 84.93 86.96 88.81 90.52 92.11 93.59 94.99 96.31 97.56 98.75 99.89 100.97

Time

Rainfall Peak Flow Intensity

Required Storage Volume = 29.56

m3

(L/s)

Release Flow Volume (m³)

Required Storage Volume (m³)

79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59 79.59

47.75 57.30 66.85 76.40 85.95 95.50 105.06 114.61 124.16 133.71 143.26 152.81 162.36 171.91 181.46

29.56 22.88 15.85 8.53 1.01 -6.69 -14.54 -22.50 -30.57 -38.72 -46.95 -55.25 -63.61 -72.02 -80.49

Release Rate

Appendix 2 Stormwater Peak Flow and Storage Calculations Site # 02 – North Tower Site

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Land Use Prepared: M.D. Page No. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

EXISTING CONDITIONS: Existing Land Use 2 storey brick townhouses Asphalt driveways Rearside sidewalk Concrete Patios Total Paved Area Total Landscaped Area Total Site Area:

Area (m2) 592.7 404.2 138.2 188.2 1323.3 1859.5 3182.8

PROPOSED DEVELOPMENT: Proposed Land Use Proposed North Tower Proposed Amenity Block Paved Driveways Terraces Total Paved Area Total Landscaped Area Total Site Area:

2 Area (m )

1434.9 333.2 407.6 192.5 2368.2 814.6 3182.8

B-01

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Composite "C" Calculation Prepared: M.D. Page No. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

B-02

Pre-Development Composite Runoff Coefficient "C" Location Site # 02 Paved Area Landscaped Area

Total

Area (ha) 0.132 0.186

C 0.90 0.25

0.318

Composite "C"

0.52 0.50 41.6

Imperviousness Percent:

max. by WWFMG

Post-Development Composite Runoff Coefficient "C" Location Site # 02 Paved Area Landscaped Area

Total Imperviousness Percent:

Area (ha) 0.237 0.082

0.318

C 0.90 0.25

Composite "C"

0.73 74.4

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

5mm Rainfall Retention Volume (Water Balance) Prepared: M.D. Page No. B-03 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

According to the WWFM Guidelines, in order to achieve the water balance target, it is required to retain all runoff from a small event - typically 5mm (in Toronto, storms with 24 hour volumes of 5mm or less contribute about 50% of the total average annual rainfall volume) through infiltration, evapotranspiration & rainwater reuse. Site Area: Runoff Coefficient :

0.318 ha 0.73 Post-development site conditions

Runoff volume from 5mm rainfall event on site: V = 0.73 x 0.32 x 10 x 5 = 11.7 m

Required on-site retention volume for 5mm rainfall event:

3

3

11.7 m

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02 Rational Formulae:

Pre-Development Peak Flow Rates Calculation Prepared: M.D. Page No. B-04 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Q = 2.78 CIA (L/s)

Site Area: Time of Concentration Runoff Coefficient :

0.318 ha 10 minutes as per WWFM Guidelines 0.50 Pre-development condition

c

Rainfall Intensity: I = aT

Return Period: Rainfall Intensity (mm/hr):

2-yr 88.19

5-yr 131.79

100-yr 250.32

2-yr 38.98

5-yr 58.25

100-yr 110.64

Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s):

Allowable discharge rate into municipal storm sewer: @ 2-year storm:

38.98 L/s

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02 Rational Formulae:

Post-Development Peak Flow Rates Calculation(Uncontrolled) Prepared: M.D. Page No. B-05 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Q = 2.78 CIA (L/s)

Site Area: Time of Concentration Runoff Coefficient :

0.318 ha 10 minutes as per WWFM Guidelines 0.73 Post-development

c

Rainfall Intensity: I = aT

Return Period: Rainfall Intensity (mm/hr):

2-yr 88.19

5-yr 131.79

100-yr 250.32

2-yr 57.20

5-yr 85.55

100-yr 162.49

Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s):

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Total Drainage Area (ha) = Drainage Area Composite C = Allowable Release Rate (2-year) = Return Period =

On-Site Storage Calculation (2-Year Storm) Prepared: M.D. Page No. B-06 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

0.318 0.73 38.98 2

ha L/s Year

Site storage Requirement:

(minutes)

(mm/hr)

(L/s)

Storm Runoff Volume (m³)

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40

88.19 76.50 67.83 61.12 55.76 51.36 47.68 44.55 41.85 39.50 37.43 35.60 33.95 32.47 31.13 29.91

57.20 49.62 44.00 39.65 36.17 33.31 30.93 28.90 27.15 25.62 24.28 23.09 22.02 21.06 20.19 19.40

34.32 35.73 36.96 38.06 39.06 39.98 40.82 41.61 42.35 43.05 43.71 44.33 44.93 45.49 46.04 46.56

Time

Rainfall Peak Flow Intensity

Required Storage Volume = 10.93

m3

(L/s)

Release Flow Volume (m³)

Required Storage Volume (m³)

38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98 38.98

23.39 28.06 32.74 37.42 42.10 46.77 51.45 56.13 60.81 65.48 70.16 74.84 79.51 84.19 88.87 93.55

10.93 7.67 4.22 0.64 -3.04 -6.79 -10.63 -14.52 -18.46 -22.43 -26.45 -30.51 -34.58 -38.70 -42.83 -46.99

Release Rate

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Total Drainage Area (ha) = Drainage Area Composite C = Allowable Release Rate (5-year) = Return Period =

On-Site Storage Calculation (5-Year Storm) Prepared: M.D. Page No. B-07 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

0.318 0.73 58.25 5

ha L/s Year

Site storage Requirement:

(minutes)

(mm/hr)

(L/s)

Storm Runoff Volume (m³)

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40

131.79 114.11 101.03 90.91 82.84 76.22 70.69 66.00 61.95 58.43 55.33 52.58 50.12 47.91 45.91 44.08

85.49 74.02 65.53 58.97 53.73 49.44 45.85 42.81 40.19 37.90 35.89 34.11 32.51 31.08 29.78 28.59

51.29 53.29 55.05 56.61 58.03 59.33 60.53 61.64 62.69 63.67 64.60 65.48 66.32 67.12 67.89 68.63

Time

Rainfall Peak Flow Intensity

Required Storage Volume =

16.34

m3

(L/s)

Release Flow Volume (m³)

Required Storage Volume (m³)

58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25 58.25

34.95 41.94 48.93 55.92 62.91 69.90 76.89 83.88 90.87 97.86 104.85 111.84 118.83 125.82 132.81 139.80

16.34 11.35 6.12 0.69 -4.88 -10.57 -16.36 -22.24 -28.18 -34.19 -40.25 -46.36 -52.51 -58.70 -64.92 -71.17

Release Rate

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Total Drainage Area (ha) = Drainage Area Composite C = Allowable Release Rate (100-year) = Return Period =

On-Site Storage Calculation (100 - Year Storm) Prepared: M.D. Page No. B-08 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

0.318 0.73 110.64 100

ha L/s Year

Site storage Requirement:

(minutes)

(mm/hr)

(L/s)

Storm Runoff Volume (m³)

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38

250.32 216.35 191.25 171.87 156.41 143.77 133.22 124.26 116.55 109.84 103.94 98.71 94.04 89.84 86.03

162.37 140.33 124.05 111.48 101.46 93.26 86.41 80.60 75.60 71.25 67.42 64.03 61.00 58.27 55.81

97.42 101.04 104.20 107.02 109.57 111.91 114.06 116.06 117.94 119.70 121.36 122.94 124.44 125.87 127.24

Time

Rainfall Peak Flow Intensity

Required Storage Volume = 31.04

m3

(L/s)

Release Flow Volume (m³)

Required Storage Volume (m³)

110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64 110.64

66.38 79.66 92.93 106.21 119.49 132.76 146.04 159.32 172.59 185.87 199.15 212.42 225.70 238.97 252.25

31.04 21.38 11.27 0.81 -9.92 -20.85 -31.98 -43.26 -54.65 -66.17 -77.79 -89.48 -101.26 -113.10 -125.01

Release Rate

Appendix 3 Impact on Stormwater Environment Site # 03 – Central Area Improvement

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 03

Land Use Prepared: M.D. Page No. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

EXISTING CONDITIONS: Existing Land Use Asphalt visitor parking lot Pool Deck Asphalt walkway Total Paved Area Total Soft Landscaped Area Total Site Area:

2 Area (m )

1569.0 896.1 359.6 2824.7 2815.4 5640.1

PROPOSED DEVELOPMENT: Proposed Land Use Paved Driveway Pool Deck Hardscaped Area Total Paved Area Total Soft Landscaped Area Total Site Area:

2 Area (m )

423.7 661.2 1948.6 3033.5 2606.6 5640.1

C-01

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 03

Composite "C" Calculation Prepared: M.D. Page No. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Pre-Development Composite Runoff Coefficient "C" Location Site # 03 Paved Area Landscaped Area

Total

Area (ha) 0.282 0.282

C 0.90 0.25

0.564

Composite "C"

0.58 0.58 50.1

Imperviousness Percent: Post-Development Composite Runoff Coefficient "C" Location Site # 03 Paved Area Landscaped Area

Total Imperviousness Percent:

Area (ha) 0.303 0.261

0.564

C 0.90 0.25

Composite "C"

0.60 53.8

C-02

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 03 Rational Formulae:

Pre-Development Peak Flow Rates Calculation Prepared: M.D. Page No. C-03 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Q = 2.78 CIA (L/s)

Site Area: Time of Concentration Runoff Coefficient :

0.564 ha 10 minutes as per WWFM Guidelines 0.58 Pre-development condition

Rainfall Intensity: I = aTc Return Period: Rainfall Intensity (mm/hr):

2-yr 88.19

5-yr 131.79

100-yr 250.32

2-yr 80.13

5-yr 119.74

100-yr 227.44

Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s):

Allowable discharge rate into municipal storm sewer: @ 2-year storm:

80.13 L/s

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 03 Rational Formulae:

Post-Development Peak Flow Rates Calculation(Uncontrolled) Prepared: M.D. Page No. C-04 Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Q = 2.78 CIA (L/s)

Site Area: Time of Concentration Runoff Coefficient :

0.564 ha 10 minutes as per WWFM Guidelines 0.60 Post-development

Rainfall Intensity: I = aTc Return Period: Rainfall Intensity (mm/hr):

2-yr 88.19

5-yr 131.79

100-yr 250.32

2-yr 82.84

5-yr 123.89

100-yr 235.31

Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s):

Appendix 4 Site Servicing Requirement Site # 01 and Site # 02

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Sanitary Flow Rate Calculation Prepared: M.D. Checked: R.L.B Proj. # 9114 Nov. 2/12 Date:

Page No.

D-01

SOUTH TOWER POPULATION CALCULATION (Based on the Architect Statistics dated Sept. 18, 2012) Site Area Proposed Total GFA Proposed Units Type Units Bachelor 28 1 Bedroom 184 2 Bedroom 93 Total 305

Density (P.P.U) 1.4 1.4 2.1

2

2290.0 m 2 24270.0 m Population 39 258 195 492

SANITARY FLOW CALCULATION 0.5 M=1+14/(4+P ) Harmon Peaking Factor: Peaking Factor Average Daily Wastewater Flow Total Domestic Flow Infiltration Allowance (@ 0.26 L/sec/ha) Design Flow

3.98 450 10.20 0.06 10.25

L/cap/day L/sec L/sec L/sec

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 01

Water Demand Calculation Prepared: M.D. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Page No.

D-02

SOUTH TOWER Total Population:

492 (See Page D-01)

Peak Hour Demand Calculation: Residential Per Capita Demand (multi-unit) Peaking Factor Peak Hour Demand

191 L/cap/day 2.5 2.72 L/sec

Maximum Day Demand Calculation: Residential Per Capita Demand (multi-unit) Peaking Factor Maximum Day Demand

191 L/cap/day 1.3 1.41 L/sec

Fire Flow for High Rise Residential: or

19000 L/min 316.67 L/sec

Max. Day Demand plus Fire Flow:

318.08 L/sec

Design Water Demand

318.08 L/sec

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Sanitary Flow Rate Calculation Prepared: M.D. Checked: R.L.B Proj. # 9114 Nov. 2/12 Date:

Page No.

E-01

NORTH TOWER & AMENITY BLOCK POPULATION CALCULATION (Based on the Architect Statistics dated Sept. 18, 2012) Total Site Area Proposed Total Residential GFA Proposed Amenity Indoor Space Proposed Units Type Units Bachelor 28 1 Bedroom 184 2 Bedroom 93 Amenity Block Total 305

Density (P.P.U) 1.4 1.4 2.1 2 2 1168 m x 3.3 person/100m =

2

3182.8 m 2 24270.0 m 2 1168 m Population 39 258 195 39 531

SANITARY FLOW CALCULATION 0.5 M=1+14/(4+P ) Harmon Peaking Factor: Peaking Factor Average Daily Wastewater Flow Total Domestic Flow Infiltration Allowance (@ 0.26 L/sec/ha) Design Flow

3.96 450 10.95 0.08 11.04

L/cap/day L/sec L/sec L/sec

LEA Consulting Ltd. Consulting Engineers and Planners

Project: Grenadier Square - Site # 02

Water Demand Calculation Prepared: M.D. Checked: R.L.B Proj. # 9114 Date: Nov. 2/12

Page No.

E-02

NORTH TOWER & AMENITY BLOCK Total Population:

531 (See Page E-01)

Peak Hour Demand Calculation: Residential Per Capita Demand (multi-unit) Peaking Factor Peak Hour Demand

191 L/cap/day 2.5 2.93 L/sec

Maximum Day Demand Calculation: Residential Per Capita Demand (multi-unit) Peaking Factor Maximum Day Demand

191 L/cap/day 1.3 1.53 L/sec

Fire Flow for High Rise Residential: or

19000 L/min 316.67 L/sec

Max. Day Demand plus Fire Flow:

318.19 L/sec

Design Water Demand

318.19 L/sec

Appendix 5 Existing Sewers Network Plans and HVM Model Data

Existing Storm Sewer

Source: City of Toronto

Existing Storm Sewer

Existing Storm Sewer Network Plan

Existing Combined Sewer

Existing Combined Sewer

Source: City of Toronto

Existing Combined Sewer Network Plan

HVM Modeling Data TORONT

O SEWER SY STEM

3243 CIRCULAR YU 110.035 SU 113.133 RES 225 IW 0.0

STUDY AREA 2

YL SL A L

0.38/0.38 INFLOW 109.532 QF 129 113.742 AF 0.114 0.10 VF 1.13 100.6 S 1/ 200

3242 7165 DQ 22 DQD 0.2 GAMMA 0.75 N 0.0130

3244 CIRCULAR YU 109.532 SU 113.742 RES 225 IW 0.0

YL SL A L

0.38/0.38 INFLOW 109.044 QF 129 113.559 AF 0.114 0.17 VF 1.13 97.5 S 1/ 200

3245 CIRCULAR YU 109.044 SU 113.559 Receiving san.flow from RES 225 the South Tower IW 0.0

YL SL A L

3246 CIRCULAR YU 108.570 SU 112.584 RES 225 IW 0.0

*

3247 CIRCULAR YU 100.297 SU 110.085 RES 225 IW 0.0 3253 CIRCULAR YU 110.414

Source: City of Toronto

QDLM HDLM VDLM SCOD

OUTFLOW 3244 5 VNIGHT0.31 0.05 HNIGHT0.02 0.57 VNORM 0.0 103 DWB 0.0

DUC DUS HUM YUM

3243 DQ 25 DQD 0.4 GAMMA 0.50 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3245 5 VNIGHT0.32 0.05 HNIGHT0.02 0.58 VNORM 0.0 102 DWB 0.0

DUC DUS HUM YUM

0.46/0.46 INFLOW 108.570 QF 211 112.584 AF 0.164 0.18 VF 1.29 93.9 S 1/ 198

3244 DQ 27 DQD 0.4 GAMMA 0.50 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3246 6 VNIGHT0.31 0.05 HNIGHT0.02 0.58 VNORM 0.0 102 DWB 0.0

3245

YL SL A L

0.46/0.46 INFLOW 106.578 QF 466 110.999 AF 0.164 0.11 VF 2.85 80.5 S 1/ 40

DQ 8 DQD 0.3 GAMMA 0.25 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3910 6 VNIGHT0.58 0.04 HNIGHT0.01 1.05 VNORM 0.0 102 DWB 0.0

YL SL A L

0.76/0.76 INFLOW 99.237 QF 1339 109.377 AF 0.455 0.03 VF 2.94 79.2 S 1/ 75

3910 3240 DQ 9 DQD 0.1 GAMMA 1.00 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 9900 11 VNIGHT0.52 0.05 HNIGHT0.02 0.97 VNORM 0.0 102 DWB 0.0

YL

0.31/0.31 INFLOW 109.896 QF 71

QDLM

OUTFLOW 3254 1 VNIGHT0.22

DQ

20

B.NO.

62100 DLC 0.34 DLS -3.48 HLM 0.73 YLM 110.26

QLM RAIN QRQLM VLM

0.34 -3.48 0.73 110.26

62100 DLC 0.0 DLS -4.13 HLM 0.38 YLM 109.43

QLM RAIN QRQLM VLM

DUC DUS HUM YUM

B.NO. -0.13 -4.18 0.33 109.37

62080 DLC -0.12 DLS -3.68 HLM 0.33 YLM 108.90

QLM RAIN QRQLM VLM

DUC DUS HUM YUM

B.NO. -0.26 -3.82 0.2 108.77

62080 DLC -0.26 DLS -4.23 HLM 0.19 YLM 106.77

DUC DUS HUM YUM

B.NO. -0.48 -9.5 0.29 100.58

62070 DLC -0.48 DLS -9.85 HLM 0.29 YLM 99.52

DUC

B.NO. 35210 -0.21 DLC 0.31 QLM

0.61 -2.11 0.99 111.03 B.NO.

QLM RAIN QRQLM VLM

QLM RAIN QRQLM VLM

EXIST.

COMB. 163 CAP 2MS2 QLM/QF 158 DY 1.43 DH

3243 -33 1.27 0.5 0.27

EXIST.

COMB. 174 CAP 2MS2 QLM/QF 167 DY 1.53 DH

3244 -44 1.35 0.49 0.34

EXIST.

COMB. 178 CAP 2MS2 QLM/QF 171 DY 1.38 DH -

3245 33 0.84 0.47 0

EXIST.

COMB. 177 CAP 2MS2 QLM/QF 170 DY 2.66 DH

3246 289 0.38 1.99 0

EXIST.

COMB. 400 CAP 2MS2 QLM/QF 387 DY 2.58 DH -

3247 940 0.3 1.06 0

EXIST.

3253 41

COMB. 30 CAP

Grenadier Square

HVM Modeling Data SU 113.584 RES 968 IW 0.0

SL A L

113.437 AF 0.073 0.13 VF 0.98 103.6 S 1/ 200

YL SL A L

0.31/0.31 INFLOW 104.650 QF 480 113.529 AF 0.073 0.0 VF 6.58 23.2 S 1/ 4

DQ 0 DQD 0.0 GAMMA 1.00 N 0.0130

3255 CIRCULAR YU 104.650 SU 113.529 RES 233 IW 0.0

YL SL A L

0.61/0.61 INFLOW 104.150 QF 453 112.889 AF 0.292 0.17 VF 1.55 100.0 S 1/ 200

3256 CIRCULAR YU 104.150 SU 112.889 RES 233 IW 0.0

YL SL A L

3257 CIRCULAR YU 103.632 SU 113.584 RES 233 IW 0.0

3254 CIRCULAR YU 109.896 SU 113.437 RES 233 IW 0.0

Receiving san. flow from the North Tower

3258 CIRCULAR YU 103.297 SU 112.371 RES 233 IW 0.0

Source: City of Toronto

DQD 1.4 HDLM GAMMA 0.50 VDLM N 0.0130 SCOD 3253

0.03 HNIGHT0.01 DUS 0.40 VNORM 0.0 HUM 102 DWB 0.0 YUM

QDLM HDLM VDLM SCOD

OUTFLOW 3255 1 VNIGHT0.00 3.69 HNIGHT3.63 0.02 VNORM 1.60 102 DWB 3.68

3252 3254 DQ 3 DQD 0.4 GAMMA 0.0 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3256 12 VNIGHT0.00 4.19 HNIGHT4.13 0.04 VNORM 0.70 102 DWB 4.12

DUC DUS HUM YUM

0.61/0.61 INFLOW 103.632 QF 452 113.584 AF 0.292 0.23 VF 1.55 103.6 S 1/ 200

3255 DQ 5 DQD 0.6 GAMMA 0.0 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3257 13 VNIGHT0.00 4.71 HNIGHT4.65 0.04 VNORM 0.71 102 DWB 4.64

DUC DUS HUM YUM

YL SL A L

0.61/0.61 INFLOW 103.297 QF 449 112.371 AF 0.292 0.20 VF 1.54 68.0 S 1/ 203

3256 DQ 4 DQD 0.5 GAMMA 0.0 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3258 14 VNIGHT0.01 5.04 HNIGHT4.99 0.05 VNORM 0.72 102 DWB 4.97

DUC DUS HUM YUM

3257

YL SL A L

0.61/0.61 INFLOW 103.132 QF 455 112.096 AF 0.292 0.08 VF 1.56 32.6 S 1/ 198

QDLM HDLM VDLM SCOD

OUTFLOW 3259 14 VNIGHT0.01 5.20 HNIGHT5.15 0.05 VNORM 0.73 102 DWB 5.13

DQ 1 DQD 0.2 GAMMA 0.0 N 0.0130

-3.07 DLS -2.93 RAIN 0.1 HLM 0.61 QRQLM 110.51 YLM 110.51 VLM B.NO.

DUC DUS HUM YUM

0.31 -2.93 0.61 110.51 B.NO. 5.25 -3.02 5.86 110.51 B.NO. 5.35 -2.78 5.96 110.11 B.NO. 5.44 -3.9 6.05 109.69 B.NO.

DUC DUS HUM YUM

5.5 -2.96 6.11 109.41

35210 DLC 5.56 DLS -3.02 HLM 5.86 YLM 110.51

QLM RAIN QRQLM VLM

39160 DLC 5.35 DLS -2.78 HLM 5.96 YLM 110.11

QLM RAIN QRQLM VLM

39160 DLC 5.44 DLS -3.90 HLM 6.05 YLM 109.69

QLM RAIN QRQLM VLM

39160 DLC 5.50 DLS -2.96 HLM 6.11 YLM 109.41

QLM RAIN QRQLM VLM

39160 DLC 5.53 DLS -2.82 HLM 6.14 YLM 109.27

QLM RAIN QRQLM VLM

2MS2

QLM/QF 28 DY 0.93 DH -

0.42 0.52 0.52

EXIST.

COMB. 30 CAP 2MS2 QLM/QF 26 DY 0.41 DH -

3254 450 0.06 5.25 5.25

EXIST.

COMB. 407 CAP 2MS2 QLM/QF 336 DY 1.4 DH -

3255 45 0.9 0.5 0.1

EXIST.

COMB. 408 CAP 2MS2 QLM/QF 303 DY 1.4 DH -

3256 44 0.9 0.52 0.1

EXIST.

COMB. 409 CAP 2MS2 QLM/QF 279 DY 1.4 DH -

3257 40 0.91 0.34 0.06

EXIST.

3258 46 0.9 0.16 0.03

COMB. 409 CAP 2MS2 QLM/QF 267 DY 1.4 DH -

Grenadier Square

HVM Modeling Data 3259 CIRCULAR YU 103.132 SU 112.096 RES 233 IW 0.0

YL SL A L

0.61/0.61 INFLOW 102.608 QF 452 111.944 AF 0.292 0.17 VF 1.55 104.9 S 1/ 200

3258 DQ 0 DQD 0.4 GAMMA 0.0 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3040 32 14 VNIGHT0.01 DUC 5.73 HNIGHT5.67 DUS 0.05 VNORM 0.73 HUM 101 DWB 5.66 YUM

3260 CIRCULAR YU 108.256 SU 111.944 RES 354 IW 0.0

YL SL A L

0.31/0.31 INFLOW 107.233 QF 91 109.475 AF 0.073 0.30 VF 1.25 125.6 S 1/ 123

3259 DQ 89 DQD 1.2 GAMMA 1.00 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3261 15 VNIGHT0.51 0.08 HNIGHT0.03 0.94 VNORM 0.0 101 DWB 0.0

3260

YL SL A L

0.31/0.31 INFLOW 105.379 QF 379 110.981 AF 0.073 0.0 VF 5.20 13.1 S 1/ 7

QDLM HDLM VDLM SCOD

OUTFLOW 9533 15 VNIGHT1.44 0.04 HNIGHT0.01 2.64 VNORM 0.0 25 DWB 0.0

YL SL A L

0.61/0.61 INFLOW 105.430 QF 550 110.981 AF 0.292 0.06 VF 1.89 68.0 S 1/ 135

QDLM HDLM VDLM SCOD

OUTFLOW 9533 0 VNIGHT0.29 0.00 HNIGHT0.00 0.29 VNORM 0.0 102 DWB 0.0

3910 CIRCULAR YU 106.578 SU 110.999 RES 225 IW 0.0

YL SL A L

0.46/0.46 INFLOW 106.287 QF 568 110.085 AF 0.164 0.03 VF 3.47 7.9 S 1/ 27

QDLM HDLM VDLM SCOD

OUTFLOW 3247 6 VNIGHT0.67 0.03 HNIGHT0.01 1.22 VNORM 0.0 102 DWB 0.0

9533 BASKET HAN YU 92.138 SU 110.981 RES 354

DLE YL SL A

B 1.52/1.98 INFLOW9900 3291 3261 91.470 QF 6496 DQ 0 QDLM 110.944 AF 2.726 DQD 0.0 HDLM 0.0 VF 2.38 GAMMA 1.00 VDLM

3261 CIRCULAR YU 107.233 SU 109.475 RES 207 IW 0.0 3291 CIRCULAR YU 105.933 SU 110.490 RES 225 IW 0.0

Source: City of Toronto

DQ 0 DQD 0.0 GAMMA 0.52 N 0.0130

DQ 1 DQD 0.1 GAMMA 0.0 N 0.0130 3246 DQ 0 DQD 0.1 GAMMA 0.0 N 0.0130

60 B.NO. 5.53 -2.82 6.14 109.27 B.NO.

39160 DLC 5.63 DLS -3.10 HLM 6.24 YLM 108.85

QLM RAIN QRQLM VLM

QLM RAIN QRQLM VLM

DUC DUS HUM YUM

0.28 -3.1 0.59 108.85

8720 DLC 0.0 DLS -1.94 HLM 0.31 YLM 107.54

DUC DUS HUM YUM

B.NO. -0.17 -2.11 0.13 107.36

8720 DLC -0.17 DLS -5.47 HLM 0.13 YLM 105.51

B.NO. DUC DUS HUM YUM

-0.6 -4.55 0.01 105.94

62070 DLC -0.59 DLS -5.53 HLM 0.02 YLM 105.45

DUC DUS HUM YUM

B.NO. -0.28 -4.25 0.17 106.75

62080 DLC -0.28 DLS -3.62 HLM 0.17 YLM 106.46

OUTFLOW 9901 170 VNIGHT0.52 DUC 0.17 HNIGHT0.06 DUS 0.95 VNORM 0.0 HUM

B.NO.

QLM RAIN QRQLM VLM

QLM RAIN QRQLM VLM

QLM RAIN QRQLM VLM

8710 0 DLC 0.07 QLM -16.87 DLS -17.42 RAIN 1.98 HLM 2.05 QRQLM

EXIST.

COMB. 410 CAP 2MS2 QLM/QF 226 DY 1.41 DH -

3259 42 0.91 0.52 0.09

EXIST.

COMB. 148 CAP 2MS2 QLM/QF 111 DY 2.02 DH

3260 -56 1.62 1.02 0.28

EXIST.

COMB. 147 CAP 2MS2 QLM/QF 111 DY 4.89 DH

3261 232 0.39 1.85 0

EXIST.

COMB. 1 CAP 2MS2 QLM/QF 1 DY 0.43 DH -

3291 549 0 0.5 0.01

EXIST.

COMB. 177 CAP 2MS2 QLM/QF 171 DY 3.08 DH -

3910 391 0.31 0.29 0

EXIST. 6136 2MS2 5884

9533 361 0.94 0.67

COMB. CAP QLM/QF DY

Grenadier Square

HVM Modeling Data IW

*

L

269.7 S 1/ 404

9900 BASKET HAN YU 92.144 SU 110.981 RES 207 IW 0.0

DLE YL SL A L

9901 BASKET HAN YU 91.470 SU 110.944 RES 0 IW 0.0

DLE YL SL A L

******

*

0.0

N 0.0130

SCOD

101 DWB 0.01

YUM

B 1.52/1.98 INFLOW9532 3247 92.138 QF 18456 DQ 0 110.981 AF 2.726 DQD 0.0 0.0 VF 6.77 GAMMA 0.52 0.3 S 1/ 50 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 9533 154 VNIGHT1.08 0.16 HNIGHT0.05 0.86 VNORM 1.93 25 DWB 0.07

DUC DUS HUM YUM

B 1.52/1.98 INFLOW9533 3042 91.108 QF 6180 DQ 0 102.870 AF 2.726 DQD 0.0 0.0 VF 2.27 GAMMA 1.00 161.5 S 1/ 446 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 9534 182 VNIGHT0.11 0.17 HNIGHT0.16 0.94 VNORM 0.0 102 DWB 0.0

DUC DUS HUM YUM

94.11 YLM 93.52 VLM B.NO. 0 -16.86 1.98 94.12 B.NO. 0.05 -17.45 2.03 93.5

8700 DLC 0.01 DLS -16.86 HLM 1.99 YLM 94.12 59720 DLC 0.03 DLS -9.75 HLM 2.01 YLM 93.12

2.25 DH -

0.08

QLM RAIN QRQLM VLM

EXIST. 6032 2MS2 5826 2.4

COMB. CAP 1 QLM/QF DY DH -

9900 2425 0.33 0.01 0.01

QLM RAIN QRQLM VLM

EXIST. 6436 2MS2 6118 2.36

COMB. CAP QLM/QF DY DH

9901 -256 1.04 0.36 0.02

597205 PASSING ON DLC 0.0 QLM DLS -11.10 RAIN HLM 1.68 QRQLM YLM 98.29 VLM

EXIST. 5787 2MS2 5150 2.61

STORM CAP QLM/QF DY DH

3977 -557 1.11 0 0

62100 DLC 0.18 DLS -2.01 HLM 0.72 YLM 111.79

EXIST.

STORM 322 CAP 2MS2 QLM/QF 322 DY 1.45 DH -

7157 -96 1.43 0.21 0.02

EXIST.

7158 -106 1.44 0.19 0.17

********** *

3977 CIRCULAR YU 96.612 SU 109.170 RES 0 IW 0.0

YL SL A L

1.68/1.68 INFLOW 96.609 QF 5228 109.384 AF 2.213 0.0 VF 2.36 1.0 S 1/ 333

7857 7062 DQ 0 DQD 0.0 GAMMA 0.45 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 437 VNIGHT0.80 0.32 HNIGHT0.11 1.47 VNORM 0.0 202 DWB 0.0

DUC DUS HUM YUM

7157 CIRCULAR YU 111.289 SU 113.876 RES 0 IW 0.0

YL SL A L

0.53/0.53 INFLOW 111.075 QF 225 113.803 AF 0.223 1.90 VF 1.01 84.1 S 1/ 393

7156 DQ 232 DQD 0.0 GAMMA 0.42 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7158 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 202 DWB 0.0

DUC DUS HUM YUM

7157

YL SL A L

0.53/0.53 INFLOW 110.871 QF 246 114.001 AF 0.223 0.40 VF 1.11 62.2 S 1/ 329

QDLM HDLM VDLM SCOD

OUTFLOW 7159 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 202 DWB 0.0

7158 CIRCULAR YU 111.060 SU 113.803 RES 0 IW 0.0

Source: City of Toronto

DQ 45 DQD 0.0 GAMMA 0.39 N 0.0130

B.NO. 0 -10.88 1.68 98.29 B.NO. 0.17 -1.89 0.7 111.99 B.NO. DUC DUS HUM YUM

0.2 -2.01 0.73 111.79

62090 DLC 0.03 DLS -2.56 HLM 0.57 YLM 111.44

QLM RAIN QRQLM VLM

QLM RAIN QRQLM VLM

STORM 353 CAP 2MS2 QLM/QF 353 DY 1.59 DH

Grenadier Square

HVM Modeling Data 7159 CIRCULAR YU 110.786 SU 114.001 RES 0 IW 0.0

YL SL A L

0.61/0.61 INFLOW 110.396 QF 382 113.693 AF 0.292 1.40 VF 1.31 109.4 S 1/ 281

7158 DQ 159 DQD 0.0 GAMMA 0.39 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7160 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 202 DWB 0.0

DUC DUS HUM YUM

B.NO. 0.04 -2.56 0.65 111.44

62090 DLC 0.0 DLS -2.69 HLM 0.61 YLM 111.01

QLM RAIN QRQLM VLM

EXIST.

STORM 450 CAP 2MS2 QLM/QF 450 DY 1.54 DH

7159 -67 1.18 0.39 0.04

7160 CIRCULAR YU 110.389 SU 113.693 RES 0 Receiving storm from the South IW 0.0

YL SL A L

0.61/0.61 INFLOW 109.466 QF 580 112.258 AF 0.292 1.20 VF 1.99 112.5 S 1/ 122

7159 DQ 119 DQD 0.0 GAMMA 0.34 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7161 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 202 DWB 0.0

DUC DUS HUM YUM

B.NO. -0.18 -2.87 0.43 110.82

62090 DLC -0.13 DLS -2.31 HLM 0.48 YLM 109.95

QLM RAIN QRQLM VLM

EXIST.

STORM 527 CAP 2MS2 QLM/QF 527 DY 2.13 DH -

7160 53 0.91 0.92 0.05

YL SL A L

0.61/0.61 INFLOW 108.332 QF 924 111.185 AF 0.292 1.00 VF 3.17 53.0 S 1/ 48

7160 DQ 113 DQD 0.0 GAMMA 0.39 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7162 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 202 DWB 0.0

DUC DUS HUM YUM

B.NO. -0.27 -2.48 0.34 109.77

62090 DLC -0.24 DLS -2.48 HLM 0.37 YLM 108.70

EXIST.

STORM 615 CAP 2MS2 QLM/QF 615 DY 3.34 DH -

7161 309 0.67 1.11 0.03

7161

YL SL A L

0.53/0.53 INFLOW 106.878 QF 1810 111.000 AF 0.223 0.0 VF 8.12 6.6 S 1/ 6

DQ 0 DQD 0.0 GAMMA 0.39 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW R605 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 202 DWB 0.0

DUC DUS HUM YUM

B.NO. -0.32 -3.02 0.21 108.17

62090 DLC -0.32 DLS -3.91 HLM 0.21 YLM 107.09

EXIST. QLM RAIN QRQLM VLM

STORM 614 CAP 2MS2 QLM/QF 614 DY 7.37 DH

7162 1195 0.34 1.08 0

7854 CIRCULAR YU 107.063 SU 113.882 Receiving storm RES 0 from the North IW 0.0

7853 DQ 203 DQD 0.0 GAMMA 0.33 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7855 437 VNIGHT0.99 0.28 HNIGHT0.09 1.82 VNORM 0.0 202 DWB 0.0

B.NO.

YL SL A L

1.68/1.68 INFLOW 106.080 QF 7044 113.209 AF 2.213 2.11 VF 3.18 180.1 S 1/ 183

39160 DLC -0.70 DLS -6.15 HLM 0.98 YLM 107.06

QLM RAIN QRQLM VLM

EXIST. 4488 2MS2 3947 3.33

STORM CAP QLM/QF DY DH -

7854 2556 0.64 0.98 0.01

7855 CIRCULAR YU 106.043 SU 113.209 RES 0

YL SL A

1.68/1.68 INFLOW 105.055 QF 7101 112.447 AF 2.213 2.15 VF 3.21

7854 DQ 207 QDLM DQD 0.0 HDLM GAMMA 0.33 VDLM

39160 -0.7 DLC -0.70 QLM -6.19 DLS -6.41 RAIN 0.98 HLM 0.98 QRQLM

EXIST. 4520 2MS2 3946

STORM CAP QLM/QF DY

7855 2581 0.64 0.99

Tower 7161 CIRCULAR YU 109.438 SU 112.258 RES 0 IW 0.0 7162 CIRCULAR YU 107.954 SU 111.185 RES 0 IW 0.0

Tower

Source: City of Toronto

DUC DUS HUM YUM

OUTFLOW R726 437 VNIGHT1.00 DUC 0.28 HNIGHT0.09 DUS 1.83 VNORM 0.0 HUM

-0.7 -5.84 0.98 108.04 B.NO.

QLM RAIN QRQLM VLM

Grenadier Square

HVM Modeling Data IW

L

178.2 S 1/ 180

N 0.0130

7856 CIRCULAR YU 98.965 SU 112.040 RES 0 IW 0.0

YL SL A L

1.68/1.68 INFLOW 97.484 QF 8008 111.209 AF 2.213 1.97 VF 3.62 210.0 S 1/ 142

7857 CIRCULAR YU 97.481 SU 111.209 RES 0 IW 0.0

YL SL A L

CIRCULAR YU 105.640 SU 111.060 RES 0 IW 0.0

R604

R605

Contra

SCOD

202 DWB 0.0

R726 R605 DQ 201 DQD 0.0 GAMMA 0.35 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7857 437 VNIGHT1.09 0.27 HNIGHT0.09 2.00 VNORM 0.0 206 DWB 0.01

DUC DUS HUM YUM

1.68/1.68 INFLOW 96.850 QF 7262 109.170 AF 2.213 0.87 VF 3.28 108.8 S 1/ 172

7856 7055 DQ 99 DQD 0.0 GAMMA 0.39 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 3977 437 VNIGHT1.01 0.27 HNIGHT0.09 1.86 VNORM 0.0 208 DWB 0.0

YL SL A L

1.37/1.37 INFLOW 105.620 QF 3463 111.000 AF 1.472 0.0 VF 2.35 5.1 S 1/ 255

R590 DQ 0 DQD 0.0 GAMMA 0.0 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW R605 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 201 DWB 0.0

CIRCULAR YU 105.620 SU 111.000 RES 0 IW 0.0

YL SL A L

1.37/1.37 INFLOW 105.120 QF 3460 112.040 AF 1.472 0.0 VF 2.35 127.9 S 1/ 256

R604 7162 DQ 0 DQD 0.0 GAMMA 0.0 N 0.0130

QDLM HDLM VDLM SCOD

OUTFLOW 7856 0 VNIGHT0.0 0.0 HNIGHT0.0 0.0 VNORM 0.0 201 DWB 0.0

ctions use

d in

HVM output...

1st line:

pipe

number, cross-section, pipe size..

.wid

th/height(m), inflowan

2nd line:

YU, QF = DQ =

YL = upper and lower invert elevati ons full flow capacity (L /sec) maximum storm runoff from tributar y ar

Source: City of Toronto

0.0

YUM

107.02 YLM 106.04 VLM B.NO. -0.7 -12.09 0.98 99.95

8710 DLC -0.46 DLS -12.50 HLM 1.22 YLM 98.71

DUC DUS HUM YUM

B.NO. -0.45 -12.5 1.23 98.71

DUC DUS HUM YUM

DUC DUS HUM YUM

3.36 DH -

0

QLM RAIN QRQLM VLM

EXIST. 5127 2MS2 4514 3.35

STORM CAP QLM/QF DY DH -

7856 2881 0.64 1.48 0.24

8700 DLC -0.24 DLS -10.88 HLM 1.44 YLM 98.29

QLM RAIN QRQLM VLM

EXIST. 5487 2MS2 4850 3.27

STORM CAP QLM/QF DY DH -

7857 1775 0.76 0.63 0.22

B.NO. -0.95 -5 0.42 106.06

357795 DLC -0.93 DLS -4.94 HLM 0.44 YLM 106.06

QLM RAIN QRQLM VLM

B.NO. -0.93 -4.94 0.44 106.06

357795 DLC -0.93 DLS -6.48 HLM 0.44 YLM 105.56

d outfl

ow pipes, block number , sewer

EXIST.

QLM RAIN QRQLM VLM

STORM 165 CAP 2MS2 QLM/QF 165 DY 0.4 DH -

R604

EXIST.

R605

STORM 767 CAP 2MS2 QLM/QF 767 DY 1.91 DH

type, pi

3298 0.05 0.02 0.02

2693 0.22 0.5 0

pe no.

(m) ea (L/sec)

Grenadier Square

Appendix 6 Figures and Drawings