General Motors of Canada Limited

Toronto GM Mobility Campus

Stormwater Management Report

Toronto GM Mobility

Campus

Stormwater Management

Report General Motors of Canada Limited

Project No.: 16-16053-001-WA1

Date: March 5, 2018

WSP

wsp.com

Q U A L I T Y M A N A G E M E N T

ISSUE/REVISION DRAFT FIRST ISSUE REVISION 1 REVISION 2

Remarks DRAFT SPA SPA

Date Nov. 16, 2017 Nov. 28, 2017 March 5, 2018

Prepared by Alyssa Mohino-Barrie

Alyssa Mohino-Barrie

Iain Smith

Signature

Checked by Abe Khademi Abe Khademi Bhavika Patel

Signature

Project number 16-16053-001-WA1

16-16053-001-WA1

16-16053-001-WA1

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page i

S I G N A T U R E S

PREPARED BY

Iain Smith, EIT

Designer

APPROVED BY

Bhavika Patel, P.Eng.,CFM

Project Engineer

This report was prepared by WSP for the account of General Motors of Canada Limited, in accordance with the professional services agreement. The disclosure of any information contained in this report is the sole responsibility of the intended recipient. The material in it reflects WSP’s best judgement in light of the information available to it at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, other than the City of Toronto, are the responsibility of such third parties. WSP accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. This limitations statement is considered part of this report.

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page iii

P R O D U C T I O N T E A M

CLIENT

General Motors of Canada Limited

WSP

Project Engineer Bhavika Patel, P.Eng.,CFM

Designer Iain Smith, EIT

Director Abe Khademi, P.Eng.

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page iv General Motors of Canada Limited

EXECUTIVE SUMMARY

The development proposal seeks to positively transform the project site by leveraging existing

and planned infrastructure to support the expansion of employment uses within the South of

Eastern Employment District.

This stormwater management report examines the potential water quality, quantity and water

balance impacts and presents a sustainable strategy that meets all requirements in

accordance with the City of Toronto’s Wet Weather Flow Management Guidelines (WWFMG).

The redevelopment divides the existing site area into four development sites, including the

Toronto GM Mobility Campus (Site 1), Site 2 (future development), Site 3 (future

development), and a new public right of way. The Toronto GM Mobility Campus integrates a

diverse range of sustainable development and LID features such as intensive green roof area

and enhanced landscaping, promoting infiltration, improving on-site water quality, and

maintaining the natural hydrological cycle.

Though the 2.83 ha development lies within an area designated as the Lower Don Special

Policy Area due to its high risk of flooding from the Don River, the future Don Mouth

Naturalization Project will constrict the current floodplain limits impacting the sites, removing

them from the Regulatory floodplain. The Toronto and Region Conservation Authority (TRCA)

may permit re-development in the Don Special Policy Area provided that buildings are flood

proofed to 0.30 m above the Regulatory flood elevation. Given the Regulatory flood elevation

at this location is 77.50 m, proposed buildings constructed at this location would require flood

proofing up to a minimum elevation of 77.80 m. This project ensures that all proposed

buildings within site 1 meet the required flood proofing minimum elevation of 78.40 m and shall

not be adversely impacted by any flood events.

The allowable release rate to the municipal storm sewer system from the redevelopment is 347

L/s, based on the 2-year pre-development flow rate. In addition to the rainfall abstraction

provided by proposed green roof, the site will require approximately 1,148 m3 of storage

volume to attenuate flows to the allowable release rate. This volume is provided through a

combination of minor roof top ponding and subsurface storage cisterns.

All runoff from impervious sediment–generating surfaces such as driveways, parking areas

and loading zones will be treated via filter based water quality units and sediment-load

reduction through permeable surfaces, forming a treatment train that will achieve the target

TSS removal rate of 80%.Erosion and water balance targets are achieved through the on-site

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page v

retention of the 5 mm rainfall event and the introduction of LID features such as pervious

surfaces, bioswales and green roof.

The report demonstrates that the proposed development at 721 Eastern Avenue and its

accompanying management strategy will fully address all stormwater management related

impacts from this project and meet the intent of City of Toronto Wet Weather Flow

Management Guidelines.

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page vii

TABLE OF CONTENTS

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

1.1 Scope of the Stormwater Management Report .......... 1

1.2 Background ................................................................ 1

1.3 Overview of the Proposed Development .................... 3

1.4 Lower Don Special Policy Area .................................. 3

1.5 Stormwater Management Plan Objectives ................. 3

1.6 Design Criteria ............................................................ 4

2 Existing Conditions .................................................. 5

2.1 General ...................................................................... 5

2.1.1 Don Mouth Naturalization Project .........................................5

2.2 Rainfall Information .................................................... 5

2.3 Allowable Flow Rates ................................................. 8

2.4 Geotechnical Investigation & Hydrogeology ............... 9

3 Post-Development Conditions .............................. 10

3.1 General .................................................................... 10

3.2 Water Balance .......................................................... 11

3.3 Water Quality Control ............................................... 14

3.4 Erosion Control ......................................................... 14

3.5 Water Quantity Control ............................................. 14

3.6 Floodplain Management ........................................... 18

4 Conclusions ............................................................ 19

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page viii General Motors of Canada Limited

Tables

Table 2-1 Rainfall Parameters ....................................... 7

Table 2-2 Pre-Development peak Flow Rates ............... 8

Table 3-1 Proposed Land-Use Area Breakdown – Site 1 & Public ROW .................................... 11

Table 3-2 Initial Abstraction and Water Balance Volumes ....................................................... 12

Table 3-3 Post-Development Peak Flow Rates – Site 1 ............................................................ 16

Table 3-4 Post-Development Peak Flow Rates – New Proposed Public ROWs ....................... 18

Figures

Figure 1 Site Location .................................................. 2

Figure 2 Existing Conditions ........................................ 6

Figure 3 Proposed Conditions .................................... 11

Appendices

A Stormwater Management Calculations

B Water Quality Unit

C Hydrologic Model Output

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 1

1 Introduction

1.1 Scope of the Stormwater Management Report

WSP is pleased to present ]\Stormwater Management Report for the property located at 721 Eastern Avenue (“Subject Property”), located north of Lake Shore Boulevard East and west of Leslie Street, in the City of Toronto, Ontario (“City”). The Subject Property is bounded by Eastern Avenue to the north, Lake Shore Boulevard East to the south, and commercial properties on both the east and west limits. The location of the site is shown in Figure 1.

This stormwater management report examines the potential water quality, quantity and water balance impacts and summarises how the requirements are addressed in accordance with the City’s Wet Weather Flow Management Guidelines (WWFMG).

1.2 Background

On March 31, 2017, General Motors of Canada Company (GM Canada) submitted an application for a Zoning By-law Amendment along with a Plan of Subdivision (files 17 137240 STE 30 OZ and 17 137249 STE 30 SB respectively) to permit the development of office, research and development, ancillary retail, and an auto dealership on the Subject Property. A Notice of Complete Application and Assignment of Application under the City’s STAR Process was received on May 18, 2017.

An Official Plan Amendment application was submitted on October 30, 2017 to provide for a Site and Area Specific Policy to permit a vehicle dealership in a Core Employment Area. A Notice of Complete Application for the Official Plan Amendment (OPA) was received dated November 6, 2017. As part of the above noted applications, the Toronto GM Mobility Campus Planning Rationale (dated March 29, 2017) was submitted to the City. On November 30, 2017, a Site Plan Approval application for Site 1 was submitted to the City (17 269708 STE 30 SA).

As in the March 2017 submission, the proposed development will support employment space across 3 development blocks (referred to as Site 1, 2 and 3). The purpose of this update is to supplement the original March 2017 Stormwater Management Report. The objective of this report is to support the revised development proposal as supported by revised applications for Zoning

By-law Amendment, Plan of Subdivision, and Official Plan Amendment for the entire Subject Property

and Site Plan Approval Application for Site 1 (including Innovation Plaza). Site Plan Approval Applications for Sites 2 and 3 will be submitted at a later phase.

The purpose of update is to demonstrate that the revised development proposal appropriately

responds to all feedback we have received including, City staff’s comments (dated January 28th 2018) and corresponding discussions with City staff.

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Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 3

1.3 Overview of the Proposed Development

As in the March 2017 submission, at full build-out the proposed development will support employment space across 3 development blocks (referred to as Site 1, 2 and 3). The development proposal for the Subject Property provides for 2.8 ha of employment uses, creating an opportunity for many new high-order jobs.

A multi-use campus referred to as the “Toronto GM Mobility Campus” will be located on the south portion of the Subject Property (“Site 1”). The Toronto GM Mobility Campus will be housed in a multifunctional 5-storey, building.

The Subject Property, which is nearly devoid of vegetation under the current form, will be enhanced with new connections, an improved public realm which includes generous sidewalks, street trees, landscaping, bicycle lanes, and other pedestrian and cyclist amenities, on grades adjusted to meet TRCA flood proofing requirements.

Sites 2 and 3 remain in the schematic design stage, therefore, details relating to internal configuration, final massing, at grade uses, and parking structures have yet to be determined. GM Canada is engaging with the non-residential development community for potential development partners for these sites. A Site Plan Application(s) will be submitted at a later phase for Sites 2 and 3.

1.4 Lower Don Special Policy Area

The Subject Property is located in an area designated as the Lower Don Special Policy Area due to its high risk of flooding from the Don River. The Toronto and Region Conservation Authority (TRCA) may permit re-development in these areas provided that they are flood proofed to 0.30 m above the Regulatory flood elevation. According to the TRCA, the Regulatory flood line at this location is 77.50 m, and any proposed buildings constructed on Subject Property would require flood proofing up to a minimum elevation of 77.80 m.

1.5 Stormwater Management Plan Objectives

The objectives of the stormwater management plan are as follows:

� Determine site specific stormwater management requirements to ensure that the development project is in conformance with the ‘Wet Weather Flow Management Guidelines’ (WWFMG) issued by the City;

� Evaluate various stormwater management practices that meet the requirements of the City and recommend a preferred strategy; and

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 4 General Motors of Canada Limited

� Prepare a stormwater management report documenting the strategy along with the technical information necessary for the sizing of the proposed stormwater management features.

1.6 Design Criteria

The City has issued the Wet Weather Flow Management Guidelines (WWFMG, November 2006) to provide direction on how to manage rainfall and runoff inside the City’s jurisdiction. A summary of the stormwater management criteria applicable to this project follows:

� Water Balance – The WWFMG requirement is to ‘retain stormwater on-site, to the extent practicable, to achieve the same level of annual volume of overland runoff allowable from the development site under pre-development conditions’. According to the guidelines, if the allowable annual runoff volume from the development under post-development conditions is less than the pre-development conditions, then the maximum allowable annual runoff is 50% of the total average annual rainfall depth.

� Water Quality – Under the Wet Weather Flow Management Guidelines, the Subject Property is required to provide a long-term removal of 80% of total suspended solids (TSS) on an average annual basis, and ensure water discharged to the municipal storm sewers is in compliance with all city bylaws pertaining to water quality.

� Erosion Control – As indicated in WWFMG, ‘For small infill/redevelopment sites < 2.0 ha, erosion control in the form of stormwater detention is normally not required, provided the on-site minimum runoff retention from a small design rainfall event (typically 5mm) is achieved under the Water Balance Criteria.’

� Water Quantity Control and Discharge to Municipal Infrastructure – Runoff from the 2-year to 100-year design storms must not exceed the peak runoff rate from the site under pre-development conditions. The allowable release rate to the municipal storm sewer system from the development site is the 2-year pre-development flow rate based on a maximum runoff coefficient value of 0.50, or the existing capacity of the receiving storm sewer, whichever is less.

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 5

2 Existing Conditions

2.1 General

The Subject Property area is approximately 2.83 ha in size, of which the Site 1 application area is 1.63 ha, which excludes the additional 0.28 ha of the new proposed Public Right-of-Way (“new Proposed Public ROW”). Due to the fully impervious nature of Site 1, an existing runoff coefficient estimated at C = 0.90, as the Subject Property is nearly void of vegetation. Nine identifiable structures are located within the Subject Property, eight of which are clustered at the northwest corner, with the ninth building occupying the southeast corner.

Preliminary examination of existing drainage patterns from the topographic survey and municipal servicing drawings indicate that overland flow is split: A portion of the Subject Property drains north towards the Eastern Avenue right of way, with the remaining area draining south to Lake Shore Boulevard East. This impacts the drainage direction of the new proposed public ROW, as it will outlet at both Eastern Avenue and Lake Shore Boulevard East. Existing storm servicing with the Subject Property outlets to Lake Shore Boulevard East and Eastern Avenue. Existing site conditions such as grading, storm servicing and current land use within Subject Property and Site 1 are shown in Figure 2.

2.1.1 Don Mouth Naturalization Project

While the Subject Property lies within the floodplain, the future Don Mouth Naturalization Project will provide an opportunity for development in this area by contracting the current floodplain limits impacting the site. A new flood protection landform in accordance with the Environmental Assessment for the Don River is proposed which will remove currently impacted land from the Regulatory floodplain. This future project will modify the existing mouth of the Don River including the Keating Channel, removing the risk of flooding to 240 hectares of urban land to the east and south of the existing river.

While all proposed buildings constructed on the project site will still require flood proofing up to a minimum elevation of 77.80 m, it is noted that future conditions may significantly reduce the regional flood line at this location, well below the current 77.50 m elevation.

2.2 Rainfall Information

The rainfall intensity for the site was calculated using the following equation:

I = ATC

Where; I = rainfall intensity in mm/hr,

T = time of concentration in hours,

A, C = constant parameters (see below)

EASTERN AVENUE

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0 10 3020 40m

LEGEND

STORMWATER MANAGEMENT

PLAN BOUNDARY - SITE 1

OVERLAND FLOW ROUTE

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 7

The parameters (A and C) recommended for use in the City of Toronto are defined in section 3.1 of the WWFMG, and are summarized below in Table 2.1.

Table 2.1 Rainfall Parameters

Return Period (years)

2 5 10 25 50 100

A 21.8 32.0 38.7 45.2 53.5 59.7

C -0.78 -0.79 -0.80 -0.80 -0.80 -0.80

Source: City of Toronto Wet Weather Flow Management Guidelines (November, 2006)

An initial time of concentration, TC, of 10 minutes (or 0.167 hours) is recommended in the WWFMG document.

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 8 General Motors of Canada Limited

2.3 Allowable Flow Rates

Site 1 is a completely impervious parcel located adjacent to areas of high-density commercial development. According to the WWFMG, Section 2.2.3.8, the allowable release rate to the municipal storm sewer system from the proposed Site 1 redevelopment is 199.7 L/s, based on the 2-year pre-development flow rate calculated with the maximum allowable pre-development runoff coefficient value of 0.50 for an area of 1.63 ha.

The new proposed public ROW allowable release rate will be determined based on contributing area, which is an additional 0.28 ha. The corresponding release rate is estimated at 34.7 L/s.

The calculated peak flow rates for the development area under the pre-development condition are summarized below in Table 2-2. Detailed calculations are provided in Appendix A.

Table 2.2 Pre-Development peak Flow Rates

Return

Period

(years)

Rainfall

Intensity, I

(mm/hour)

Site 1 Pre-

Development

Runoff Rates,

C=0.90

(L/s)

Site 1

Allowable

WWFMG

Release

Rate,

(L/s)*

Area=1.63

ha

Public

ROW

Allowable

WWFMG

Release

Rate,

(L/s)*

Area=0.28

ha

Site 2

Allowable

WWFMG

Release

Rate,

(L/s)

Site 3

Allowable

WWFMG

Release

Rate,

(L/s)

Total

Development

Allowable

WWFMG

Release Rate,

(L/s)

2 88.2 359.5

199.7 34.7 48.4 64.4 347.2

5 131.8 537.3

10 162.3 661.5

25 189.5 772.6

50 224.3 914.5

100 250.3 1,020.4

*Rational method calculations are based on a runoff coefficient C= 0.50, and Tc = 10 mins.

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 9

2.4 Geotechnical Investigation & Hydrogeology

A hydrogeological investigation report was completed by CH2M Hill Canada Limited to assess

the geotechnical aspects of the property including soil and groundwater conditions,

groundwater quality and dewatering requirements of the development, test for the presence of

groundwater and soil contamination and assess the options for the disposal of the pumped

groundwater for the Subject Property.

The investigation identify exceedances for sediment and heavy metal parameters manganese

and zinc for discharge to the storm sewer; however these parameters are within the limits for

discharge to the city sanitary system. The groundwater level at Site 1 varied between 0.77 m

to 1.71 m below the ground surface, of between 75.385 m to 76.088 elevation. Within the new

proposed public ROW, the groundwater level varied between 1.50 m to 1.79 m below the

ground surface, of between 74.980 m to 75.528 elevation.

It is anticipated that the foundation type proposed for the site will not require permanent

dewatering, however in the event that groundwater is collected in any foundation drainage

system, it is of sufficient quality that it may be discharged without further quality treatment to

the city sanitary system, and will not exceed the limits set out under Table 1 – Limits for

Sanitary and Combined Sewers Discharge as per City of Toronto Municipal Code 681.

Grain size analysis tests were performed on seven representative samples of the soils

collected from boreholes. The samples tested indicate a high content of fines, yielding a

hydraulic conductivity estimate in the range of 10-6 m/s. Location specific in-situ percolation

testing will be required to support the integration of low-impact development (LID) that relies in

part on infiltration. After applying the typical factor of safety reduction of 2.5 on in situ

percolation testing, a minimum design infiltration rate of 15 mm/hr is required, with a 1.0 m

clearance between the bottom of the infiltration zone and the seasonal high water level.

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 10 General Motors of Canada Limited

3 Post-Development Conditions

3.1 General

The original concept site plan has been modified to realign the internal road network from the

previously proposed Berkshire Avenue to Rushbrooke Avenue (referred to as the “new

proposed Rushbrooke Avenue Public Right-of-Way” or “new proposed public ROW”). The new

proposed public right-of-way is local road along the eastern property line of the Subject

Property. The new intersection with Eastern Avenue includes improvements. This alignment

resulted in changes to the internal private driveway network and results in the creation of a

new public space.

Site 1 and the new proposed public ROW are being considered for SPA, while Site 2 and Site

3 are only being considered for Rezoning. An area breakdown for the zones within the Subject

Property is provided below in Table 3-1. The GM Campus integrates a diverse range of LID

features such as intensive green roof area to abstract and evapotranspirate rainfall, water

harvesting for irrigation and enhanced landscaping to infiltrate and improve the water quality of

at-grade runoff. The proposed conditions are illustrated in Figure 3.

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 11

Table 3.1 Proposed Land-Use Area Breakdown – Site 1 & Public ROW

Land Use Area (m2) Runoff, C % Impervious

Site 1 – Main Campus

Conventional Roof Area 3,204 0.90 100%

Controlled Roof Area 1,000 0.90 100%

Green Roof Area 2,296 0.45 0%

Controlled Soft/Pervious

Landscaping 519 0.25 0%

Controlled At-Grade

Impervious 5,610 0.90 100%

Uncontrolled At-Grade

Impervious 1,284 0.90 100%

Uncontrolled At-Grade

Landscaping 964 0.25 0%

Site 1 – Innovation Plaza

Soft Landscaping 153 0.25 0%

Permeable Pavers 1264 0.90 100%

Total Site 1: 16,293 0.79 76%

New Proposed Public ROW 2,834 0.83 89%

Site 2 3,947 0.90 100%

Site 3 5,253 0.90 100%

Total Development 28,327 0.83 -

3.2 Water Balance

As The WWFMG requires the post-development annual runoff volume to be less than the pre-development volume. As the pre-development area is fully impervious, the maximum annual runoff is 50% of the total average annual rainfall depth, which therefore requires the proponent to retain at a minimum all runoff from a 5 mm rainfall event or 50% of the average annual rainfall. This may be achieved through infiltration, evapotranspiration or rainwater reuse.

Due to on site constraints such as low soil percolation rates, infiltration may not feasible within all areas of Site 1 and the new proposed public ROW. As such, to satisfy reuse on Site 1, the

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 12 General Motors of Canada Limited

strategy of utilizing rainwater harvesting as irrigation volume is the mechanism proposed to address water balance requirements. The total required water balance for Site 1 including additional water balance to compensate for the ROW is 55 m3 and will be provided within a baffled section of the SWM cistern.

Allowing for a 1 mm ‘wetting’ abstraction on asphalt and impervious surfaces, all impervious surfaces produce 4 mm of runoff during a 5 mm storm event. A summary of the water balance calculation is provided below in Table 3-2.

Table 3.2 Initial Abstraction and Water Balance Volumes

Land Use Area (m2) IA

(m)

Vol. Abstracted

(m3)

5 mm Volume

(m3)

Water Balance

(m3)

Site 1 Roof Area 4,204 0.001 4.20 21.02 16.82

Site 1 Green Roof Area 2,296 0.005 11.48 11.48 0.00

Site 1 Soft/Pervious Landscaping 1,483 0.005 7.59 7.59 0.00

Site 1 Permeable Pavers 1,264 0.005 6.32 6.32 0.00

Site 1 At-Grade Impervious 7,046 0.001 7.05 35.23 28.18

Total Site 1: 16,293 - 31.55 81.47 45.00

Public ROW 2,834 0.001 2.52 12.59 10.07

Future Site 2 3,947 0.001 3.95 19.73 15.79

Future Site 3 5,253 0.001 5.25 26.26 21.01

Irrigation demand calculations for Site 1 were calculated by Terraplan and indicated a 72-hour water use averaging of 45.3 m3 over the irrigation season from May through September, with peak demand at 57.2 m3. Detailed calculations are provided in Appendix A.

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3 STOREYS

SITE 1

TORONTO GM

MOBILITY CAMPUS

5 STOREYS

SKYLIGHT

5 STOREYS

PROPOSED

RETAINING WALL

PRIVATE DRIVEWAY

OUTLINE OF

GROUND FLOOR

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INNOVATION

SHOWCASE

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ENTRANCE

GARBAGE

STORAGE

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ENTRANCE

PARKING

ENTRANCE

Hatched Area indicates extent of Future Phase(s). Not Part of this SPA submission Hatched Area indicates extent of Future Phase(s). Not Part of this SPA submission

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76.77 EX.

76.70 EX.

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76.38 EX.

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TW 78.50

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76.79 EX.

77.04 EX. DICB

76.57 EX.

76.83 EX.

76.70 EX.

76.44 EX.

76.92 EX.

78.40

78.40

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78.25

78.35

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TW 78.55

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77.90

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77.20 EX.

78.05 T/C

77.90

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78.14T/C

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78..16

78.31

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78.18

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78.35

77.17 EX.

CB TOP 76.93

CB TOP 76.93

77.08 T/C

77.08 T/C

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T

OP

76.72

76.87 T

/C

76.79

22.0m

@ 0.60%

76.99

76.72 EX.

76.94 T

/C

77.06

2%

T

YP

.

2%

T

YP

.

76.69

76.84 T

/C

76.62

76.77 T

/C

76.62

76.97 T

/C

76.89

76.69

76.84 T

/C

76.96

77.06

76.79

76.94 T

/C

7

6

.6

8

T

/C

7

6

.6

8

T

/C

C

B

T

O

P

7

6

.5

3

C

B

T

O

P

7

6

.5

3

2.1

0m

S

ID

EW

AL

K

1.8

0m

B

IK

E P

AT

H

E

X

. S

ID

E

W

A

L

K

E

X

. B

IK

E

P

A

T

H

CB

CB

78.25

CB

78.40T

/C

78.35T/C

79.60T/W

79.50B/W

1

0

%

1

9

%

2%

T

YP

.

2%

T

YP

.

78.05 T/C

2.3%

78.07

78.21

3.3%

1%

BW 77.17 EX.

TW 78.45

TW 78.33

78.40

1%

TW 78.18TW 77.33

TW 77.21

78.35

1%

1%

CB

T

OP

76.73

77.80

77.95

78.40

78.40

78.40

78.20

77.24

78.20

TW 78.30TW 78.30

76.80EX.

77.24

8%

DCB TOP 76.68

1

.

1

%

0

.

7

%

76.78 EX.

1.0%

77.02

77.00

MA

X. 3:1 S

LO

PE

T

O E

X. G

RA

DE

MA

X. 3:1 S

LO

PE

T

O E

X. G

RA

DE

78.26

78.xx

E

X

.9

0

0

Ø

R

.C

.P

. S

T

O

R

M

S

E

W

E

R

77.29

77.40

77.18

78.1578.15

78.15

78.07

77.99

2

.

0

%

76.88

76.93T

/C

77.15

78.40

77.71

77.54 EX.

77.80

78.30

1.0%

78.05

77.85

77.90

77.70

77.85T/W

EX.77.01B/W

79.60T/W

79.50B/W

2

9

%

77.62T/W

2% TYP.

5

%

7

7

.7

3

77.88T/W

EX.76.69B/W

7

7

.5

0

77.65T/W

EX.76.78B/W

77.80

76.73

CB

T

OP

4.8%

4.6%

0

.6

%

1

.8

%

76.78T

/C

7

7

.0

0

STORMFILTER

SFPD0811

TOP 78.12

W INV. 75.37

E INV. 75.35

47.0m - 900Ø CONC. STM @ 0.3%

CL

-1

00

D IN

SU

LA

TE

D

3

4

.5

m

-

3

0

0

Ø

P

V

C

S

T

M

@

0

.5

%

C

L

-

1

0

0

D

STM PLUG

INV. 75.48

UNDERGROUND

STORM WATER

CISTERN 15.5mX9m

VOLUME = 174m3

EX. CATCHBASIN

TO BE REMOVED

CB 1

TOP 77.85

INV. 76.45

MH1

1800Ø

CITY STD. T- 701.012

TOP 78.35

E INV. 75.85

MH2

1800Ø

CITY STD. T-701.012

TOP 76.81

W INV. 75.41

E INV. 75.38

BREAK INTO EX. 900Ø

STORM SEWER & CONNECT.

300Ø INV.74.93

EX 900Ø INV. ±74.33

MH3

2400Ø

CITY STD. T- 701.013

TOP 76.71

S INV. 75.32

W INV. 75.35

NE INV. 75.35

CB 4

TOP 77.76

INV. 76.31

CB 2

TOP 77.85

INV. 76.45

CB 14

TOP 76.53

INV. 75.13

CB 7

TOP 76.72

INV. 75.52

EX.450Ø COMBINED SEWER

BREAK INTO EX. COMBINED

SEWER & INSTALL NEW MANHOLE.

MH11

1200Ø

CITY STD. T- 701.010

TOP 76.66

S INV. 75.04

EX. W INV. 74.89

EX. E INV. 74.89

MH10

1200Ø

CITY STD. T- 701.010

TOP 76.63

N INV. 75.07

S INV. 75.09

CB 8

TOP 76.56

INV. 75.38

CB 9

TOP 78.25

INV. 76.80

CB 10

TOP 78.25

INV. 76.80

CB 11

TOP 78.25

INV. 76.80

DCB 2

TOP 77.62

INV. 76.17

CB 12

TOP 77.10

INV. 75.71

CB 3

TOP 77.76

INV. 76.31

CB 5

TOP 76.93

INV. 75.53

CB 6

TOP 76.93

INV. 75.53

11.5m-300Ø PVC

ST

M @

0

.3

%

125.5m - 900Ø CONC. STM @ 0.30% CL-100D INSULATED

MH6

1200Ø

CITY STD. T- 701.010

TOP 77.35

NE INV. 75.64

W INV. 75.66

MH5

1200Ø

CITY STD. T- 701.010

TOP 78.32

N INV. 76.41

E INV. 76.34

8.5m-300Ø

ST

M @

1.0

0%

69.0m-300Ø PVC STM @ 1.0%

4

6

.

0

m

-

3

0

0

Ø

P

V

C

S

T

M

@

0

.

5

%

INSULATED

CB LEAD

MH4

1200Ø

CITY STD. T- 701.010

TOP 78.29

W INV. 76.70

N INV. 76.60

S INV. 76.57

INSULATED

CB LEAD

MH7

1200Ø

CITY STD. T- 701.010

TOP 78.10

E INV. 75.39

SW INV. 75.41

3.0m-300Ø

STM @ 0.5%

3.0m-300Ø

STM @ 0.5%

6.0m-300Ø STM @ 1.0%

32.0m-300Ø PVC STM @ 0.5%

STORMFILTER

SFPD0814

TOP 76.85

N INV. 75.18

S INV. 75.16

10.0m - 900Ø CONC. STM @

0.3% CL-100D INSULATED

1.0m-300Ø

STM @ 1.0%

MH ACCESS HATCH

TOP ELEV. 77.22

OPSD 401.010 TYPE A

(CLOSED)

CISTERN OVERFLOW/

ACCESS HATCH

TOP ELEV. 77.19 OPSD

401.010 TYPE B (OPEN)

225mm ORIFICE

PLATE INV. 75.33

50m3 ROOF TOP STORAGE

RELEASE RATE

9.4 L/S (100YR)

3.4 L/S (2YR)

STORMFILTER

SFPD0806

TOP 76.65

N INV. 75.10

S INV. 75.12

25.0m

- 900Ø

CO

NC. STM

@

0.2%

C

L-100D

IN

SU

LA

TE

D

MH11

1800Ø

CITY STD. T- 701.012

TOP 76.67

N INV. 75.17

S INV. 75.19

MH10

1800Ø

CITY STD. T- 701.012

TOP 76.75

N INV. 75.29

48m-900Ø CONC. STM

@ 0

.2

% C

L-1

00

D IN

SU

LA

TE

D

900 x 100 ECCENTRIC

REDUCER WITH 300mm

LONG 100Ø ORIFICE PIPE

MH8

1200Ø

CITY STD. T-701.010

TOP 76.97

W INV. 75.27

E INV. 75.24

BACKFLOW PREVENTER TO

BE INSTALLED ON STORM

PIPE INSIDE THE BUILDING

35m3 RE-USE SUMP VOLUME

WITHIN TANK

DCB 1

TOP 76.63

INV. 75.45

CB 15

TOP 76.53

INV. 75.13

900 x 150 ECCENTRIC

REDUCER WITH 300mm

LONG 150Ø ORIFICE PIPE

CB 13

TOP 76.76

INV. 75.31

0.14

0.83

0.39

0.90

SITE 2

0.53

0.90

SITE 3

1.26

0.76

1.26

0.76

0.12

0.82

0.16

0.83

ROW

SOUTH SUB-

CATCHMENT

ROW

NORTH SUB-

CATCHMENT

SITE 1

UNCONTROLLED

SOUTH AREA

SITE 1

CONTROLLED

SOUTH AREA

SITE 1

INNOVATION

PLAZA

0 10 3020 40m

OVERLAND FLOW ROUTE

0.39

0.90

DRAINAGE AREA (ha)

RUNOFF COEFFICIENT

LEGEND

STORMWATER MANAGEMENT

PLAN BOUNDARY - SITE 1

SUB-CATCHMENT BOUNDARY

FIGURE 3.dwg - Proposed Conditions S:\14-41\16\16053-000-WA1\002-REPORT MARCH 2018\FIGURES\ Mar 05, 2018 - 1:22pmFIGURE 3.dwg - Proposed Conditions S:\14-41\16\16053-000-WA1\002-REPORT MARCH 2018\FIGURES\ Mar 05, 2018 - 1:22pm

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 14 General Motors of Canada Limited

3.3 Water Quality Control

Site 1 proposes green and impervious roof areas which are considered clean for the water quality purposes. Internal drainage system will be designed such that rooftop drainage will connect directly to the cistern for the proposed new building. Uncontrolled runoff areas outside the perimeter of the buildings are mostly soft landscaped and a minor portion of the pedestrian walkway surface, which are not prone to sediment generation. Uncontrolled soft landscaping shown in Figure 3 represent less than 10% of the total site area, therefore no treatment is proposed for the uncontrolled areas.

The remaining at-grade impervious area of Site 1 and the new proposed public ROW will each require treatment for sediment generating surfaces such as roadways and vehicular-accessed surfaces.

To treat the 0.28 ha area of public ROW, two StormFilter model SFPD0811 units have been sized to provide 80% TSS removal and a 90% runoff volume capture for the contributing 0.12 ha north and 0.16 ha south sub-catchments respectively.

Site 1 includes two at grade areas of 0.45 and 0.18 ha which will require quality treatment. A StormFilter model SFPD0814 for the 0.45 ha area, and SFPD0612 for the 0.18 ha area have been sized to provide 80% TSS removal.

Future Site 2 and Site 3 will require appropriate TSS removal based on the surface types proposed. Typically a filter based water quality unit or a treatment train process will be needed in order to provide the required level of quality treatment.

Please see Appendix B for water quality unit models and drawings, and refer to servicing illustrated in Figure 3 for each of the respective unit locations.

3.4 Erosion Control

As mentioned in section 1.4, Site 1 and the new proposed public ROW have an overall small footprint of redevelopment. According to the WWFMG, ‘For small infill/redevelopment sites <2.0 ha, erosion control in the form of stormwater detention is normally not required, provided the on-site minimum runoff retention from a small design rainfall event (typically 5 mm) is achieved under the Water Balance Criteria.’

The total site area for this application is below the 2.0 ha guideline, and water balance concerns have been addressed in Section 3.2; therefore, additional measures to address erosion control are therefore not recommended.

3.5 Water Quantity Control

The allowable release rates for each site is indicated in Table 2-2.

The SWM strategy, shown in Figure 3, includes a number of elements which contribute to a reduction in peak flow rates leaving Site 1 and the new proposed public ROW. These include:

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 15

� Temporary rooftop detention storage through rooftop control drains on the new rooftops;

� Extensive green roof area to reduce the volume (and rate) of runoff from roof surfaces;

� A SWM cistern fitted with outlet control device provide detention and control of runoff from catchment areas; and

� Soft landscaping with absorbent topsoil to reduce the volume (and rate) of runoff discharged from at-grade areas and permeable paved area in the innovation plaza.

Short-term storage will be provided on the new rooftop area through controlled flow drains. Zurn Control-Flo weirs will reduce peak discharge rate from a 1,000 m2 area of the roof. These devices are designed to restrict flows up to a maximum ponding depth of 152 mm; the weir bypasses flows beyond this maximum depth to scupper drains. The roof drains will restrict the flow rate leaving the roof to 1.9 L/s per drain at a ponding depth of 152 mm. The rooftop is assumed to direct stormwater towards the roof drains with a maximum fall of 152 mm.

The green roof area will provide a media storage volume of 28 m3, plus an additional temporary ponding volume of 197 m3 on top of the media. The control roof, conventional roof and green roof will connect into a SWM cistern which will provide further quantity control.

For the purposes of quantity control modelling it has been assumed that the first 5 mm of precipitation falling on to the green roof areas is retained and eventually returned back to the atmosphere by evapotranspiration. To simulate the retention effect of the green roofs they have been modelled as a catchment area with a runoff coefficient of 1.0 draining into a detention storage unit with horizontal roof drainage outlets set 10 mm above the base. Minimal ponding (<75 mm) is permitted on the green roof during larger events, draining in 6-8 hours.

The proposed cistern is located south of the building and has a footprint of 190 m2 and height of 1.50 m to provide a total available quantity control storage volume of 285 m³. The 200 mm orifice tube is set at the base of the tank. An additional 60 m³ volume will be provided separated by baffles, runoff from the site will be first stored in the baffled section to be utilized for reuse. An emergency overflow hatch will be provided, preventing flow back-up into the building in the event of a blockage or a storm in excess of the 100-year return period. All area drains used to capture flows are sized to accommodate the 100-year event, and direct flows to SWM system.

For the northern innovation plaza area within Site 1, a storage volume of 48 m3 is provided within a second cistern controlled by a 75 mm orifice tube.

For the proposed ROW two superpipe systems have been provided for the north and south subcatchment respectively.

The north ROW superpipe consists of 50 m of 900 mm diameter pipe storage in addition to an 1800 mm diameter manhole totalling 3.8 m³ of storage. The north superpipe is controlled by a 100 mm orifice plate.

The south ROW superpipe consists of 72 m of 900 mm diameter pipe storage totalling 45.8 m³ of storage. The south superpipe is controlled by a 95 mm orifice plate.

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 16 General Motors of Canada Limited

For the future Site 2 and Site 3, a preliminary cistern sizing has been provided. A cistern volume of 144 m³ controlled by a 125 mm orifice tube will be required for Site 2. A cistern volume of 192 m³ controlled by a 125 mm orifice tube will be required for Site 3.

The ‘HydroCAD’ software package has been used to model the behaviour of the proposed SWM system, and determine its response under various storm events. This software utilises the Modified Rational Method to calculate flow rates and related storage volumes.

Based on the City’s WWFMG criteria, all stormwater runoff from events up to and including the 100-year storm must be contained on site and released at or below the allowable rate. The rainfall intensity and storm duration resulting in the largest utilized storage and peak combined flow rate offsite has been determined iteratively using HydroCAD; a summary of the modelled peak offsite discharge rates and utilized storage is provided below in Table 3.3 and Table 3.3. Please refer to the model outputs for further breakdown of the stormwater flows between the various SWM features on-site, included under Appendix C.

Table 3.3 Post-Development Peak Flow Rates – Site 1

Return Period (years)

Site 1

Allowable Release

Rate (L/s) *

Green Roof

Storage Utilized (/183.7

m3)

Roof Storage Utilized (/50 m3)

North SWM

Cistern Storage Utilized (/48 m3)

South SWM

Cistern Storage Utilized (/285m³)

Post-Development

Modelled Peak Flow Rate

(L/s)

2

199.7

45 12 12.1 80.8 90.0

5 58 17 19.2 128.5 122.4

10 66 21 24.3 163.7 143.3

25 73 24 29.1 197.7 161.3

50 81 29 35.3 242.7 183.5

100 87 32 40.0 277.4 199.7

*Based on catchment area of 1.63 ha and duration of 10 min

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 17

Table 3-4 Post-Development Peak Flow Rates – Site 2

Return Period (years)

Site 2

Allowable Release

Rate (L/s) *

SWM Cistern Storage Utilized

(/144 m3)

Post-Development

Modelled Peak Flow Rate

(L/s)

2

48.4

33.4 27

5 54.5 34

10 69.7 38

25 83.9 42

50 102.4 46

100 116.4 50

*Based on catchment area of 0.39 ha and duration of 18 min

Table 3-5 Post-Development Peak Flow Rates – Site 3

Return Period (years)

Site 3

Allowable Release

Rate (L/s) *

SWM Cistern Storage Utilized

(/192 m3)

Post-Development

Modelled Peak Flow Rate

(L/s)

2

64.4

49.9 28

5 80.6 36

10 102.3 40

25 122.9 44

50 149.7 49

100 169.9 52

*Based on catchment area of 0.53 ha and duration of 24 min

WSP General Motors of Canada Limited Project No. 16-16053-001-WA1 Page 18 General Motors of Canada Limited

Table 3-6 Post-Development Peak Flow Rates – Public ROW

Return Period (years)

ROW

Allowable Release

Rate (L/s) *

North SWM

Super-pipe

Storage Utilized (/35.6 m3)

South SWM

Super-Pipe

Storage Utilized

(/45.8 m3)

North Subcatchment

Post-Development

Modelled Peak Flow Rate

(L/s)

South Subcatchment

Post-Development

Modelled Peak Flow Rate

(L/s)

Total ROW Post-

Development Modelled Peak

Flow Rate

2

34.7

7.9 12.4 10 10 19

5 13.3 20.7 12 12 24

10 17.4 26.7 14 13 26

25 21.1 32.3 15 14 29

50 26.0 39.6 16 16 32

100 29.7 45.0 17 17 34

Based on the north subcatchment area of 0.12 ha and south subcatchment area of 0.18 ha duration 17 min

3.6 Floodplain Management

As noted in section 1.5, all proposed building must be flood proofed to 0.30 m above the

Regulatory flood elevation of 77.50 m. Site 1 addresses this requirement by positioning

finished floor elevations at 77.80 m. It is anticipated that remaining areas within the Subject

Property will meet the minimum finished floor elevation of 77.80 m under future development

conditions. Interior roadway profiles crest at an elevation of 77.90 m at the centre of the

Subject Property, but transition down to existing elevations at the connections to Eastern

Avenue and Lake Shore Boulevard East, providing major and minor system flow directions.

With respect to flood storage, the Subject Property is located in an overbank flooding area of

the Don River, on a parcel located a significant distance from the river channel. As such,

during a flood, waters will enter into and recede from the Subject Property as peak flood

elevations rise and fall in the river, but does not block flow or affect the Don River’s flood

hydraulics in any way, simply providing storage for flood water as it leaves the river channel.

Therefore, the proposed re-development does not cause increases in flood elevations on other

flood-prone properties. The loss of flood storage to the proposed fill necessary to flood proof

the buildings will not cause detrimental impacts on adjacent properties.

Toronto GM Mobility Campus WSP Project No. 16-16053-001-WA1 General Motors of Canada Limited Page 19

4 Conclusions

A Stormwater Management strategy has been prepared for Site 1 and the newly proposed

public ROW within the Subject Property at 721 Eastern Avenue.

► Water Balance – In the current configuration, 55 m3 of runoff from Site 1 will be stored

for reuse as part of water harvesting irrigation plan; Green roof area provided on Site 1

will abstract and evapotranspirate rainfall along with absorbent topsoil. 16 m³ and 21 m³

should be provided for Site 2 and Site 3 respectively.

► Water Quality – All runoff from impervious surfaces will meet the standards imposed by

the Wet Weather Flow Management Guidelines and will be treated via filter based water

quality units.

► Water Quantity – A combination of roof storage with control drains, a cistern fitted with

control orifices, and absorbent landscaping will control rainfall runoff to the prescribed

release rates for each of the development sites within the project site.

► Erosion Control – The site is below the 2.0 ha erosion control guideline and the on-site

minimum retention of the 5 mm rainfall event is achieved, therefore no further measures

are recommended.

► Floodplain Management – Floodplain requirements have been satisfied by flood

proofing Site 1 to 78.40 m, which is greater than the minimum 0.30 m above the

Regulatory flood minimum elevation of 77.50 m.

The report has demonstrated that the proposed SWM strategy will address stormwater management related impacts from this project and meet the intent of the City of Toronto Wet Weather Flow Management Guidelines.

Respectfully submitted,

WSP

March 5, 2018

Iain Smith, EIT Bhavika Patel,P.Eng.,CFM Designer - Water Resources Project Engineer - Water Resources

APPENDIX

A STORMWATER

MANAGEMENT

CALCULATIONS

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 1

Subject: Allowable Offsite Discharge Rate - ROW

Calculation of existing runoff rate is undertaken using the Rational Method: Q = 2.78 CIA

Where: Q = Peak flow rate (litres/second)

C = Runoff coefficient

I = Rainfall intensity (mm/hour)

A = Catchment area (hectares)

Site Area, A 0.28 hectares

* Runoff Coefficient, C 0.50

Rainfall intensity calculated in accordance with City of Toronto WWFMG (section 3.1):

Where: A and C = Parameters defined in WWFMG section 3.1.

I = Rainfall intensity (mm/hour)

T = Time of concentration (hours)

Return Period (Years) 2 5 10 25 50 100

A 21.8 32.0 38.7 45.2 53.5 59.7

C -0.78 -0.79 -0.80 -0.80 -0.80 -0.80

T (mins) ** 10 10 10 10 10 10

T (hrs) 0.167 0.167 0.167 0.167 0.167 0.167

I (mm/hr) 88.2 131.8 162.3 189.5 224.3 250.3

Q (litres/sec) 34.7 51.9 63.9 74.7 88.4 98.6

Q (m3/sec) 0.035 0.052 0.064 0.075 0.088 0.099

** Note recommended minimum value for time of concentration for small sites (<2.0ha) is 10 minutes.

Allowable release rate to municipal storm sewer system is therefore 34.7 litres/second.

(As per City of Toronto WWFMG section 2.2.3.7)

Satellite

* Note - actual site runoff coefficient is approximately 0.90, however City of Toronto WWFMG states maximum runoff

coefficient to be used in calculation of pre-development peak flow is 0.50 (section 2.2.3.8).

16-16053-001-WA1

BP

IS

GM Toronto Mobility

Stormwater Management Calculations -

CATI =

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 2

Subject:

The City of Toronto Wet Weather Flow Management Guidelines (WWFMG) require a site "to retain water on-site to the extent practicable,

- Section 2.2.1.1 (a)

The current area measurements and land use types for the site are as follows:

Land Use Area (m2) Runoff C Impervious CN

Soft/Pervious Landscaping 317 0.25 0% 74

At-Grade Impervious 2,517 0.90 100% 98

Total Site Area: 2,834 0.83 89% 95

Soft/Pervious Landscaping 317 0.005 1.59 1.59 0.00

At-Grade Impervious 2,517 0.001 2.52 12.59 10.07

Total Site Area: 2,834 - 4.10 14.17 10.07

It is assumed that the remaining hard surfaces on the site can abstract 1 mm of rainfall, and that all soft landscaped areas can absorb 5 mm

Therefore, volume of runoff during a 5 mm storm event: 10.07 m3

This is supported by EPA analysis of green roof manufacturer data sheets (dry unit weights versus saturated unit weights).

GM Toronto Mobility

IS

BP

16-16053-001-WA1

In this case, the minimum on-site runoff retention will require the site to retain all runoff from 5 mm storm event through evapotranspiration

Stormwater Management Calculations - Water Balance

or rainwater reuse. WWFMG Section 2.2.1.1 (d).

to achieve the same level of annual volume of overland runoff allowable from the development site under pre-development conditions”.

For the purposes of the water balance calculation it is assumed that green roofs can accept 10 mm of rainfall without producing any runoff.

Surface TypeArea

(m2)

IA

(mm)

Volume

Abstracted

(m3)

5 mm

Volume

(m3)

Water

Balance

(m3)

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 1

Subject: Allowable Offsite Discharge Rate - Site 1 (south)

Calculation of existing runoff rate is undertaken using the Rational Method: Q = 2.78 CIA

Where: Q = Peak flow rate (litres/second)

C = Runoff coefficient

I = Rainfall intensity (mm/hour)

A = Catchment area (hectares)

Site Area, A 1.63 hectares

* Runoff Coefficient, C 0.50

Rainfall intensity calculated in accordance with City of Toronto WWFMG (section 3.1):

Where: A and C = Parameters defined in WWFMG section 3.1.

I = Rainfall intensity (mm/hour)

T = Time of concentration (hours)

Return Period (Years) 2 5 10 25 50 100

A 21.8 32.0 38.7 45.2 53.5 59.7

C -0.78 -0.79 -0.80 -0.80 -0.80 -0.80

T (mins) ** 10 10 10 10 10 10

T (hrs) 0.167 0.167 0.167 0.167 0.167 0.167

I (mm/hr) 88.2 131.8 162.3 189.5 224.3 250.3

Q (litres/sec) 199.7 298.5 367.5 429.2 508.0 566.9

Q (m3/sec) 0.200 0.298 0.367 0.429 0.508 0.567

** Note recommended minimum value for time of concentration for small sites (<2.0ha) is 10 minutes.

Allowable release rate to municipal storm sewer system is therefore 199.7 litres/second.

(As per City of Toronto WWFMG section 2.2.3.7)

Satellite

* Note - actual site runoff coefficient is approximately 0.90, however City of Toronto WWFMG states maximum runoff

coefficient to be used in calculation of pre-development peak flow is 0.50 (section 2.2.3.8).

16-16053-001-SW1

BP

IS

GM Toronto Mobility

Stormwater Management Calculations -

CATI =

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 2

Subject:

The City of Toronto Wet Weather Flow Management Guidelines (WWFMG) require a site "to retain water on-site to the extent practicable,

- Section 2.2.1.1 (a)

The current area measurements and land use types for the site are as follows:

Land Use Area (m2) Runoff C Impervious CN

Impervious Roof Area 4,204 0.95 100% 98

Green Roof Area 2,296 0.45 0% 80

Soft/Pervious Landscaping 1,483 0.25 0% 74

Permeable Paving 1,264 0.90 100% 74

At-Grade Impervious 7,046 0.90 100% 98

Total Site Area: 16,293 0.79 77% 91

Impervious Roof Area 4,204 0.001 4.20 21.02 16.82

Green Roof Area 2,296 0.005 11.48 11.48 0.00

Soft/Pervious Landscaping 1,483 0.005 7.42 7.42 0.00

Permeable Paving 1,264 0.005 6.32 6.32 0.00

At-Grade Impervious 7,046 0.001 7.05 35.23 28.18

Total Site Area: 16,293 - 36.47 81.47 45.00

It is assumed that the remaining hard surfaces on the site can abstract 1 mm of rainfall, and that all soft landscaped areas can absorb 5 mm

Therefore, volume of runoff during a 5 mm storm event: 45.00 m3

This is supported by EPA analysis of green roof manufacturer data sheets (dry unit weights versus saturated unit weights).

GM Toronto Mobility

IS

BP

16-16053-001-SW1

In this case, the minimum on-site runoff retention will require the site to retain all runoff from 5 mm storm event through evapotranspiration

Stormwater Management Calculations - Allowable Offsite Discharge Rate :

or rainwater reuse. WWFMG Section 2.2.1.1 (d).

to achieve the same level of annual volume of overland runoff allowable from the development site under pre-development conditions”.

For the purposes of the water balance calculation it is assumed that green roofs can accept 10 mm of rainfall without producing any runoff.

Surface TypeArea

(m2)

IA

(mm)

Volume

Abstracted

(m3)

5 mm

Volume

(m3)

Water

Balance

(m3)

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 1

Subject: Allowable Offsite Discharge Rate - Site 2

Calculation of existing runoff rate is undertaken using the Rational Method: Q = 2.78 CIA

Where: Q = Peak flow rate (litres/second)

C = Runoff coefficient

I = Rainfall intensity (mm/hour)

A = Catchment area (hectares)

Site Area, A 0.39 hectares

* Runoff Coefficient, C 0.50

Rainfall intensity calculated in accordance with City of Toronto WWFMG (section 3.1):

Where: A and C = Parameters defined in WWFMG section 3.1.

I = Rainfall intensity (mm/hour)

T = Time of concentration (hours)

Return Period (Years) 2 5 10 25 50 100

A 21.8 32.0 38.7 45.2 53.5 59.7

C -0.78 -0.79 -0.80 -0.80 -0.80 -0.80

T (mins) ** 10 10 10 10 10 10

T (hrs) 0.167 0.167 0.167 0.167 0.167 0.167

I (mm/hr) 88.2 131.8 162.3 189.5 224.3 250.3

Q (litres/sec) 48.4 72.3 89.0 104.0 123.1 137.3

Q (m3/sec) 0.048 0.072 0.089 0.104 0.123 0.137

** Note recommended minimum value for time of concentration for small sites (<2.0ha) is 10 minutes.

Allowable release rate to municipal storm sewer system is therefore 48.4 litres/second.

(As per City of Toronto WWFMG section 2.2.3.7)

Satellite

* Note - actual site runoff coefficient is approximately 0.90, however City of Toronto WWFMG states maximum runoff

coefficient to be used in calculation of pre-development peak flow is 0.50 (section 2.2.3.8).

16-16053-001-SW1

BP

IS

GM Toronto Mobility

Stormwater Management Calculations -

CATI =

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 2

Subject:

The City of Toronto Wet Weather Flow Management Guidelines (WWFMG) require a site "to retain water on-site to the extent practicable,

- Section 2.2.1.1 (a)

The current area measurements and land use types for the site are as follows:

Land Use Area (m2) Runoff C Impervious CN 100%

Impervious Roof Area 3,947 0.95 100% 98 0%

Control Roof - 0.95 100% 98 0%

Soft/Pervious Landscaping - 0.25 0% 74 0%

Green Roof Area - 0.45 0% 80 0%

At-Grade Impervious - 0.90 100% 98 100%

Total Site Area: 3,947 0.95 100% 98 0%

Impervious Roof Area 3,947 0.001 3.95 19.74 15.79

Control Roof - 0.001 0.00 0.00 0.00

Soft/Pervious Landscaping - 0.005 0.00 0.00 0.00

Green Roof Area - 0.005 0.00 0.00 0.00

At-Grade Impervious - 0.001 0.00 0.00 0.00

Total Site Area: 3,947 - 3.95 19.74 15.79

It is assumed that the remaining hard surfaces on the site can abstract 1 mm of rainfall, and that all soft landscaped areas can absorb 5 mm

Therefore, volume of runoff during a 5 mm storm event: 15.79 m3

This is supported by EPA analysis of green roof manufacturer data sheets (dry unit weights versus saturated unit weights).

GM Toronto Mobility

IS

BP

16-16053-001-SW1

In this case, the minimum on-site runoff retention will require the site to retain all runoff from 5 mm storm event through evapotranspiration

Stormwater Management Calculations - Water Balance

or rainwater reuse. WWFMG Section 2.2.1.1 (d).

to achieve the same level of annual volume of overland runoff allowable from the development site under pre-development conditions”.

For the purposes of the water balance calculation it is assumed that green roofs can accept 10 mm of rainfall without producing any

Surface TypeArea

(m2)

IA

(mm)

Volume

Abstracted

(m3)

5 mm

Volume

(m3)

5mm Water

Balance

(m3)

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 1

Subject: Allowable Offsite Discharge Rate - Site 3

Calculation of existing runoff rate is undertaken using the Rational Method: Q = 2.78 CIA

Where: Q = Peak flow rate (litres/second)

C = Runoff coefficient

I = Rainfall intensity (mm/hour)

A = Catchment area (hectares)

Site Area, A 0.53 hectares

* Runoff Coefficient, C 0.50

Rainfall intensity calculated in accordance with City of Toronto WWFMG (section 3.1):

Where: A and C = Parameters defined in WWFMG section 3.1.

I = Rainfall intensity (mm/hour)

T = Time of concentration (hours)

Return Period (Years) 2 5 10 25 50 100

A 21.8 32.0 38.7 45.2 53.5 59.7

C -0.78 -0.79 -0.80 -0.80 -0.80 -0.80

T (mins) ** 10 10 10 10 10 10

T (hrs) 0.167 0.167 0.167 0.167 0.167 0.167

I (mm/hr) 88.2 131.8 162.3 189.5 224.3 250.3

Q (litres/sec) 64.4 96.2 118.5 138.4 163.8 182.8

Q (m3/sec) 0.064 0.096 0.118 0.138 0.164 0.183

** Note recommended minimum value for time of concentration for small sites (<2.0ha) is 10 minutes.

Allowable release rate to municipal storm sewer system is therefore 64.4 litres/second.

(As per City of Toronto WWFMG section 2.2.3.7)

Satellite

* Note - actual site runoff coefficient is approximately 0.90, however City of Toronto WWFMG states maximum runoff

coefficient to be used in calculation of pre-development peak flow is 0.50 (section 2.2.3.8).

16-16053-001-SW1

BP

IS

GM Toronto Mobility

Stormwater Management Calculations -

CATI =

Project: No.:

By: Date: 05/03/2018 Page:

Checked: Checked: BP 2

Subject:

The City of Toronto Wet Weather Flow Management Guidelines (WWFMG) require a site "to retain water on-site to the extent practicable,

- Section 2.2.1.1 (a)

The current area measurements and land use types for the site are as follows:

Land Use Area (m2) Runoff C Impervious CN

New Impervious Roof Area 5,253 0.95 100% 98

Control Roof Area - 0.95 100% 98

Soft/Pervious Landscaping - 0.25 0% 74

Green Roof Area - 0.45 0% 80

At-Grade Impervious - 0.90 100% 98

Total Site Area: 5,253 0.95 100% 98

New Impervious Roof Area 5,253 0.001 5.25 26.27 21.01

Control Roof Area - 0.001 0.00 0.00 0.00

Soft/Pervious Landscaping - 0.005 0.00 0.00 0.00

Green Roof Area - 0.005 0.00 0.00 0.00

At-Grade Impervious - 0.001 0.00 0.00 0.00

Total Site Area: 5,253 - 5.25 26.27 21.01

It is assumed that the remaining hard surfaces on the site can abstract 1 mm of rainfall, and that all soft landscaped areas can absorb 5 mm

Therefore, volume of runoff during a 5 mm storm event: 21.01 m3

165.9

A % WB

12052 51% 5.63

4437 19% 2.07

7065 30% 3.30

23554

For the purposes of the water balance calculation it is assumed that green roofs can accept 10 mm of rainfall without producing any

Surface TypeArea

(m2)

IA

(mm)

Volume

Abstracted

(m3)

5 mm

Volume

(m3)

5mm Water

Balance

(m3)

This is supported by EPA analysis of green roof manufacturer data sheets (dry unit weights versus saturated unit weights).

GM Toronto Mobility

IS

BP

16-16053-001-SW1

In this case, the minimum on-site runoff retention will require the site to retain all runoff from 5 mm storm event through evapotranspiration

Stormwater Management Calculations - Water Balance

or rainwater reuse. WWFMG Section 2.2.1.1 (d).

to achieve the same level of annual volume of overland runoff allowable from the development site under pre-development conditions”.

APPENDIX

B WATER

QUALITY UNIT

Date 22/02/2018 Black Cells = Calculation

Site InformationProject Name GM MobilityProject Location Toronto, ONOGS ID Site 1 (North)Drainage Area, Ad 1.11 ac (0.45 ha)Impervious Area, Ai 1.11 ac Pervious Area, Ap 0.00% Impervious 100%Runoff Coefficient, Rc 0.90Treatment storm flow rate, Qtreat 0.79 cfs (22.5 L/s)

Peak storm flow rate, Qpeak TBD cfs

Filter SystemFiltration brand StormFilterCartridge height 18 inSpecific Flow Rate 2.0 gpm/ft2

Flow rate per cartridge 15.0 gpm

SUMMARYNumber of Cartridges 24Media Type Perlite

Event Mean Concentration (EMC) 150 mg/LAnnual TSS Removal 80%Percent Runoff Capture 90%

Recommend SFPD0814 vault

Determining Number of Cartridges for Flow Based Systems

©2012 CONTECH Engineered Solutionsconteches.com

200 Enterprise DriveScarborough, ME 04074

Phone 877-907-8676Fax 207-885-9825 1 of 1

Date 22/02/2018 Black Cells = Calculation

Site InformationProject Name GM MobilityProject Location Toronto, ONOGS ID Site 1 (South)Drainage Area, Ad 0.44 ac (0.18 ha)Impervious Area, Ai 0.44 ac Pervious Area, Ap 0.00% Impervious 100%Runoff Coefficient, Rc 0.90Treatment storm flow rate, Qtreat 0.32 cfs (9 L/s)

Peak storm flow rate, Qpeak TBD cfs

Filter SystemFiltration brand StormFilterCartridge height 18 inSpecific Flow Rate 2.0 gpm/ft2

Flow rate per cartridge 15.0 gpm

SUMMARYNumber of Cartridges 10Media Type Perlite

Event Mean Concentration (EMC) 150 mg/LAnnual TSS Removal 80%Percent Runoff Capture 90%

Recommend SFPD0612 vault

Determining Number of Cartridges for Flow Based Systems

©2012 CONTECH Engineered Solutionsconteches.com

200 Enterprise DriveScarborough, ME 04074

Phone 877-907-8676Fax 207-885-9825 1 of 1

Date 22/02/2018 Black Cells = Calculation

Site InformationProject Name GM MobilityProject Location Toronto, ONOGS ID Site 2Drainage Area, Ad 0.96 ac (0.39 ha)Impervious Area, Ai 0.96 ac Pervious Area, Ap 0.00% Impervious 100%Runoff Coefficient, Rc 0.90Treatment storm flow rate, Qtreat 0.69 cfs (19.5 L/s)

Peak storm flow rate, Qpeak TBD cfs

Filter SystemFiltration brand StormFilterCartridge height 18 inSpecific Flow Rate 2.0 gpm/ft2

Flow rate per cartridge 15.0 gpm

SUMMARYNumber of Cartridges 21Media Type Perlite

Event Mean Concentration (EMC) 150 mg/LAnnual TSS Removal 80%Percent Runoff Capture 90%

Recommend SFPD0814 vault

Determining Number of Cartridges for Flow Based Systems

©2012 CONTECH Engineered Solutionsconteches.com

200 Enterprise DriveScarborough, ME 04074

Phone 877-907-8676Fax 207-885-9825 1 of 1

Date 22/02/2018 Black Cells = Calculation

Site InformationProject Name GM MobilityProject Location Toronto, ONOGS ID Site 3Drainage Area, Ad 1.31 ac (0.53 ha)Impervious Area, Ai 1.31 ac Pervious Area, Ap 0.00% Impervious 100%Runoff Coefficient, Rc 0.90Treatment storm flow rate, Qtreat 0.94 cfs (26.5 L/s)

Peak storm flow rate, Qpeak TBD cfs

Filter SystemFiltration brand StormFilterCartridge height 18 inSpecific Flow Rate 2.0 gpm/ft2

Flow rate per cartridge 15.0 gpm

SUMMARYNumber of Cartridges 28Media Type Perlite

Event Mean Concentration (EMC) 150 mg/LAnnual TSS Removal 80%Percent Runoff Capture 90%

Recommend SFPD0816 vault

Determining Number of Cartridges for Flow Based Systems

©2012 CONTECH Engineered Solutionsconteches.com

200 Enterprise DriveScarborough, ME 04074

Phone 877-907-8676Fax 207-885-9825 1 of 1

Date 23/02/2018 Black Cells = Calculation

Site InformationProject Name GM MobilityProject Location Toronto, ONOGS ID ROW (North)Drainage Area, Ad 0.30 ac (0.12 ha)Impervious Area, Ai 0.30 ac Pervious Area, Ap 0.00% Impervious 100%Runoff Coefficient, Rc 0.90Treatment storm flow rate, Qtreat 0.21 cfs (6 L/s)

Peak storm flow rate, Qpeak TBD cfs

Filter SystemFiltration brand StormFilterCartridge height 18 inSpecific Flow Rate 2.0 gpm/ft2

Flow rate per cartridge 15.0 gpm

SUMMARYNumber of Cartridges 7Media Type Perlite

Event Mean Concentration (EMC) 150 mg/LAnnual TSS Removal 80%Percent Runoff Capture 90%

Recommend SFPD0806 vault

Determining Number of Cartridges for Flow Based Systems

©2012 CONTECH Engineered Solutionsconteches.com

200 Enterprise DriveScarborough, ME 04074

Phone 877-907-8676Fax 207-885-9825 1 of 1

Date 23/02/2018 Black Cells = Calculation

Site InformationProject Name GM MobilityProject Location Toronto, ONOGS ID ROW (South)Drainage Area, Ad 0.40 ac (0.16 ha)Impervious Area, Ai 0.40 ac Pervious Area, Ap 0.00% Impervious 100%Runoff Coefficient, Rc 0.90Treatment storm flow rate, Qtreat 0.28 cfs (8 L/s)

Peak storm flow rate, Qpeak TBD cfs

Filter SystemFiltration brand StormFilterCartridge height 18 inSpecific Flow Rate 2.0 gpm/ft2

Flow rate per cartridge 15.0 gpm

SUMMARYNumber of Cartridges 9Media Type Perlite

Event Mean Concentration (EMC) 150 mg/LAnnual TSS Removal 80%Percent Runoff Capture 90%

Recommend SFPD0612 vault

Determining Number of Cartridges for Flow Based Systems

©2012 CONTECH Engineered Solutionsconteches.com

200 Enterprise DriveScarborough, ME 04074

Phone 877-907-8676Fax 207-885-9825 1 of 1

APPENDIX

C HYDROLOGIC

MODEL

OUTPUT

1A

New Imp Roof

1B

Green Roof

1C

Impervious Roof

1D

Controlled At-Grade

1E

Uncontrolled Areas

2A

Site 3

3A

Site 2

3S

Innovation Plaza

9S

ROW North

10S

ROW South

1P

Cistern+Orifice

1R

Roof Storage

2

Green Roof Stoage

2R

Cistern

3R

Cistern

4P

North Cistern

5P

Superpipe

6P

Superpipe (N)

2L

Site 1

5L

(new Link)

7L

ROW

8L

Innovation Plaza

Drainage Diagram for GM Mobility - Feb 2018Prepared by WSP Canada Inc., Printed 05/03/2018

HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Subcat Reach Pond Link

GM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 2HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Area Listing (all nodes)

Area

(sq-meters)

C Description

(subcatchment-numbers)

153.1 0.25 (3S)

317.7 0.25 Soft Landscaping (9S, 10S)

963.9 0.25 Soft landscape (Uncontrolled) (1E)

518.8 0.25 soft Landscaping (1D)

1,263.6 0.90 (3S)

5,610.0 0.90 At grade impervious (1D)

10,199.0 0.90 Control Roof (1C, 2A, 3A)

2,517.0 0.90 Hard Surface (9S, 10S)

3,204.0 0.90 Impervious Roof Area (1A)

1,283.6 0.90 hard surface (1E)

2,296.0 1.00 Green Roof (1B)

28,326.7 TOTAL AREA

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 3HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1A: New Imp Roof

Runoff = 0.0694 m³/s @ 0.17 hrs, Volume= 42.4 m³, Depth= 13 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

3,204.0 0.90 Impervious Roof Area

3,204.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1A: New Imp Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=3,204.0 m²

Runoff Volume=42.4 m³

Runoff Depth=13 mm

Tc=10.0 min

C=0.90

0.0694 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 4HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1B: Green Roof

Green Roof

Runoff = 0.0553 m³/s @ 0.17 hrs, Volume= 33.7 m³, Depth= 15 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

2,296.0 1.00 Green Roof

2,296.0 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, Direct Entry

Subcatchment 1B: Green Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=2,296.0 m²

Runoff Volume=33.7 m³

Runoff Depth=15 mm

Tc=10.0 min

C=1.00

0.0553 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 5HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1C: Impervious Roof

Runoff = 0.0217 m³/s @ 0.17 hrs, Volume= 13.2 m³, Depth= 13 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

1,000.0 0.90 Control Roof

1,000.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1C: Impervious Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=1,000.0 m²

Runoff Volume=13.2 m³

Runoff Depth=13 mm

Tc=10.0 min

C=0.90

0.0217 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 6HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1D: Controlled At-Grade

Runoff = 0.1239 m³/s @ 0.17 hrs, Volume= 75.6 m³, Depth= 12 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

5,610.0 0.90 At grade impervious518.8 0.25 soft Landscaping

6,128.8 0.84 Weighted Average6,128.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1D: Controlled At-Grade

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.130.120.11

0.10.090.080.070.060.050.040.030.020.01

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=6,128.8 m²

Runoff Volume=75.6 m³

Runoff Depth=12 mm

Tc=10.0 min

C=0.84

0.1239 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 7HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1E: Uncontrolled Areas

Runoff = 0.0335 m³/s @ 0.17 hrs, Volume= 20.5 m³, Depth= 9 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

963.9 0.25 Soft landscape (Uncontrolled)1,283.6 0.90 hard surface

2,247.5 0.62 Weighted Average2,247.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1E: Uncontrolled Areas

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=2,247.5 m²

Runoff Volume=20.5 m³

Runoff Depth=9 mm

Tc=10.0 min

C=0.62

0.0335 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 8HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 2A: Site 3

Runoff = 0.1138 m³/s @ 0.17 hrs, Volume= 69.5 m³, Depth= 13 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

5,252.5 0.90 Control Roof

5,252.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 2A: Site 3

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.12

0.11

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=5,252.5 m²

Runoff Volume=69.5 m³

Runoff Depth=13 mm

Tc=10.0 min

C=0.90

0.1138 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 9HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3A: Site 2

Runoff = 0.0855 m³/s @ 0.17 hrs, Volume= 52.2 m³, Depth= 13 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

3,946.5 0.90 Control Roof

3,946.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 3A: Site 2

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=3,946.5 m²

Runoff Volume=52.2 m³

Runoff Depth=13 mm

Tc=10.0 min

C=0.90

0.0855 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 10HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3S: Innovation Plaza

Runoff = 0.0283 m³/s @ 0.17 hrs, Volume= 17.3 m³, Depth= 12 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

1,263.6 0.90153.1 0.25

1,416.7 0.83 Weighted Average1,416.7 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 3S: Innovation Plaza

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=1,416.7 m²

Runoff Volume=17.3 m³

Runoff Depth=12 mm

Tc=10.0 min

C=0.83

0.0283 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 11HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 9S: ROW North

Runoff = 0.0242 m³/s @ 0.17 hrs, Volume= 14.8 m³, Depth= 12 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

1,081.5 0.90 Hard Surface145.3 0.25 Soft Landscaping

1,226.8 0.82 Weighted Average1,226.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 9S: ROW North

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0260.0240.022

0.020.0180.0160.0140.012

0.010.0080.0060.0040.002

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=1,226.8 m²

Runoff Volume=14.8 m³

Runoff Depth=12 mm

Tc=10.0 min

C=0.82

0.0242 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 12HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: ROW South

Runoff = 0.0321 m³/s @ 0.17 hrs, Volume= 19.6 m³, Depth= 12 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=10 min, Inten=88.2 mm/hr

Area (m²) C Description

1,435.5 0.90 Hard Surface172.4 0.25 Soft Landscaping

1,607.9 0.83 Weighted Average1,607.9 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 10S: ROW South

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 2-Year

Duration=10 min,

Inten=88.2 mm/hr

Runoff Area=1,607.9 m²

Runoff Volume=19.6 m³

Runoff Depth=12 mm

Tc=10.0 min

C=0.83

0.0321 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 13HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1P: Cistern+Orifice

Inflow Area = 12,628.8 m², 18.18% Impervious, Inflow Depth = 11 mm for 2-Year eventInflow = 0.1950 m³/s @ 0.17 hrs, Volume= 142.0 m³Outflow = 0.0638 m³/s @ 0.28 hrs, Volume= 141.9 m³, Atten= 67%, Lag= 6.9 minPrimary = 0.0638 m³/s @ 0.28 hrs, Volume= 141.9 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.428 m @ 0.28 hrs Surf.Area= 190.0 m² Storage= 81.3 m³

Plug-Flow detention time= 30.7 min calculated for 141.9 m³ (100% of inflow)Center-of-Mass det. time= 30.4 min ( 58.4 - 28.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 285.0 m³ 1.00 mW x 190.00 mL x 1.50 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 200 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0637 m³/s @ 0.28 hrs HW=0.428 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0637 m³/s @ 2.03 m/s)

Pond 1P: Cistern+Orifice

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=12,628.8 m²

Peak Elev=0.428 m

Storage=81.3 m³

0.1950 m³/s

0.0638 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 14HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1R: Roof Storage

Inflow Area = 1,000.0 m², 0.00% Impervious, Inflow Depth = 13 mm for 2-Year eventInflow = 0.0217 m³/s @ 0.17 hrs, Volume= 13.2 m³Outflow = 0.0031 m³/s @ 0.31 hrs, Volume= 13.2 m³, Atten= 86%, Lag= 8.6 minPrimary = 0.0031 m³/s @ 0.31 hrs, Volume= 13.2 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 10.035 m @ 0.31 hrs Surf.Area= 0.0 m² Storage= 11.4 m³

Plug-Flow detention time= 62.0 min calculated for 13.2 m³ (100% of inflow)Center-of-Mass det. time= 61.8 min ( 71.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 10.000 m 50.0 m³ Custom Stage Data Listed below

Elevation Cum.Store(meters) (cubic-meters)

10.000 0.010.152 50.0

Device Routing Invert Outlet Devices

#1 Primary 10.000 m Special & User-Defined X 7.00 Head (meters) 0.000 0.075 0.152 Disch. (m³/s) 0.00000 0.00095 0.00189

Primary OutFlow Max=0.0031 m³/s @ 0.31 hrs HW=10.035 m (Free Discharge)1=Special & User-Defined (Custom Controls 0.0031 m³/s)

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 15HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 1R: Roof Storage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Inflow Area=1,000.0 m²

Peak Elev=10.035 m

Storage=11.4 m³

0.0217 m³/s

0.0031 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 16HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2: Green Roof Stoage

Green roof modelled as pond capable of accepting 25mm depth of rainfall before any runoff occurs. Outlets to route runoff to SW cistern.

Inflow Area = 2,296.0 m²,100.00% Impervious, Inflow Depth = 15 mm for 2-Year eventInflow = 0.0553 m³/s @ 0.17 hrs, Volume= 33.7 m³Outflow = 0.0017 m³/s @ 0.33 hrs, Volume= 10.7 m³, Atten= 97%, Lag= 9.7 minPrimary = 0.0017 m³/s @ 0.33 hrs, Volume= 10.7 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 100.004 m @ 0.33 hrs Surf.Area= 4,592.0 m² Storage= 33.2 m³

Plug-Flow detention time= 166.8 min calculated for 10.7 m³ (32% of inflow)Center-of-Mass det. time= 162.1 min ( 172.1 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 23.0 m³ 10.00 mW x 229.60 mL x 0.01 mH Green Roof Media Storage#2 100.000 m 160.7 m³ 10.00 mW x 229.60 mL x 0.07 mH Green Roof

183.7 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Green Roof Drainage Outlets X 10.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0017 m³/s @ 0.33 hrs HW=100.004 m (Free Discharge)1=Green Roof Drainage Outlets (Weir Controls 0.0017 m³/s @ 0.12 m/s)

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 17HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 2: Green Roof Stoage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.0550.05

0.045

0.04

0.0350.03

0.025

0.02

0.0150.01

0.005

0

Inflow Area=2,296.0 m²

Peak Elev=100.004 m

Storage=33.2 m³

0.0553 m³/s

0.0017 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 18HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2R: Cistern

Inflow Area = 5,252.5 m², 0.00% Impervious, Inflow Depth = 13 mm for 2-Year eventInflow = 0.1138 m³/s @ 0.17 hrs, Volume= 69.5 m³Outflow = 0.0280 m³/s @ 0.29 hrs, Volume= 69.5 m³, Atten= 75%, Lag= 7.5 minPrimary = 0.0280 m³/s @ 0.29 hrs, Volume= 69.5 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.415 m @ 0.29 hrs Surf.Area= 120.0 m² Storage= 49.8 m³

Plug-Flow detention time= 22.2 min calculated for 69.5 m³ (100% of inflow)Center-of-Mass det. time= 22.1 min ( 32.1 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 192.0 m³ 1.00 mW x 120.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0280 m³/s @ 0.29 hrs HW=0.415 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0280 m³/s @ 2.28 m/s)

Pond 2R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.12

0.110.1

0.09

0.080.070.060.05

0.040.030.02

0.010

Inflow Area=5,252.5 m²

Peak Elev=0.415 m

Storage=49.8 m³

0.1138 m³/s

0.0280 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 19HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 3R: Cistern

Inflow Area = 3,946.5 m², 0.00% Impervious, Inflow Depth = 13 mm for 2-Year eventInflow = 0.0855 m³/s @ 0.17 hrs, Volume= 52.2 m³Outflow = 0.0266 m³/s @ 0.28 hrs, Volume= 52.2 m³, Atten= 69%, Lag= 6.9 minPrimary = 0.0266 m³/s @ 0.28 hrs, Volume= 52.2 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.375 m @ 0.28 hrs Surf.Area= 90.0 m² Storage= 33.8 m³

Plug-Flow detention time= 16.2 min calculated for 52.2 m³ (100% of inflow)Center-of-Mass det. time= 16.1 min ( 26.1 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 144.0 m³ 1.00 mW x 90.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0266 m³/s @ 0.28 hrs HW=0.375 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0266 m³/s @ 2.17 m/s)

Pond 3R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=3,946.5 m²

Peak Elev=0.375 m

Storage=33.8 m³

0.0855 m³/s

0.0266 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 20HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 4P: North Cistern

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 12 mm for 2-Year eventInflow = 0.0283 m³/s @ 0.17 hrs, Volume= 17.3 m³Outflow = 0.0080 m³/s @ 0.29 hrs, Volume= 17.3 m³, Atten= 72%, Lag= 7.2 minPrimary = 0.0080 m³/s @ 0.29 hrs, Volume= 17.3 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.301 m @ 0.29 hrs Surf.Area= 40.0 m² Storage= 12.1 m³

Plug-Flow detention time= 23.2 min calculated for 17.3 m³ (100% of inflow)Center-of-Mass det. time= 23.0 min ( 33.0 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 48.0 m³ 1.00 mW x 40.00 mL x 1.20 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 75 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0080 m³/s @ 0.29 hrs HW=0.301 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0080 m³/s @ 1.82 m/s)

Pond 4P: North Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,416.7 m²

Peak Elev=0.301 m

Storage=12.1 m³

0.0283 m³/s

0.0080 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 21HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 5P: Superpipe

Inflow Area = 1,607.9 m², 0.00% Impervious, Inflow Depth = 12 mm for 2-Year eventInflow = 0.0321 m³/s @ 0.17 hrs, Volume= 19.6 m³Outflow = 0.0096 m³/s @ 0.28 hrs, Volume= 19.6 m³, Atten= 70%, Lag= 7.0 minPrimary = 0.0096 m³/s @ 0.28 hrs, Volume= 19.6 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.306 m @ 0.28 hrs Surf.Area= 60.4 m² Storage= 12.6 m³

Plug-Flow detention time= 15.2 min calculated for 19.6 m³ (100% of inflow)Center-of-Mass det. time= 15.2 min ( 25.2 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 45.8 m³ 900 mm D x 72.00 mL Pipe Storage S= 0.0005 m/m

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 95 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0096 m³/s @ 0.28 hrs HW=0.305 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0096 m³/s @ 1.35 m/s)

Pond 5P: Superpipe

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,607.9 m²

Peak Elev=0.306 m

Storage=12.6 m³

0.0321 m³/s

0.0096 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 22HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 6P: Superpipe (N)

Inflow Area = 1,226.8 m², 0.00% Impervious, Inflow Depth = 12 mm for 2-Year eventInflow = 0.0242 m³/s @ 0.17 hrs, Volume= 14.8 m³Outflow = 0.0097 m³/s @ 0.27 hrs, Volume= 14.8 m³, Atten= 60%, Lag= 6.0 minPrimary = 0.0097 m³/s @ 0.27 hrs, Volume= 14.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.266 m @ 0.27 hrs Surf.Area= 43.0 m² Storage= 8.1 m³

Plug-Flow detention time= 10.4 min calculated for 14.8 m³ (100% of inflow)Center-of-Mass det. time= 10.3 min ( 20.3 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 31.8 m³ 900 mm D x 50.00 mL Pipe Storage S= 0.0005 m/m#2 0.000 m 3.8 m³ 1.80 mD x 1.50 mH Vertical Cone/Cylinder

35.6 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0097 m³/s @ 0.27 hrs HW=0.266 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0097 m³/s @ 1.24 m/s)

Pond 6P: Superpipe (N)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,226.8 m²

Peak Elev=0.266 m

Storage=8.1 m³

0.0242 m³/s

0.0097 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 23HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 2L: Site 1

Inflow Area = 16,293.0 m², 14.09% Impervious, Inflow Depth = 11 mm for 2-Year eventInflow = 0.0900 m³/s @ 0.21 hrs, Volume= 179.7 m³Primary = 0.0900 m³/s @ 0.21 hrs, Volume= 179.7 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 2L: Site 1

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=16,293.0 m²

0.0900 m³/s0.0900 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 24HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 5L: (new Link)

Inflow Area = 28,326.7 m², 8.11% Impervious, Inflow Depth = 12 mm for 2-Year eventInflow = 0.1605 m³/s @ 0.24 hrs, Volume= 335.7 m³Primary = 0.1605 m³/s @ 0.24 hrs, Volume= 335.7 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 5L: (new Link)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=28,326.7 m²

0.1605 m³/s0.1605 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 25HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 7L: ROW

Inflow Area = 2,834.7 m², 0.00% Impervious, Inflow Depth = 12 mm for 2-Year eventInflow = 0.0193 m³/s @ 0.28 hrs, Volume= 34.4 m³Primary = 0.0193 m³/s @ 0.28 hrs, Volume= 34.4 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 7L: ROW

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Inflow Area=2,834.7 m²

0.0193 m³/s0.0193 m³/s

Toronto 2-Year Duration=10 min, Inten=88.2 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 26HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 8L: Innovation Plaza

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 12 mm for 2-Year eventInflow = 0.0080 m³/s @ 0.29 hrs, Volume= 17.3 m³Primary = 0.0080 m³/s @ 0.29 hrs, Volume= 17.3 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 8L: Innovation Plaza

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Inflow Area=1,416.7 m²

0.0080 m³/s0.0080 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 27HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1A: New Imp Roof

Runoff = 0.1037 m³/s @ 0.17 hrs, Volume= 63.3 m³, Depth= 20 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

3,204.0 0.90 Impervious Roof Area

3,204.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1A: New Imp Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.11

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=3,204.0 m²

Runoff Volume=63.3 m³

Runoff Depth=20 mm

Tc=10.0 min

C=0.90

0.1037 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 28HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1B: Green Roof

Green Roof

Runoff = 0.0826 m³/s @ 0.17 hrs, Volume= 50.4 m³, Depth= 22 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

2,296.0 1.00 Green Roof

2,296.0 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, Direct Entry

Subcatchment 1B: Green Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=2,296.0 m²

Runoff Volume=50.4 m³

Runoff Depth=22 mm

Tc=10.0 min

C=1.00

0.0826 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 29HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1C: Impervious Roof

Runoff = 0.0324 m³/s @ 0.17 hrs, Volume= 19.8 m³, Depth= 20 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

1,000.0 0.90 Control Roof

1,000.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1C: Impervious Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=1,000.0 m²

Runoff Volume=19.8 m³

Runoff Depth=20 mm

Tc=10.0 min

C=0.90

0.0324 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 30HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1D: Controlled At-Grade

Runoff = 0.1852 m³/s @ 0.17 hrs, Volume= 113.0 m³, Depth= 18 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

5,610.0 0.90 At grade impervious518.8 0.25 soft Landscaping

6,128.8 0.84 Weighted Average6,128.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1D: Controlled At-Grade

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=6,128.8 m²

Runoff Volume=113.0 m³

Runoff Depth=18 mm

Tc=10.0 min

C=0.84

0.1852 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 31HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1E: Uncontrolled Areas

Runoff = 0.0501 m³/s @ 0.17 hrs, Volume= 30.6 m³, Depth= 14 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

963.9 0.25 Soft landscape (Uncontrolled)1,283.6 0.90 hard surface

2,247.5 0.62 Weighted Average2,247.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1E: Uncontrolled Areas

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=2,247.5 m²

Runoff Volume=30.6 m³

Runoff Depth=14 mm

Tc=10.0 min

C=0.62

0.0501 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 32HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 2A: Site 3

Runoff = 0.1700 m³/s @ 0.17 hrs, Volume= 103.8 m³, Depth= 20 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

5,252.5 0.90 Control Roof

5,252.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 2A: Site 3

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=5,252.5 m²

Runoff Volume=103.8 m³

Runoff Depth=20 mm

Tc=10.0 min

C=0.90

0.1700 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 33HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3A: Site 2

Runoff = 0.1278 m³/s @ 0.17 hrs, Volume= 78.0 m³, Depth= 20 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

3,946.5 0.90 Control Roof

3,946.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 3A: Site 2

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.140.130.120.11

0.10.090.080.070.060.050.040.030.020.01

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=3,946.5 m²

Runoff Volume=78.0 m³

Runoff Depth=20 mm

Tc=10.0 min

C=0.90

0.1278 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 34HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3S: Innovation Plaza

Runoff = 0.0423 m³/s @ 0.17 hrs, Volume= 25.8 m³, Depth= 18 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

1,263.6 0.90153.1 0.25

1,416.7 0.83 Weighted Average1,416.7 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 3S: Innovation Plaza

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=1,416.7 m²

Runoff Volume=25.8 m³

Runoff Depth=18 mm

Tc=10.0 min

C=0.83

0.0423 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 35HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 9S: ROW North

Runoff = 0.0362 m³/s @ 0.17 hrs, Volume= 22.1 m³, Depth= 18 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

1,081.5 0.90 Hard Surface145.3 0.25 Soft Landscaping

1,226.8 0.82 Weighted Average1,226.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 9S: ROW North

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=1,226.8 m²

Runoff Volume=22.1 m³

Runoff Depth=18 mm

Tc=10.0 min

C=0.82

0.0362 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 36HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: ROW South

Runoff = 0.0480 m³/s @ 0.17 hrs, Volume= 29.3 m³, Depth= 18 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=10 min, Inten=131.8 mm/hr

Area (m²) C Description

1,435.5 0.90 Hard Surface172.4 0.25 Soft Landscaping

1,607.9 0.83 Weighted Average1,607.9 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 10S: ROW South

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 5-Year

Duration=10 min,

Inten=131.8 mm/hr

Runoff Area=1,607.9 m²

Runoff Volume=29.3 m³

Runoff Depth=18 mm

Tc=10.0 min

C=0.83

0.0480 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 37HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1P: Cistern+Orifice

Inflow Area = 12,628.8 m², 18.18% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.2917 m³/s @ 0.17 hrs, Volume= 223.5 m³Outflow = 0.0840 m³/s @ 0.29 hrs, Volume= 223.5 m³, Atten= 71%, Lag= 7.4 minPrimary = 0.0840 m³/s @ 0.29 hrs, Volume= 223.5 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.669 m @ 0.29 hrs Surf.Area= 190.0 m² Storage= 127.1 m³

Plug-Flow detention time= 29.0 min calculated for 223.5 m³ (100% of inflow)Center-of-Mass det. time= 28.7 min ( 57.7 - 29.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 285.0 m³ 1.00 mW x 190.00 mL x 1.50 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 200 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0839 m³/s @ 0.29 hrs HW=0.669 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0839 m³/s @ 2.67 m/s)

Pond 1P: Cistern+Orifice

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=12,628.8 m²

Peak Elev=0.669 m

Storage=127.1 m³

0.2917 m³/s

0.0840 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 38HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1R: Roof Storage

Inflow Area = 1,000.0 m², 0.00% Impervious, Inflow Depth = 20 mm for 5-Year eventInflow = 0.0324 m³/s @ 0.17 hrs, Volume= 19.8 m³Outflow = 0.0046 m³/s @ 0.31 hrs, Volume= 19.8 m³, Atten= 86%, Lag= 8.6 minPrimary = 0.0046 m³/s @ 0.31 hrs, Volume= 19.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 10.052 m @ 0.31 hrs Surf.Area= 0.0 m² Storage= 17.0 m³

Plug-Flow detention time= 61.6 min calculated for 19.8 m³ (100% of inflow)Center-of-Mass det. time= 61.8 min ( 71.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 10.000 m 50.0 m³ Custom Stage Data Listed below

Elevation Cum.Store(meters) (cubic-meters)

10.000 0.010.152 50.0

Device Routing Invert Outlet Devices

#1 Primary 10.000 m Special & User-Defined X 7.00 Head (meters) 0.000 0.075 0.152 Disch. (m³/s) 0.00000 0.00095 0.00189

Primary OutFlow Max=0.0046 m³/s @ 0.31 hrs HW=10.052 m (Free Discharge)1=Special & User-Defined (Custom Controls 0.0046 m³/s)

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 39HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 1R: Roof Storage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,000.0 m²

Peak Elev=10.052 m

Storage=17.0 m³

0.0324 m³/s

0.0046 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 40HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2: Green Roof Stoage

Green roof modelled as pond capable of accepting 25mm depth of rainfall before any runoff occurs. Outlets to route runoff to SW cistern.

Inflow Area = 2,296.0 m²,100.00% Impervious, Inflow Depth = 22 mm for 5-Year eventInflow = 0.0826 m³/s @ 0.17 hrs, Volume= 50.4 m³Outflow = 0.0065 m³/s @ 0.32 hrs, Volume= 27.4 m³, Atten= 92%, Lag= 9.2 minPrimary = 0.0065 m³/s @ 0.32 hrs, Volume= 27.4 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 100.011 m @ 0.32 hrs Surf.Area= 4,592.0 m² Storage= 48.0 m³

Plug-Flow detention time= 113.6 min calculated for 27.4 m³ (54% of inflow)Center-of-Mass det. time= 110.6 min ( 120.6 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 23.0 m³ 10.00 mW x 229.60 mL x 0.01 mH Green Roof Media Storage#2 100.000 m 160.7 m³ 10.00 mW x 229.60 mL x 0.07 mH Green Roof

183.7 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Green Roof Drainage Outlets X 10.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0065 m³/s @ 0.32 hrs HW=100.011 m (Free Discharge)1=Green Roof Drainage Outlets (Weir Controls 0.0065 m³/s @ 0.19 m/s)

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 41HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 2: Green Roof Stoage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=2,296.0 m²

Peak Elev=100.011 m

Storage=48.0 m³

0.0826 m³/s

0.0065 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 42HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2R: Cistern

Inflow Area = 5,252.5 m², 0.00% Impervious, Inflow Depth = 20 mm for 5-Year eventInflow = 0.1700 m³/s @ 0.17 hrs, Volume= 103.8 m³Outflow = 0.0352 m³/s @ 0.30 hrs, Volume= 103.8 m³, Atten= 79%, Lag= 7.9 minPrimary = 0.0352 m³/s @ 0.30 hrs, Volume= 103.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.655 m @ 0.30 hrs Surf.Area= 120.0 m² Storage= 78.6 m³

Plug-Flow detention time= 26.8 min calculated for 103.8 m³ (100% of inflow)Center-of-Mass det. time= 26.9 min ( 36.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 192.0 m³ 1.00 mW x 120.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0352 m³/s @ 0.30 hrs HW=0.655 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0352 m³/s @ 2.87 m/s)

Pond 2R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=5,252.5 m²

Peak Elev=0.655 m

Storage=78.6 m³

0.1700 m³/s

0.0352 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 43HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 3R: Cistern

Inflow Area = 3,946.5 m², 0.00% Impervious, Inflow Depth = 20 mm for 5-Year eventInflow = 0.1278 m³/s @ 0.17 hrs, Volume= 78.0 m³Outflow = 0.0337 m³/s @ 0.29 hrs, Volume= 78.0 m³, Atten= 74%, Lag= 7.4 minPrimary = 0.0337 m³/s @ 0.29 hrs, Volume= 78.0 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.602 m @ 0.29 hrs Surf.Area= 90.0 m² Storage= 54.2 m³

Plug-Flow detention time= 19.6 min calculated for 78.0 m³ (100% of inflow)Center-of-Mass det. time= 19.6 min ( 29.6 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 144.0 m³ 1.00 mW x 90.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0337 m³/s @ 0.29 hrs HW=0.602 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0337 m³/s @ 2.75 m/s)

Pond 3R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=3,946.5 m²

Peak Elev=0.602 m

Storage=54.2 m³

0.1278 m³/s

0.0337 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 44HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 4P: North Cistern

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.0423 m³/s @ 0.17 hrs, Volume= 25.8 m³Outflow = 0.0103 m³/s @ 0.29 hrs, Volume= 25.8 m³, Atten= 76%, Lag= 7.6 minPrimary = 0.0103 m³/s @ 0.29 hrs, Volume= 25.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.472 m @ 0.29 hrs Surf.Area= 40.0 m² Storage= 18.9 m³

Plug-Flow detention time= 25.6 min calculated for 25.8 m³ (100% of inflow)Center-of-Mass det. time= 25.4 min ( 35.4 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 48.0 m³ 1.00 mW x 40.00 mL x 1.20 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 75 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0103 m³/s @ 0.29 hrs HW=0.472 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0103 m³/s @ 2.33 m/s)

Pond 4P: North Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,416.7 m²

Peak Elev=0.472 m

Storage=18.9 m³

0.0423 m³/s

0.0103 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 45HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 5P: Superpipe

Inflow Area = 1,607.9 m², 0.00% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.0480 m³/s @ 0.17 hrs, Volume= 29.3 m³Outflow = 0.0117 m³/s @ 0.29 hrs, Volume= 29.3 m³, Atten= 76%, Lag= 7.6 minPrimary = 0.0117 m³/s @ 0.29 hrs, Volume= 29.3 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.432 m @ 0.29 hrs Surf.Area= 64.6 m² Storage= 20.6 m³

Plug-Flow detention time= 19.8 min calculated for 29.3 m³ (100% of inflow)Center-of-Mass det. time= 19.8 min ( 29.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 45.8 m³ 900 mm D x 72.00 mL Pipe Storage S= 0.0005 m/m

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 95 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0117 m³/s @ 0.29 hrs HW=0.432 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0117 m³/s @ 1.65 m/s)

Pond 5P: Superpipe

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,607.9 m²

Peak Elev=0.432 m

Storage=20.6 m³

0.0480 m³/s

0.0117 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 46HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 6P: Superpipe (N)

Inflow Area = 1,226.8 m², 0.00% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.0362 m³/s @ 0.17 hrs, Volume= 22.1 m³Outflow = 0.0121 m³/s @ 0.28 hrs, Volume= 22.1 m³, Atten= 67%, Lag= 6.7 minPrimary = 0.0121 m³/s @ 0.28 hrs, Volume= 22.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.385 m @ 0.28 hrs Surf.Area= 46.9 m² Storage= 13.4 m³

Plug-Flow detention time= 13.2 min calculated for 22.1 m³ (100% of inflow)Center-of-Mass det. time= 13.2 min ( 23.2 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 31.8 m³ 900 mm D x 50.00 mL Pipe Storage S= 0.0005 m/m#2 0.000 m 3.8 m³ 1.80 mD x 1.50 mH Vertical Cone/Cylinder

35.6 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0121 m³/s @ 0.28 hrs HW=0.385 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0121 m³/s @ 1.54 m/s)

Pond 6P: Superpipe (N)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,226.8 m²

Peak Elev=0.385 m

Storage=13.4 m³

0.0362 m³/s

0.0121 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 47HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 2L: Site 1

Inflow Area = 16,293.0 m², 14.09% Impervious, Inflow Depth = 17 mm for 5-Year eventInflow = 0.1224 m³/s @ 0.20 hrs, Volume= 279.9 m³Primary = 0.1224 m³/s @ 0.20 hrs, Volume= 279.9 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 2L: Site 1

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=16,293.0 m²

0.1224 m³/s0.1224 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 48HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 5L: (new Link)

Inflow Area = 28,326.7 m², 8.11% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.2085 m³/s @ 0.24 hrs, Volume= 513.0 m³Primary = 0.2085 m³/s @ 0.24 hrs, Volume= 513.0 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 5L: (new Link)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=28,326.7 m²

0.2085 m³/s0.2085 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 49HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 7L: ROW

Inflow Area = 2,834.7 m², 0.00% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.0238 m³/s @ 0.29 hrs, Volume= 51.4 m³Primary = 0.0238 m³/s @ 0.29 hrs, Volume= 51.4 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 7L: ROW

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0260.0240.022

0.020.0180.0160.0140.012

0.010.0080.0060.0040.002

0

Inflow Area=2,834.7 m²

0.0238 m³/s0.0238 m³/s

Toronto 5-Year Duration=10 min, Inten=131.8 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 50HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 8L: Innovation Plaza

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 18 mm for 5-Year eventInflow = 0.0103 m³/s @ 0.29 hrs, Volume= 25.8 m³Primary = 0.0103 m³/s @ 0.29 hrs, Volume= 25.8 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 8L: Innovation Plaza

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.011

0.01

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Inflow Area=1,416.7 m²

0.0103 m³/s0.0103 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 51HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1A: New Imp Roof

Runoff = 0.1277 m³/s @ 0.17 hrs, Volume= 78.0 m³, Depth= 24 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

3,204.0 0.90 Impervious Roof Area

3,204.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1A: New Imp Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.140.130.120.11

0.10.090.080.070.060.050.040.030.020.01

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=3,204.0 m²

Runoff Volume=78.0 m³

Runoff Depth=24 mm

Tc=10.0 min

C=0.90

0.1277 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 52HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1B: Green Roof

Green Roof

Runoff = 0.1017 m³/s @ 0.17 hrs, Volume= 62.1 m³, Depth= 27 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

2,296.0 1.00 Green Roof

2,296.0 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, Direct Entry

Subcatchment 1B: Green Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.11

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=2,296.0 m²

Runoff Volume=62.1 m³

Runoff Depth=27 mm

Tc=10.0 min

C=1.00

0.1017 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 53HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1C: Impervious Roof

Runoff = 0.0399 m³/s @ 0.17 hrs, Volume= 24.3 m³, Depth= 24 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

1,000.0 0.90 Control Roof

1,000.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1C: Impervious Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=1,000.0 m²

Runoff Volume=24.3 m³

Runoff Depth=24 mm

Tc=10.0 min

C=0.90

0.0399 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 54HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1D: Controlled At-Grade

Runoff = 0.2280 m³/s @ 0.17 hrs, Volume= 139.2 m³, Depth= 23 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

5,610.0 0.90 At grade impervious518.8 0.25 soft Landscaping

6,128.8 0.84 Weighted Average6,128.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1D: Controlled At-Grade

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=6,128.8 m²

Runoff Volume=139.2 m³

Runoff Depth=23 mm

Tc=10.0 min

C=0.84

0.2280 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 55HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1E: Uncontrolled Areas

Runoff = 0.0617 m³/s @ 0.17 hrs, Volume= 37.7 m³, Depth= 17 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

963.9 0.25 Soft landscape (Uncontrolled)1,283.6 0.90 hard surface

2,247.5 0.62 Weighted Average2,247.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1E: Uncontrolled Areas

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0650.06

0.0550.05

0.0450.04

0.0350.03

0.0250.02

0.0150.01

0.0050

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=2,247.5 m²

Runoff Volume=37.7 m³

Runoff Depth=17 mm

Tc=10.0 min

C=0.62

0.0617 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 56HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 2A: Site 3

Runoff = 0.2093 m³/s @ 0.17 hrs, Volume= 127.8 m³, Depth= 24 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

5,252.5 0.90 Control Roof

5,252.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 2A: Site 3

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=5,252.5 m²

Runoff Volume=127.8 m³

Runoff Depth=24 mm

Tc=10.0 min

C=0.90

0.2093 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 57HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3A: Site 2

Runoff = 0.1573 m³/s @ 0.17 hrs, Volume= 96.0 m³, Depth= 24 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

3,946.5 0.90 Control Roof

3,946.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 3A: Site 2

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=3,946.5 m²

Runoff Volume=96.0 m³

Runoff Depth=24 mm

Tc=10.0 min

C=0.90

0.1573 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 58HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3S: Innovation Plaza

Runoff = 0.0521 m³/s @ 0.17 hrs, Volume= 31.8 m³, Depth= 22 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

1,263.6 0.90153.1 0.25

1,416.7 0.83 Weighted Average1,416.7 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 3S: Innovation Plaza

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=1,416.7 m²

Runoff Volume=31.8 m³

Runoff Depth=22 mm

Tc=10.0 min

C=0.83

0.0521 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 59HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 9S: ROW North

Runoff = 0.0446 m³/s @ 0.17 hrs, Volume= 27.2 m³, Depth= 22 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

1,081.5 0.90 Hard Surface145.3 0.25 Soft Landscaping

1,226.8 0.82 Weighted Average1,226.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 9S: ROW North

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=1,226.8 m²

Runoff Volume=27.2 m³

Runoff Depth=22 mm

Tc=10.0 min

C=0.82

0.0446 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 60HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: ROW South

Runoff = 0.0591 m³/s @ 0.17 hrs, Volume= 36.1 m³, Depth= 22 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=10 min, Inten=162.3 mm/hr

Area (m²) C Description

1,435.5 0.90 Hard Surface172.4 0.25 Soft Landscaping

1,607.9 0.83 Weighted Average1,607.9 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 10S: ROW South

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0650.06

0.055

0.050.045

0.040.035

0.030.025

0.02

0.0150.01

0.0050

Toronto 10-Year

Duration=10 min,

Inten=162.3 mm/hr

Runoff Area=1,607.9 m²

Runoff Volume=36.1 m³

Runoff Depth=22 mm

Tc=10.0 min

C=0.83

0.0591 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 61HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1P: Cistern+Orifice

Inflow Area = 12,628.8 m², 18.18% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.3601 m³/s @ 0.17 hrs, Volume= 280.5 m³Outflow = 0.0962 m³/s @ 0.30 hrs, Volume= 280.4 m³, Atten= 73%, Lag= 7.7 minPrimary = 0.0962 m³/s @ 0.30 hrs, Volume= 280.4 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.847 m @ 0.30 hrs Surf.Area= 190.0 m² Storage= 160.9 m³

Plug-Flow detention time= 28.8 min calculated for 280.4 m³ (100% of inflow)Center-of-Mass det. time= 28.5 min ( 57.1 - 28.6 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 285.0 m³ 1.00 mW x 190.00 mL x 1.50 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 200 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0962 m³/s @ 0.30 hrs HW=0.846 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0962 m³/s @ 3.06 m/s)

Pond 1P: Cistern+Orifice

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=12,628.8 m²

Peak Elev=0.847 m

Storage=160.9 m³

0.3601 m³/s

0.0962 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 62HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1R: Roof Storage

Inflow Area = 1,000.0 m², 0.00% Impervious, Inflow Depth = 24 mm for 10-Year eventInflow = 0.0399 m³/s @ 0.17 hrs, Volume= 24.3 m³Outflow = 0.0057 m³/s @ 0.31 hrs, Volume= 24.3 m³, Atten= 86%, Lag= 8.6 minPrimary = 0.0057 m³/s @ 0.31 hrs, Volume= 24.3 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 10.064 m @ 0.31 hrs Surf.Area= 0.0 m² Storage= 21.0 m³

Plug-Flow detention time= 62.0 min calculated for 24.3 m³ (100% of inflow)Center-of-Mass det. time= 61.8 min ( 71.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 10.000 m 50.0 m³ Custom Stage Data Listed below

Elevation Cum.Store(meters) (cubic-meters)

10.000 0.010.152 50.0

Device Routing Invert Outlet Devices

#1 Primary 10.000 m Special & User-Defined X 7.00 Head (meters) 0.000 0.075 0.152 Disch. (m³/s) 0.00000 0.00095 0.00189

Primary OutFlow Max=0.0057 m³/s @ 0.31 hrs HW=10.064 m (Free Discharge)1=Special & User-Defined (Custom Controls 0.0057 m³/s)

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 63HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 1R: Roof Storage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,000.0 m²

Peak Elev=10.064 m

Storage=21.0 m³

0.0399 m³/s

0.0057 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 64HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2: Green Roof Stoage

Green roof modelled as pond capable of accepting 25mm depth of rainfall before any runoff occurs. Outlets to route runoff to SW cistern.

Inflow Area = 2,296.0 m²,100.00% Impervious, Inflow Depth = 27 mm for 10-Year eventInflow = 0.1017 m³/s @ 0.17 hrs, Volume= 62.1 m³Outflow = 0.0106 m³/s @ 0.32 hrs, Volume= 39.0 m³, Atten= 90%, Lag= 8.9 minPrimary = 0.0106 m³/s @ 0.32 hrs, Volume= 39.0 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 100.015 m @ 0.32 hrs Surf.Area= 4,592.0 m² Storage= 57.8 m³

Plug-Flow detention time= 96.8 min calculated for 39.0 m³ (63% of inflow)Center-of-Mass det. time= 94.9 min ( 104.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 23.0 m³ 10.00 mW x 229.60 mL x 0.01 mH Green Roof Media Storage#2 100.000 m 160.7 m³ 10.00 mW x 229.60 mL x 0.07 mH Green Roof

183.7 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Green Roof Drainage Outlets X 10.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0106 m³/s @ 0.32 hrs HW=100.015 m (Free Discharge)1=Green Roof Drainage Outlets (Weir Controls 0.0106 m³/s @ 0.22 m/s)

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 65HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 2: Green Roof Stoage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.11

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=2,296.0 m²

Peak Elev=100.015 m

Storage=57.8 m³

0.1017 m³/s

0.0106 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 66HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2R: Cistern

Inflow Area = 5,252.5 m², 0.00% Impervious, Inflow Depth = 24 mm for 10-Year eventInflow = 0.2093 m³/s @ 0.17 hrs, Volume= 127.8 m³Outflow = 0.0396 m³/s @ 0.30 hrs, Volume= 127.8 m³, Atten= 81%, Lag= 8.1 minPrimary = 0.0396 m³/s @ 0.30 hrs, Volume= 127.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.828 m @ 0.30 hrs Surf.Area= 120.0 m² Storage= 99.3 m³

Plug-Flow detention time= 29.8 min calculated for 127.7 m³ (100% of inflow)Center-of-Mass det. time= 29.8 min ( 39.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 192.0 m³ 1.00 mW x 120.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0396 m³/s @ 0.30 hrs HW=0.827 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0396 m³/s @ 3.22 m/s)

Pond 2R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=5,252.5 m²

Peak Elev=0.828 m

Storage=99.3 m³

0.2093 m³/s

0.0396 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 67HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 3R: Cistern

Inflow Area = 3,946.5 m², 0.00% Impervious, Inflow Depth = 24 mm for 10-Year eventInflow = 0.1573 m³/s @ 0.17 hrs, Volume= 96.0 m³Outflow = 0.0381 m³/s @ 0.29 hrs, Volume= 96.0 m³, Atten= 76%, Lag= 7.6 minPrimary = 0.0381 m³/s @ 0.29 hrs, Volume= 96.0 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.766 m @ 0.29 hrs Surf.Area= 90.0 m² Storage= 68.9 m³

Plug-Flow detention time= 21.9 min calculated for 96.0 m³ (100% of inflow)Center-of-Mass det. time= 21.8 min ( 31.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 144.0 m³ 1.00 mW x 90.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0380 m³/s @ 0.29 hrs HW=0.765 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0380 m³/s @ 3.10 m/s)

Pond 3R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=3,946.5 m²

Peak Elev=0.766 m

Storage=68.9 m³

0.1573 m³/s

0.0381 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 68HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 4P: North Cistern

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.0521 m³/s @ 0.17 hrs, Volume= 31.8 m³Outflow = 0.0117 m³/s @ 0.30 hrs, Volume= 31.8 m³, Atten= 78%, Lag= 7.7 minPrimary = 0.0117 m³/s @ 0.30 hrs, Volume= 31.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.595 m @ 0.30 hrs Surf.Area= 40.0 m² Storage= 23.8 m³

Plug-Flow detention time= 27.0 min calculated for 31.8 m³ (100% of inflow)Center-of-Mass det. time= 27.1 min ( 37.1 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 48.0 m³ 1.00 mW x 40.00 mL x 1.20 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 75 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0117 m³/s @ 0.30 hrs HW=0.595 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0117 m³/s @ 2.64 m/s)

Pond 4P: North Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,416.7 m²

Peak Elev=0.595 m

Storage=23.8 m³

0.0521 m³/s

0.0117 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 69HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 5P: Superpipe

Inflow Area = 1,607.9 m², 0.00% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.0591 m³/s @ 0.17 hrs, Volume= 36.1 m³Outflow = 0.0130 m³/s @ 0.30 hrs, Volume= 36.1 m³, Atten= 78%, Lag= 7.8 minPrimary = 0.0130 m³/s @ 0.30 hrs, Volume= 36.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.521 m @ 0.30 hrs Surf.Area= 64.3 m² Storage= 26.3 m³

Plug-Flow detention time= 22.7 min calculated for 36.1 m³ (100% of inflow)Center-of-Mass det. time= 22.7 min ( 32.7 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 45.8 m³ 900 mm D x 72.00 mL Pipe Storage S= 0.0005 m/m

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 95 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0130 m³/s @ 0.30 hrs HW=0.521 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0130 m³/s @ 1.83 m/s)

Pond 5P: Superpipe

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0650.06

0.0550.05

0.0450.04

0.0350.03

0.0250.02

0.0150.01

0.0050

Inflow Area=1,607.9 m²

Peak Elev=0.521 m

Storage=26.3 m³

0.0591 m³/s

0.0130 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 70HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 6P: Superpipe (N)

Inflow Area = 1,226.8 m², 0.00% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.0446 m³/s @ 0.17 hrs, Volume= 27.2 m³Outflow = 0.0135 m³/s @ 0.28 hrs, Volume= 27.2 m³, Atten= 70%, Lag= 7.0 minPrimary = 0.0135 m³/s @ 0.28 hrs, Volume= 27.2 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.469 m @ 0.28 hrs Surf.Area= 47.5 m² Storage= 17.4 m³

Plug-Flow detention time= 15.1 min calculated for 27.2 m³ (100% of inflow)Center-of-Mass det. time= 15.1 min ( 25.1 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 31.8 m³ 900 mm D x 50.00 mL Pipe Storage S= 0.0005 m/m#2 0.000 m 3.8 m³ 1.80 mD x 1.50 mH Vertical Cone/Cylinder

35.6 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0135 m³/s @ 0.28 hrs HW=0.469 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0135 m³/s @ 1.72 m/s)

Pond 6P: Superpipe (N)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,226.8 m²

Peak Elev=0.469 m

Storage=17.4 m³

0.0446 m³/s

0.0135 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 71HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 2L: Site 1

Inflow Area = 16,293.0 m², 14.09% Impervious, Inflow Depth = 21 mm for 10-Year eventInflow = 0.1433 m³/s @ 0.19 hrs, Volume= 349.9 m³Primary = 0.1433 m³/s @ 0.19 hrs, Volume= 349.9 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 2L: Site 1

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=16,293.0 m²

0.1433 m³/s0.1433 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 72HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 5L: (new Link)

Inflow Area = 28,326.7 m², 8.11% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.2385 m³/s @ 0.23 hrs, Volume= 637.0 m³Primary = 0.2385 m³/s @ 0.23 hrs, Volume= 637.0 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 5L: (new Link)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.260.240.22

0.20.180.160.140.12

0.10.080.060.040.02

0

Inflow Area=28,326.7 m²

0.2385 m³/s0.2385 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 73HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 7L: ROW

Inflow Area = 2,834.7 m², 0.00% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.0265 m³/s @ 0.29 hrs, Volume= 63.3 m³Primary = 0.0265 m³/s @ 0.29 hrs, Volume= 63.3 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 7L: ROW

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=2,834.7 m²

0.0265 m³/s0.0265 m³/s

Toronto 10-Year Duration=10 min, Inten=162.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 74HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 8L: Innovation Plaza

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 22 mm for 10-Year eventInflow = 0.0117 m³/s @ 0.30 hrs, Volume= 31.8 m³Primary = 0.0117 m³/s @ 0.30 hrs, Volume= 31.8 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 8L: Innovation Plaza

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0130.0120.011

0.010.0090.0080.0070.0060.0050.0040.0030.0020.001

0

Inflow Area=1,416.7 m²

0.0117 m³/s0.0117 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 75HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1A: New Imp Roof

Runoff = 0.1492 m³/s @ 0.17 hrs, Volume= 91.0 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

3,204.0 0.90 Impervious Roof Area

3,204.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1A: New Imp Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=3,204.0 m²

Runoff Volume=91.0 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.1492 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 76HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1B: Green Roof

Green Roof

Runoff = 0.1188 m³/s @ 0.17 hrs, Volume= 72.5 m³, Depth= 32 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

2,296.0 1.00 Green Roof

2,296.0 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, Direct Entry

Subcatchment 1B: Green Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.130.120.11

0.10.090.08

0.070.060.05

0.040.030.02

0.010

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=2,296.0 m²

Runoff Volume=72.5 m³

Runoff Depth=32 mm

Tc=10.0 min

C=1.00

0.1188 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 77HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1C: Impervious Roof

Runoff = 0.0466 m³/s @ 0.17 hrs, Volume= 28.4 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

1,000.0 0.90 Control Roof

1,000.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1C: Impervious Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=1,000.0 m²

Runoff Volume=28.4 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0466 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 78HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1D: Controlled At-Grade

Runoff = 0.2663 m³/s @ 0.17 hrs, Volume= 162.6 m³, Depth= 27 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

5,610.0 0.90 At grade impervious518.8 0.25 soft Landscaping

6,128.8 0.84 Weighted Average6,128.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1D: Controlled At-Grade

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.25

0.2

0.15

0.1

0.05

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=6,128.8 m²

Runoff Volume=162.6 m³

Runoff Depth=27 mm

Tc=10.0 min

C=0.84

0.2663 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 79HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1E: Uncontrolled Areas

Runoff = 0.0721 m³/s @ 0.17 hrs, Volume= 44.0 m³, Depth= 20 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

963.9 0.25 Soft landscape (Uncontrolled)1,283.6 0.90 hard surface

2,247.5 0.62 Weighted Average2,247.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1E: Uncontrolled Areas

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=2,247.5 m²

Runoff Volume=44.0 m³

Runoff Depth=20 mm

Tc=10.0 min

C=0.62

0.0721 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 80HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 2A: Site 3

Runoff = 0.2445 m³/s @ 0.17 hrs, Volume= 149.3 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

5,252.5 0.90 Control Roof

5,252.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 2A: Site 3

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.260.240.22

0.20.180.160.140.12

0.10.080.060.040.02

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=5,252.5 m²

Runoff Volume=149.3 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.2445 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 81HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3A: Site 2

Runoff = 0.1837 m³/s @ 0.17 hrs, Volume= 112.1 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

3,946.5 0.90 Control Roof

3,946.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 3A: Site 2

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=3,946.5 m²

Runoff Volume=112.1 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.1837 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 82HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3S: Innovation Plaza

Runoff = 0.0608 m³/s @ 0.17 hrs, Volume= 37.1 m³, Depth= 26 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

1,263.6 0.90153.1 0.25

1,416.7 0.83 Weighted Average1,416.7 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 3S: Innovation Plaza

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0650.06

0.0550.05

0.0450.04

0.0350.03

0.0250.02

0.0150.01

0.0050

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=1,416.7 m²

Runoff Volume=37.1 m³

Runoff Depth=26 mm

Tc=10.0 min

C=0.83

0.0608 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 83HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 9S: ROW North

Runoff = 0.0520 m³/s @ 0.17 hrs, Volume= 31.8 m³, Depth= 26 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

1,081.5 0.90 Hard Surface145.3 0.25 Soft Landscaping

1,226.8 0.82 Weighted Average1,226.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 9S: ROW North

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=1,226.8 m²

Runoff Volume=31.8 m³

Runoff Depth=26 mm

Tc=10.0 min

C=0.82

0.0520 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 84HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: ROW South

Runoff = 0.0690 m³/s @ 0.17 hrs, Volume= 42.1 m³, Depth= 26 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=10 min, Inten=189.5 mm/hr

Area (m²) C Description

1,435.5 0.90 Hard Surface172.4 0.25 Soft Landscaping

1,607.9 0.83 Weighted Average1,607.9 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 10S: ROW South

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 25-Year

Duration=10 min,

Inten=189.5 mm/hr

Runoff Area=1,607.9 m²

Runoff Volume=42.1 m³

Runoff Depth=26 mm

Tc=10.0 min

C=0.83

0.0690 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 85HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1P: Cistern+Orifice

Inflow Area = 12,628.8 m², 18.18% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.4217 m³/s @ 0.17 hrs, Volume= 331.5 m³Outflow = 0.1063 m³/s @ 0.30 hrs, Volume= 331.4 m³, Atten= 75%, Lag= 7.9 minPrimary = 0.1063 m³/s @ 0.30 hrs, Volume= 331.4 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.011 m @ 0.30 hrs Surf.Area= 190.0 m² Storage= 192.2 m³

Plug-Flow detention time= 29.0 min calculated for 331.4 m³ (100% of inflow)Center-of-Mass det. time= 28.8 min ( 56.9 - 28.1 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 285.0 m³ 1.00 mW x 190.00 mL x 1.50 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 200 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1063 m³/s @ 0.30 hrs HW=1.011 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1063 m³/s @ 3.38 m/s)

Pond 1P: Cistern+Orifice

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=12,628.8 m²

Peak Elev=1.011 m

Storage=192.2 m³

0.4217 m³/s

0.1063 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 86HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1R: Roof Storage

Inflow Area = 1,000.0 m², 0.00% Impervious, Inflow Depth = 28 mm for 25-Year eventInflow = 0.0466 m³/s @ 0.17 hrs, Volume= 28.4 m³Outflow = 0.0066 m³/s @ 0.31 hrs, Volume= 28.4 m³, Atten= 86%, Lag= 8.6 minPrimary = 0.0066 m³/s @ 0.31 hrs, Volume= 28.4 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 10.074 m @ 0.31 hrs Surf.Area= 0.0 m² Storage= 24.5 m³

Plug-Flow detention time= 62.0 min calculated for 28.4 m³ (100% of inflow)Center-of-Mass det. time= 61.8 min ( 71.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 10.000 m 50.0 m³ Custom Stage Data Listed below

Elevation Cum.Store(meters) (cubic-meters)

10.000 0.010.152 50.0

Device Routing Invert Outlet Devices

#1 Primary 10.000 m Special & User-Defined X 7.00 Head (meters) 0.000 0.075 0.152 Disch. (m³/s) 0.00000 0.00095 0.00189

Primary OutFlow Max=0.0066 m³/s @ 0.31 hrs HW=10.074 m (Free Discharge)1=Special & User-Defined (Custom Controls 0.0066 m³/s)

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 87HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 1R: Roof Storage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,000.0 m²

Peak Elev=10.074 m

Storage=24.5 m³

0.0466 m³/s

0.0066 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 88HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2: Green Roof Stoage

Green roof modelled as pond capable of accepting 25mm depth of rainfall before any runoff occurs. Outlets to route runoff to SW cistern.

Inflow Area = 2,296.0 m²,100.00% Impervious, Inflow Depth = 32 mm for 25-Year eventInflow = 0.1188 m³/s @ 0.17 hrs, Volume= 72.5 m³Outflow = 0.0148 m³/s @ 0.31 hrs, Volume= 49.5 m³, Atten= 88%, Lag= 8.7 minPrimary = 0.0148 m³/s @ 0.31 hrs, Volume= 49.5 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 100.019 m @ 0.31 hrs Surf.Area= 4,592.0 m² Storage= 66.4 m³

Plug-Flow detention time= 87.1 min calculated for 49.4 m³ (68% of inflow)Center-of-Mass det. time= 85.5 min ( 95.5 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 23.0 m³ 10.00 mW x 229.60 mL x 0.01 mH Green Roof Media Storage#2 100.000 m 160.7 m³ 10.00 mW x 229.60 mL x 0.07 mH Green Roof

183.7 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Green Roof Drainage Outlets X 10.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0148 m³/s @ 0.31 hrs HW=100.019 m (Free Discharge)1=Green Roof Drainage Outlets (Weir Controls 0.0148 m³/s @ 0.25 m/s)

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 89HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 2: Green Roof Stoage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.130.120.11

0.10.090.080.070.060.050.040.030.020.01

0

Inflow Area=2,296.0 m²

Peak Elev=100.019 m

Storage=66.4 m³

0.1188 m³/s

0.0148 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 90HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2R: Cistern

Inflow Area = 5,252.5 m², 0.00% Impervious, Inflow Depth = 28 mm for 25-Year eventInflow = 0.2445 m³/s @ 0.17 hrs, Volume= 149.3 m³Outflow = 0.0431 m³/s @ 0.30 hrs, Volume= 149.3 m³, Atten= 82%, Lag= 8.2 minPrimary = 0.0431 m³/s @ 0.30 hrs, Volume= 149.3 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.984 m @ 0.30 hrs Surf.Area= 120.0 m² Storage= 118.1 m³

Plug-Flow detention time= 32.4 min calculated for 149.3 m³ (100% of inflow)Center-of-Mass det. time= 32.3 min ( 42.3 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 192.0 m³ 1.00 mW x 120.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0431 m³/s @ 0.30 hrs HW=0.983 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0431 m³/s @ 3.51 m/s)

Pond 2R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=5,252.5 m²

Peak Elev=0.984 m

Storage=118.1 m³

0.2445 m³/s

0.0431 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 91HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 3R: Cistern

Inflow Area = 3,946.5 m², 0.00% Impervious, Inflow Depth = 28 mm for 25-Year eventInflow = 0.1837 m³/s @ 0.17 hrs, Volume= 112.1 m³Outflow = 0.0416 m³/s @ 0.30 hrs, Volume= 112.1 m³, Atten= 77%, Lag= 7.7 minPrimary = 0.0416 m³/s @ 0.30 hrs, Volume= 112.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.915 m @ 0.30 hrs Surf.Area= 90.0 m² Storage= 82.4 m³

Plug-Flow detention time= 23.6 min calculated for 112.1 m³ (100% of inflow)Center-of-Mass det. time= 23.6 min ( 33.7 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 144.0 m³ 1.00 mW x 90.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0416 m³/s @ 0.30 hrs HW=0.915 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0416 m³/s @ 3.39 m/s)

Pond 3R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=3,946.5 m²

Peak Elev=0.915 m

Storage=82.4 m³

0.1837 m³/s

0.0416 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 92HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 4P: North Cistern

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.0608 m³/s @ 0.17 hrs, Volume= 37.1 m³Outflow = 0.0128 m³/s @ 0.30 hrs, Volume= 37.1 m³, Atten= 79%, Lag= 7.9 minPrimary = 0.0128 m³/s @ 0.30 hrs, Volume= 37.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.707 m @ 0.30 hrs Surf.Area= 40.0 m² Storage= 28.3 m³

Plug-Flow detention time= 28.5 min calculated for 37.1 m³ (100% of inflow)Center-of-Mass det. time= 28.7 min ( 38.7 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 48.0 m³ 1.00 mW x 40.00 mL x 1.20 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 75 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0128 m³/s @ 0.30 hrs HW=0.707 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0128 m³/s @ 2.90 m/s)

Pond 4P: North Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,416.7 m²

Peak Elev=0.707 m

Storage=28.3 m³

0.0608 m³/s

0.0128 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 93HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 5P: Superpipe

Inflow Area = 1,607.9 m², 0.00% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.0690 m³/s @ 0.17 hrs, Volume= 42.1 m³Outflow = 0.0140 m³/s @ 0.30 hrs, Volume= 42.1 m³, Atten= 80%, Lag= 8.0 minPrimary = 0.0140 m³/s @ 0.30 hrs, Volume= 42.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.603 m @ 0.30 hrs Surf.Area= 61.8 m² Storage= 31.5 m³

Plug-Flow detention time= 25.1 min calculated for 42.1 m³ (100% of inflow)Center-of-Mass det. time= 25.1 min ( 35.1 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 45.8 m³ 900 mm D x 72.00 mL Pipe Storage S= 0.0005 m/m

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 95 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0140 m³/s @ 0.30 hrs HW=0.603 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0140 m³/s @ 1.98 m/s)

Pond 5P: Superpipe

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,607.9 m²

Peak Elev=0.603 m

Storage=31.5 m³

0.0690 m³/s

0.0140 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 94HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 6P: Superpipe (N)

Inflow Area = 1,226.8 m², 0.00% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.0520 m³/s @ 0.17 hrs, Volume= 31.8 m³Outflow = 0.0147 m³/s @ 0.29 hrs, Volume= 31.8 m³, Atten= 72%, Lag= 7.2 minPrimary = 0.0147 m³/s @ 0.29 hrs, Volume= 31.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.546 m @ 0.29 hrs Surf.Area= 46.8 m² Storage= 21.0 m³

Plug-Flow detention time= 16.6 min calculated for 31.8 m³ (100% of inflow)Center-of-Mass det. time= 16.6 min ( 26.6 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 31.8 m³ 900 mm D x 50.00 mL Pipe Storage S= 0.0005 m/m#2 0.000 m 3.8 m³ 1.80 mD x 1.50 mH Vertical Cone/Cylinder

35.6 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0147 m³/s @ 0.29 hrs HW=0.546 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0147 m³/s @ 1.87 m/s)

Pond 6P: Superpipe (N)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=1,226.8 m²

Peak Elev=0.546 m

Storage=21.0 m³

0.0520 m³/s

0.0147 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 95HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 2L: Site 1

Inflow Area = 16,293.0 m², 14.09% Impervious, Inflow Depth = 25 mm for 25-Year eventInflow = 0.1613 m³/s @ 0.19 hrs, Volume= 412.6 m³Primary = 0.1613 m³/s @ 0.19 hrs, Volume= 412.6 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 2L: Site 1

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=16,293.0 m²

0.1613 m³/s0.1613 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 96HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 5L: (new Link)

Inflow Area = 28,326.7 m², 8.11% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.2636 m³/s @ 0.23 hrs, Volume= 747.9 m³Primary = 0.2636 m³/s @ 0.23 hrs, Volume= 747.9 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 5L: (new Link)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=28,326.7 m²

0.2636 m³/s0.2636 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 97HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 7L: ROW

Inflow Area = 2,834.7 m², 0.00% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.0287 m³/s @ 0.29 hrs, Volume= 73.9 m³Primary = 0.0287 m³/s @ 0.29 hrs, Volume= 73.9 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 7L: ROW

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=2,834.7 m²

0.0287 m³/s0.0287 m³/s

Toronto 25-Year Duration=10 min, Inten=189.5 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 98HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 8L: Innovation Plaza

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 26 mm for 25-Year eventInflow = 0.0128 m³/s @ 0.30 hrs, Volume= 37.1 m³Primary = 0.0128 m³/s @ 0.30 hrs, Volume= 37.1 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 8L: Innovation Plaza

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Inflow Area=1,416.7 m²

0.0128 m³/s0.0128 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 99HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1A: New Imp Roof

Runoff = 0.1765 m³/s @ 0.17 hrs, Volume= 107.8 m³, Depth= 34 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

3,204.0 0.90 Impervious Roof Area

3,204.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1A: New Imp Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=3,204.0 m²

Runoff Volume=107.8 m³

Runoff Depth=34 mm

Tc=10.0 min

C=0.90

0.1765 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 100HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1B: Green Roof

Green Roof

Runoff = 0.1406 m³/s @ 0.17 hrs, Volume= 85.8 m³, Depth= 37 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

2,296.0 1.00 Green Roof

2,296.0 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, Direct Entry

Subcatchment 1B: Green Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=2,296.0 m²

Runoff Volume=85.8 m³

Runoff Depth=37 mm

Tc=10.0 min

C=1.00

0.1406 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 101HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1C: Impervious Roof

Runoff = 0.0551 m³/s @ 0.17 hrs, Volume= 33.6 m³, Depth= 34 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

1,000.0 0.90 Control Roof

1,000.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1C: Impervious Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=1,000.0 m²

Runoff Volume=33.6 m³

Runoff Depth=34 mm

Tc=10.0 min

C=0.90

0.0551 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 102HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1D: Controlled At-Grade

Runoff = 0.3152 m³/s @ 0.17 hrs, Volume= 192.4 m³, Depth= 31 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

5,610.0 0.90 At grade impervious518.8 0.25 soft Landscaping

6,128.8 0.84 Weighted Average6,128.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1D: Controlled At-Grade

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=6,128.8 m²

Runoff Volume=192.4 m³

Runoff Depth=31 mm

Tc=10.0 min

C=0.84

0.3152 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 103HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1E: Uncontrolled Areas

Runoff = 0.0853 m³/s @ 0.17 hrs, Volume= 52.1 m³, Depth= 23 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

963.9 0.25 Soft landscape (Uncontrolled)1,283.6 0.90 hard surface

2,247.5 0.62 Weighted Average2,247.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1E: Uncontrolled Areas

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=2,247.5 m²

Runoff Volume=52.1 m³

Runoff Depth=23 mm

Tc=10.0 min

C=0.62

0.0853 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 104HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 2A: Site 3

Runoff = 0.2894 m³/s @ 0.17 hrs, Volume= 176.7 m³, Depth= 34 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

5,252.5 0.90 Control Roof

5,252.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 2A: Site 3

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.3

0.25

0.2

0.15

0.1

0.05

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=5,252.5 m²

Runoff Volume=176.7 m³

Runoff Depth=34 mm

Tc=10.0 min

C=0.90

0.2894 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 105HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3A: Site 2

Runoff = 0.2174 m³/s @ 0.17 hrs, Volume= 132.7 m³, Depth= 34 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

3,946.5 0.90 Control Roof

3,946.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 3A: Site 2

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=3,946.5 m²

Runoff Volume=132.7 m³

Runoff Depth=34 mm

Tc=10.0 min

C=0.90

0.2174 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 106HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3S: Innovation Plaza

Runoff = 0.0720 m³/s @ 0.17 hrs, Volume= 43.9 m³, Depth= 31 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

1,263.6 0.90153.1 0.25

1,416.7 0.83 Weighted Average1,416.7 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 3S: Innovation Plaza

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=1,416.7 m²

Runoff Volume=43.9 m³

Runoff Depth=31 mm

Tc=10.0 min

C=0.83

0.0720 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 107HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 9S: ROW North

Runoff = 0.0616 m³/s @ 0.17 hrs, Volume= 37.6 m³, Depth= 31 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

1,081.5 0.90 Hard Surface145.3 0.25 Soft Landscaping

1,226.8 0.82 Weighted Average1,226.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 9S: ROW North

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0650.06

0.0550.05

0.0450.04

0.0350.03

0.0250.02

0.0150.01

0.0050

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=1,226.8 m²

Runoff Volume=37.6 m³

Runoff Depth=31 mm

Tc=10.0 min

C=0.82

0.0616 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 108HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: ROW South

Runoff = 0.0817 m³/s @ 0.17 hrs, Volume= 49.9 m³, Depth= 31 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=10 min, Inten=224.3 mm/hr

Area (m²) C Description

1,435.5 0.90 Hard Surface172.4 0.25 Soft Landscaping

1,607.9 0.83 Weighted Average1,607.9 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 10S: ROW South

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 50-Year

Duration=10 min,

Inten=224.3 mm/hr

Runoff Area=1,607.9 m²

Runoff Volume=49.9 m³

Runoff Depth=31 mm

Tc=10.0 min

C=0.83

0.0817 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 109HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1P: Cistern+Orifice

Inflow Area = 12,628.8 m², 18.18% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.5008 m³/s @ 0.17 hrs, Volume= 396.6 m³Outflow = 0.1182 m³/s @ 0.30 hrs, Volume= 396.5 m³, Atten= 76%, Lag= 8.1 minPrimary = 0.1182 m³/s @ 0.30 hrs, Volume= 396.5 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.227 m @ 0.30 hrs Surf.Area= 190.0 m² Storage= 233.1 m³

Plug-Flow detention time= 29.7 min calculated for 396.5 m³ (100% of inflow)Center-of-Mass det. time= 29.5 min ( 56.9 - 27.4 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 285.0 m³ 1.00 mW x 190.00 mL x 1.50 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 200 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1181 m³/s @ 0.30 hrs HW=1.226 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1181 m³/s @ 3.76 m/s)

Pond 1P: Cistern+Orifice

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.55

0.5

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=12,628.8 m²

Peak Elev=1.227 m

Storage=233.1 m³

0.5008 m³/s

0.1182 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 110HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1R: Roof Storage

Inflow Area = 1,000.0 m², 0.00% Impervious, Inflow Depth = 34 mm for 50-Year eventInflow = 0.0551 m³/s @ 0.17 hrs, Volume= 33.6 m³Outflow = 0.0078 m³/s @ 0.31 hrs, Volume= 33.6 m³, Atten= 86%, Lag= 8.6 minPrimary = 0.0078 m³/s @ 0.31 hrs, Volume= 33.6 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 10.088 m @ 0.31 hrs Surf.Area= 0.0 m² Storage= 29.0 m³

Plug-Flow detention time= 62.0 min calculated for 33.6 m³ (100% of inflow)Center-of-Mass det. time= 61.9 min ( 71.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 10.000 m 50.0 m³ Custom Stage Data Listed below

Elevation Cum.Store(meters) (cubic-meters)

10.000 0.010.152 50.0

Device Routing Invert Outlet Devices

#1 Primary 10.000 m Special & User-Defined X 7.00 Head (meters) 0.000 0.075 0.152 Disch. (m³/s) 0.00000 0.00095 0.00189

Primary OutFlow Max=0.0078 m³/s @ 0.31 hrs HW=10.088 m (Free Discharge)1=Special & User-Defined (Custom Controls 0.0078 m³/s)

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 111HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 1R: Roof Storage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.055

0.05

0.045

0.040.035

0.03

0.025

0.02

0.0150.01

0.005

0

Inflow Area=1,000.0 m²

Peak Elev=10.088 m

Storage=29.0 m³

0.0551 m³/s

0.0078 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 112HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2: Green Roof Stoage

Green roof modelled as pond capable of accepting 25mm depth of rainfall before any runoff occurs. Outlets to route runoff to SW cistern.

Inflow Area = 2,296.0 m²,100.00% Impervious, Inflow Depth = 37 mm for 50-Year eventInflow = 0.1406 m³/s @ 0.17 hrs, Volume= 85.8 m³Outflow = 0.0205 m³/s @ 0.31 hrs, Volume= 62.8 m³, Atten= 85%, Lag= 8.5 minPrimary = 0.0205 m³/s @ 0.31 hrs, Volume= 62.8 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 100.024 m @ 0.31 hrs Surf.Area= 4,592.0 m² Storage= 77.0 m³

Plug-Flow detention time= 78.7 min calculated for 62.8 m³ (73% of inflow)Center-of-Mass det. time= 76.8 min ( 86.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 23.0 m³ 10.00 mW x 229.60 mL x 0.01 mH Green Roof Media Storage#2 100.000 m 160.7 m³ 10.00 mW x 229.60 mL x 0.07 mH Green Roof

183.7 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Green Roof Drainage Outlets X 10.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0205 m³/s @ 0.31 hrs HW=100.024 m (Free Discharge)1=Green Roof Drainage Outlets (Weir Controls 0.0205 m³/s @ 0.28 m/s)

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 113HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 2: Green Roof Stoage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=2,296.0 m²

Peak Elev=100.024 m

Storage=77.0 m³

0.1406 m³/s

0.0205 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 114HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2R: Cistern

Inflow Area = 5,252.5 m², 0.00% Impervious, Inflow Depth = 34 mm for 50-Year eventInflow = 0.2894 m³/s @ 0.17 hrs, Volume= 176.7 m³Outflow = 0.0473 m³/s @ 0.31 hrs, Volume= 176.7 m³, Atten= 84%, Lag= 8.3 minPrimary = 0.0473 m³/s @ 0.31 hrs, Volume= 176.7 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.185 m @ 0.31 hrs Surf.Area= 120.0 m² Storage= 142.2 m³

Plug-Flow detention time= 35.3 min calculated for 176.7 m³ (100% of inflow)Center-of-Mass det. time= 35.2 min ( 45.2 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 192.0 m³ 1.00 mW x 120.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0473 m³/s @ 0.31 hrs HW=1.185 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0473 m³/s @ 3.86 m/s)

Pond 2R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=5,252.5 m²

Peak Elev=1.185 m

Storage=142.2 m³

0.2894 m³/s

0.0473 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 115HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 3R: Cistern

Inflow Area = 3,946.5 m², 0.00% Impervious, Inflow Depth = 34 mm for 50-Year eventInflow = 0.2174 m³/s @ 0.17 hrs, Volume= 132.7 m³Outflow = 0.0458 m³/s @ 0.30 hrs, Volume= 132.7 m³, Atten= 79%, Lag= 7.9 minPrimary = 0.0458 m³/s @ 0.30 hrs, Volume= 132.7 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.109 m @ 0.30 hrs Surf.Area= 90.0 m² Storage= 99.8 m³

Plug-Flow detention time= 25.9 min calculated for 132.7 m³ (100% of inflow)Center-of-Mass det. time= 25.8 min ( 35.8 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 144.0 m³ 1.00 mW x 90.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0458 m³/s @ 0.30 hrs HW=1.108 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0458 m³/s @ 3.73 m/s)

Pond 3R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=3,946.5 m²

Peak Elev=1.109 m

Storage=99.8 m³

0.2174 m³/s

0.0458 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 116HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 4P: North Cistern

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.0720 m³/s @ 0.17 hrs, Volume= 43.9 m³Outflow = 0.0141 m³/s @ 0.30 hrs, Volume= 43.9 m³, Atten= 80%, Lag= 8.0 minPrimary = 0.0141 m³/s @ 0.30 hrs, Volume= 43.9 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.852 m @ 0.30 hrs Surf.Area= 40.0 m² Storage= 34.1 m³

Plug-Flow detention time= 30.8 min calculated for 43.9 m³ (100% of inflow)Center-of-Mass det. time= 30.6 min ( 40.6 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 48.0 m³ 1.00 mW x 40.00 mL x 1.20 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 75 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0141 m³/s @ 0.30 hrs HW=0.852 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0141 m³/s @ 3.20 m/s)

Pond 4P: North Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,416.7 m²

Peak Elev=0.852 m

Storage=34.1 m³

0.0720 m³/s

0.0141 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 117HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 5P: Superpipe

Inflow Area = 1,607.9 m², 0.00% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.0817 m³/s @ 0.17 hrs, Volume= 49.9 m³Outflow = 0.0154 m³/s @ 0.30 hrs, Volume= 49.9 m³, Atten= 81%, Lag= 8.1 minPrimary = 0.0154 m³/s @ 0.30 hrs, Volume= 49.9 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.719 m @ 0.30 hrs Surf.Area= 53.8 m² Storage= 38.3 m³

Plug-Flow detention time= 27.8 min calculated for 49.9 m³ (100% of inflow)Center-of-Mass det. time= 27.9 min ( 37.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 45.8 m³ 900 mm D x 72.00 mL Pipe Storage S= 0.0005 m/m

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 95 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0154 m³/s @ 0.30 hrs HW=0.719 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0154 m³/s @ 2.18 m/s)

Pond 5P: Superpipe

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,607.9 m²

Peak Elev=0.719 m

Storage=38.3 m³

0.0817 m³/s

0.0154 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 118HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 6P: Superpipe (N)

Inflow Area = 1,226.8 m², 0.00% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.0616 m³/s @ 0.17 hrs, Volume= 37.6 m³Outflow = 0.0162 m³/s @ 0.29 hrs, Volume= 37.6 m³, Atten= 74%, Lag= 7.4 minPrimary = 0.0162 m³/s @ 0.29 hrs, Volume= 37.6 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.651 m @ 0.29 hrs Surf.Area= 43.4 m² Storage= 25.8 m³

Plug-Flow detention time= 18.5 min calculated for 37.6 m³ (100% of inflow)Center-of-Mass det. time= 18.4 min ( 28.4 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 31.8 m³ 900 mm D x 50.00 mL Pipe Storage S= 0.0005 m/m#2 0.000 m 3.8 m³ 1.80 mD x 1.50 mH Vertical Cone/Cylinder

35.6 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0162 m³/s @ 0.29 hrs HW=0.650 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0162 m³/s @ 2.06 m/s)

Pond 6P: Superpipe (N)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,226.8 m²

Peak Elev=0.651 m

Storage=25.8 m³

0.0616 m³/s

0.0162 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 119HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 2L: Site 1

Inflow Area = 16,293.0 m², 14.09% Impervious, Inflow Depth = 30 mm for 50-Year eventInflow = 0.1835 m³/s @ 0.18 hrs, Volume= 492.5 m³Primary = 0.1835 m³/s @ 0.18 hrs, Volume= 492.5 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 2L: Site 1

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=16,293.0 m²

0.1835 m³/s0.1835 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 120HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 5L: (new Link)

Inflow Area = 28,326.7 m², 8.11% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.2939 m³/s @ 0.23 hrs, Volume= 889.4 m³Primary = 0.2939 m³/s @ 0.23 hrs, Volume= 889.4 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 5L: (new Link)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=28,326.7 m²

0.2939 m³/s0.2939 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 121HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 7L: ROW

Inflow Area = 2,834.7 m², 0.00% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.0316 m³/s @ 0.30 hrs, Volume= 87.5 m³Primary = 0.0316 m³/s @ 0.30 hrs, Volume= 87.5 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 7L: ROW

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=2,834.7 m²

0.0316 m³/s0.0316 m³/s

Toronto 50-Year Duration=10 min, Inten=224.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 122HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 8L: Innovation Plaza

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 31 mm for 50-Year eventInflow = 0.0141 m³/s @ 0.30 hrs, Volume= 43.9 m³Primary = 0.0141 m³/s @ 0.30 hrs, Volume= 43.9 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 8L: Innovation Plaza

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Inflow Area=1,416.7 m²

0.0141 m³/s0.0141 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 123HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1A: New Imp Roof

Runoff = 0.1970 m³/s @ 0.17 hrs, Volume= 120.3 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

3,204.0 0.90 Impervious Roof Area

3,204.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1A: New Imp Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=3,204.0 m²

Runoff Volume=120.3 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.1970 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 124HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1B: Green Roof

Green Roof

Runoff = 0.1569 m³/s @ 0.17 hrs, Volume= 95.8 m³, Depth= 42 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

2,296.0 1.00 Green Roof

2,296.0 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, Direct Entry

Subcatchment 1B: Green Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=2,296.0 m²

Runoff Volume=95.8 m³

Runoff Depth=42 mm

Tc=10.0 min

C=1.00

0.1569 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 125HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1C: Impervious Roof

Runoff = 0.0615 m³/s @ 0.17 hrs, Volume= 37.5 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

1,000.0 0.90 Control Roof

1,000.0 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1C: Impervious Roof

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.0650.06

0.0550.05

0.0450.04

0.0350.03

0.0250.02

0.0150.01

0.0050

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=1,000.0 m²

Runoff Volume=37.5 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.0615 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 126HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1D: Controlled At-Grade

Runoff = 0.3517 m³/s @ 0.17 hrs, Volume= 214.7 m³, Depth= 35 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

5,610.0 0.90 At grade impervious518.8 0.25 soft Landscaping

6,128.8 0.84 Weighted Average6,128.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1D: Controlled At-Grade

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=6,128.8 m²

Runoff Volume=214.7 m³

Runoff Depth=35 mm

Tc=10.0 min

C=0.84

0.3517 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 127HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 1E: Uncontrolled Areas

Runoff = 0.0952 m³/s @ 0.17 hrs, Volume= 58.1 m³, Depth= 26 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

963.9 0.25 Soft landscape (Uncontrolled)1,283.6 0.90 hard surface

2,247.5 0.62 Weighted Average2,247.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 1E: Uncontrolled Areas

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=2,247.5 m²

Runoff Volume=58.1 m³

Runoff Depth=26 mm

Tc=10.0 min

C=0.62

0.0952 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 128HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 2A: Site 3

Runoff = 0.3229 m³/s @ 0.17 hrs, Volume= 197.1 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

5,252.5 0.90 Control Roof

5,252.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 2A: Site 3

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=5,252.5 m²

Runoff Volume=197.1 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.3229 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 129HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3A: Site 2

Runoff = 0.2426 m³/s @ 0.17 hrs, Volume= 148.1 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

3,946.5 0.90 Control Roof

3,946.5 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry,

Subcatchment 3A: Site 2

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.260.240.22

0.20.180.160.140.12

0.10.080.060.040.02

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=3,946.5 m²

Runoff Volume=148.1 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.2426 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 130HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 3S: Innovation Plaza

Runoff = 0.0803 m³/s @ 0.17 hrs, Volume= 49.0 m³, Depth= 35 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

1,263.6 0.90153.1 0.25

1,416.7 0.83 Weighted Average1,416.7 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 3S: Innovation Plaza

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=1,416.7 m²

Runoff Volume=49.0 m³

Runoff Depth=35 mm

Tc=10.0 min

C=0.83

0.0803 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 131HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 9S: ROW North

Runoff = 0.0687 m³/s @ 0.17 hrs, Volume= 42.0 m³, Depth= 34 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

1,081.5 0.90 Hard Surface145.3 0.25 Soft Landscaping

1,226.8 0.82 Weighted Average1,226.8 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 9S: ROW North

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=1,226.8 m²

Runoff Volume=42.0 m³

Runoff Depth=34 mm

Tc=10.0 min

C=0.82

0.0687 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 132HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: ROW South

Runoff = 0.0912 m³/s @ 0.17 hrs, Volume= 55.7 m³, Depth= 35 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=10 min, Inten=250.3 mm/hr

Area (m²) C Description

1,435.5 0.90 Hard Surface172.4 0.25 Soft Landscaping

1,607.9 0.83 Weighted Average1,607.9 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description(min) (meters) (m/m) (m/sec) (m³/s)

10.0 Direct Entry, 10

Subcatchment 10S: ROW South

Runoff

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 100-Year

Duration=10 min,

Inten=250.3 mm/hr

Runoff Area=1,607.9 m²

Runoff Volume=55.7 m³

Runoff Depth=35 mm

Tc=10.0 min

C=0.83

0.0912 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 133HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1P: Cistern+Orifice

Inflow Area = 12,628.8 m², 18.18% Impervious, Inflow Depth = 35 mm for 100-Year eventInflow = 0.5600 m³/s @ 0.17 hrs, Volume= 445.2 m³Outflow = 0.1265 m³/s @ 0.31 hrs, Volume= 445.1 m³, Atten= 77%, Lag= 8.3 minPrimary = 0.1265 m³/s @ 0.31 hrs, Volume= 445.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.391 m @ 0.31 hrs Surf.Area= 190.0 m² Storage= 264.3 m³

Plug-Flow detention time= 30.3 min calculated for 445.1 m³ (100% of inflow)Center-of-Mass det. time= 30.2 min ( 57.1 - 27.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 285.0 m³ 1.00 mW x 190.00 mL x 1.50 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 200 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1265 m³/s @ 0.31 hrs HW=1.391 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1265 m³/s @ 4.03 m/s)

Pond 1P: Cistern+Orifice

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.6

0.55

0.50.45

0.40.35

0.30.25

0.20.15

0.10.05

0

Inflow Area=12,628.8 m²

Peak Elev=1.391 m

Storage=264.3 m³

0.5600 m³/s

0.1265 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 134HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 1R: Roof Storage

Inflow Area = 1,000.0 m², 0.00% Impervious, Inflow Depth = 38 mm for 100-Year eventInflow = 0.0615 m³/s @ 0.17 hrs, Volume= 37.5 m³Outflow = 0.0086 m³/s @ 0.31 hrs, Volume= 37.5 m³, Atten= 86%, Lag= 8.6 minPrimary = 0.0086 m³/s @ 0.31 hrs, Volume= 37.5 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 10.098 m @ 0.31 hrs Surf.Area= 0.0 m² Storage= 32.4 m³

Plug-Flow detention time= 61.7 min calculated for 37.5 m³ (100% of inflow)Center-of-Mass det. time= 61.9 min ( 71.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 10.000 m 50.0 m³ Custom Stage Data Listed below

Elevation Cum.Store(meters) (cubic-meters)

10.000 0.010.152 50.0

Device Routing Invert Outlet Devices

#1 Primary 10.000 m Special & User-Defined X 7.00 Head (meters) 0.000 0.075 0.152 Disch. (m³/s) 0.00000 0.00095 0.00189

Primary OutFlow Max=0.0086 m³/s @ 0.31 hrs HW=10.098 m (Free Discharge)1=Special & User-Defined (Custom Controls 0.0086 m³/s)

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 135HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 1R: Roof Storage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,000.0 m²

Peak Elev=10.098 m

Storage=32.4 m³

0.0615 m³/s

0.0086 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 136HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2: Green Roof Stoage

Green roof modelled as pond capable of accepting 25mm depth of rainfall before any runoff occurs. Outlets to route runoff to SW cistern.

Inflow Area = 2,296.0 m²,100.00% Impervious, Inflow Depth = 42 mm for 100-Year eventInflow = 0.1569 m³/s @ 0.17 hrs, Volume= 95.8 m³Outflow = 0.0251 m³/s @ 0.31 hrs, Volume= 72.7 m³, Atten= 84%, Lag= 8.4 minPrimary = 0.0251 m³/s @ 0.31 hrs, Volume= 72.7 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 100.027 m @ 0.31 hrs Surf.Area= 4,592.0 m² Storage= 84.8 m³

Plug-Flow detention time= 73.6 min calculated for 72.7 m³ (76% of inflow)Center-of-Mass det. time= 71.9 min ( 81.9 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 23.0 m³ 10.00 mW x 229.60 mL x 0.01 mH Green Roof Media Storage#2 100.000 m 160.7 m³ 10.00 mW x 229.60 mL x 0.07 mH Green Roof

183.7 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Green Roof Drainage Outlets X 10.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0251 m³/s @ 0.31 hrs HW=100.027 m (Free Discharge)1=Green Roof Drainage Outlets (Weir Controls 0.0251 m³/s @ 0.30 m/s)

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 137HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Pond 2: Green Roof Stoage

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=2,296.0 m²

Peak Elev=100.027 m

Storage=84.8 m³

0.1569 m³/s

0.0251 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 138HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 2R: Cistern

Inflow Area = 5,252.5 m², 0.00% Impervious, Inflow Depth = 38 mm for 100-Year eventInflow = 0.3229 m³/s @ 0.17 hrs, Volume= 197.1 m³Outflow = 0.0503 m³/s @ 0.31 hrs, Volume= 197.1 m³, Atten= 84%, Lag= 8.4 minPrimary = 0.0503 m³/s @ 0.31 hrs, Volume= 197.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.337 m @ 0.31 hrs Surf.Area= 120.0 m² Storage= 160.5 m³

Plug-Flow detention time= 37.3 min calculated for 197.1 m³ (100% of inflow)Center-of-Mass det. time= 37.2 min ( 47.2 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 192.0 m³ 1.00 mW x 120.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0503 m³/s @ 0.31 hrs HW=1.337 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0503 m³/s @ 4.10 m/s)

Pond 2R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=5,252.5 m²

Peak Elev=1.337 m

Storage=160.5 m³

0.3229 m³/s

0.0503 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 139HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 3R: Cistern

Inflow Area = 3,946.5 m², 0.00% Impervious, Inflow Depth = 38 mm for 100-Year eventInflow = 0.2426 m³/s @ 0.17 hrs, Volume= 148.1 m³Outflow = 0.0487 m³/s @ 0.30 hrs, Volume= 148.1 m³, Atten= 80%, Lag= 8.0 minPrimary = 0.0487 m³/s @ 0.30 hrs, Volume= 148.1 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 1.255 m @ 0.30 hrs Surf.Area= 90.0 m² Storage= 112.9 m³

Plug-Flow detention time= 27.4 min calculated for 148.1 m³ (100% of inflow)Center-of-Mass det. time= 27.3 min ( 37.3 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 144.0 m³ 1.00 mW x 90.00 mL x 1.60 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 125 mm Horiz. Orifice/Grate C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0487 m³/s @ 0.30 hrs HW=1.255 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0487 m³/s @ 3.97 m/s)

Pond 3R: Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=3,946.5 m²

Peak Elev=1.255 m

Storage=112.9 m³

0.2426 m³/s

0.0487 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 140HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 4P: North Cistern

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 35 mm for 100-Year eventInflow = 0.0803 m³/s @ 0.17 hrs, Volume= 49.0 m³Outflow = 0.0151 m³/s @ 0.30 hrs, Volume= 49.0 m³, Atten= 81%, Lag= 8.1 minPrimary = 0.0151 m³/s @ 0.30 hrs, Volume= 49.0 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.962 m @ 0.30 hrs Surf.Area= 40.0 m² Storage= 38.5 m³

Plug-Flow detention time= 32.2 min calculated for 49.0 m³ (100% of inflow)Center-of-Mass det. time= 32.0 min ( 42.0 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 48.0 m³ 1.00 mW x 40.00 mL x 1.20 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 75 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0150 m³/s @ 0.30 hrs HW=0.961 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0150 m³/s @ 3.41 m/s)

Pond 4P: North Cistern

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,416.7 m²

Peak Elev=0.962 m

Storage=38.5 m³

0.0803 m³/s

0.0151 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 141HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 5P: Superpipe

Inflow Area = 1,607.9 m², 0.00% Impervious, Inflow Depth = 35 mm for 100-Year eventInflow = 0.0912 m³/s @ 0.17 hrs, Volume= 55.7 m³Outflow = 0.0166 m³/s @ 0.30 hrs, Volume= 55.7 m³, Atten= 82%, Lag= 8.2 minPrimary = 0.0166 m³/s @ 0.30 hrs, Volume= 55.7 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.825 m @ 0.30 hrs Surf.Area= 39.3 m² Storage= 43.3 m³

Plug-Flow detention time= 29.7 min calculated for 55.6 m³ (100% of inflow)Center-of-Mass det. time= 29.7 min ( 39.7 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 45.8 m³ 900 mm D x 72.00 mL Pipe Storage S= 0.0005 m/m

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 95 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0166 m³/s @ 0.30 hrs HW=0.825 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0166 m³/s @ 2.34 m/s)

Pond 5P: Superpipe

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,607.9 m²

Peak Elev=0.825 m

Storage=43.3 m³

0.0912 m³/s

0.0166 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 142HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Pond 6P: Superpipe (N)

Inflow Area = 1,226.8 m², 0.00% Impervious, Inflow Depth = 34 mm for 100-Year eventInflow = 0.0687 m³/s @ 0.17 hrs, Volume= 42.0 m³Outflow = 0.0173 m³/s @ 0.29 hrs, Volume= 42.0 m³, Atten= 75%, Lag= 7.5 minPrimary = 0.0173 m³/s @ 0.29 hrs, Volume= 42.0 m³

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrsPeak Elev= 0.737 m @ 0.29 hrs Surf.Area= 38.2 m² Storage= 29.3 m³

Plug-Flow detention time= 19.7 min calculated for 42.0 m³ (100% of inflow)Center-of-Mass det. time= 19.7 min ( 29.7 - 10.0 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 31.8 m³ 900 mm D x 50.00 mL Pipe Storage S= 0.0005 m/m#2 0.000 m 3.8 m³ 1.80 mD x 1.50 mH Vertical Cone/Cylinder

35.6 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 0.000 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0173 m³/s @ 0.29 hrs HW=0.737 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0173 m³/s @ 2.20 m/s)

Pond 6P: Superpipe (N)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Inflow Area=1,226.8 m²

Peak Elev=0.737 m

Storage=29.3 m³

0.0687 m³/s

0.0173 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 143HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 2L: Site 1

Inflow Area = 16,293.0 m², 14.09% Impervious, Inflow Depth = 34 mm for 100-Year eventInflow = 0.1997 m³/s @ 0.18 hrs, Volume= 552.3 m³Primary = 0.1997 m³/s @ 0.18 hrs, Volume= 552.3 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 2L: Site 1

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=16,293.0 m²

0.1997 m³/s0.1997 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 144HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 5L: (new Link)

Inflow Area = 28,326.7 m², 8.11% Impervious, Inflow Depth = 35 mm for 100-Year eventInflow = 0.3156 m³/s @ 0.22 hrs, Volume= 995.2 m³Primary = 0.3156 m³/s @ 0.22 hrs, Volume= 995.2 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 5L: (new Link)

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0

Inflow Area=28,326.7 m²

0.3156 m³/s0.3156 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 145HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 7L: ROW

Inflow Area = 2,834.7 m², 0.00% Impervious, Inflow Depth = 34 mm for 100-Year eventInflow = 0.0339 m³/s @ 0.30 hrs, Volume= 97.6 m³Primary = 0.0339 m³/s @ 0.30 hrs, Volume= 97.6 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 7L: ROW

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=2,834.7 m²

0.0339 m³/s0.0339 m³/s

Toronto 100-Year Duration=10 min, Inten=250.3 mm/hrGM Mobility - Feb 2018 Printed 05/03/2018Prepared by WSP Canada Inc.

Page 146HydroCAD® 9.10 s/n 06627 © 2009 HydroCAD Software Solutions LLC

Summary for Link 8L: Innovation Plaza

Inflow Area = 1,416.7 m², 0.00% Impervious, Inflow Depth = 35 mm for 100-Year eventInflow = 0.0151 m³/s @ 0.30 hrs, Volume= 49.0 m³Primary = 0.0151 m³/s @ 0.30 hrs, Volume= 49.0 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs

Link 8L: Innovation Plaza

InflowPrimary

Hydrograph

Time (hours)242220181614121086420

Flo

w (m

³/s

)

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Inflow Area=1,416.7 m²

0.0151 m³/s0.0151 m³/s