stormwater management report - garden district, toronto · 2016. 10. 18. · stormwater management...

June 2016

Stormwater Management Report

Queen Developments Inc. 88 Queen Street East Phase 2 City of Toronto

10-15087-001-SW3

Stormwater Management Report | 88 Queen Street East Phase 2

WSP/MMM Group Limited | June 2016 | 10-15087-001-SW3 i

TABLE OF CONTENTS

1.0 INTRODUCTION ............................................................................................ 1

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

1.2 Site Location ........................................................................................................................... 1

1.3 Stormwater Management Plan Objectives .......................................................................... 1

1.4 Design Criteria ........................................................................................................................ 1

2.0 EXISTING CONDITIONS ............................................................................... 3

2.1 General..................................................................................................................................... 3

2.2 Rainfall Information ................................................................................................................ 3

2.3 Allowable Flow Rates ............................................................................................................. 3

3.0 POST-DEVELOPMENT CONDITIONS .......................................................... 5

3.1 General..................................................................................................................................... 5

3.2 Water Balance ........................................................................................................................ 6

3.3 Water Quality Control............................................................................................................. 7

3.4 Erosion Control ...................................................................................................................... 7

3.5 Water Quantity Control .......................................................................................................... 7

4.0 CONCLUSIONS ............................................................................................. 9

LIST OF FIGURES

Figure 1 Site Location ..................................................................................................... 1 Figure 2 Existing Conditions ........................................................................................... 3 Figure 3 Proposed Conditions ........................................................................................ 5

LIST OF TABLES

Table 1 Rainfall Parameters .......................................................................................... 3 Table 2 Pre-Development Peak Flow Rate Calculations ............................................... 4 Table 3 Proposed Land-Use Area Breakdown .............................................................. 5 Table 4 Water Balance Calculation Summary ............................................................... 6 Table 5 Post-Development Peak Flow and Storage Rates ............................................ 7

LIST OF APPENDICES

Appendix A – Stormwater Management Calculations


WSP/ MMM Group Limited | June 2016 | 10-15087-001-SW3

1

1.0 INTRODUCTION

1.1 Scope of the Stormwater Management Report

MMM Group has been retained by Queen Developments Inc. to prepare a Stormwater Management

Report for the proposed residential/commercial development at 88 Queen Street East—Phase 2, in the

City of Toronto. This site is immediately south of the Phase 1 development, known as 88 North, at 30

Mutual Street. 88 North is currently under Site Plan Application stage under SPA No. 15 270190 STE 27

SA. This report is to be read in conjunction with the Phase 1 Stormwater Management Report for the

assessment of the Zoning By-Law Amendment Application for the entire 88 Queen Street East site. This

stormwater management report examines the potential water quality, quantity and water balance impacts

of the proposed development and summarizes how each will be addressed in accordance with the City of

Toronto’s Wet Weather Flow Management Guidelines (WWFMG).

1.2 Site Location

The 88 Queen Street East—Phase 2 development is bounded by Queen St. E. to the south, Mutual Street

to the east and Dalhousie Street to the west, and immediately south of the Phase 1 development, 88 North

at 30 Mutual St. The second phase of the development, 88 Queen Street East, is in the southern portion of

the development area. The location of 88 Queen Street East is shown in Figure 1, and has an area of 0.70

ha.

1.3 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

of Toronto;

► Evaluate various stormwater management practices that meet the requirements of the City and

recommend a preferred strategy; and

► Prepare a preliminary stormwater management report documenting the strategy along with the

technical information necessary for the sizing of the proposed stormwater management practices.

1.4 Design Criteria

The City of Toronto 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 is as follows:



2

► Water Balance – The WWFMG requires a site 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 site 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. The WWFMG shows that 50% of the average annual rainfall in the City of Toronto falls in

events of 5 mm or less. For the proposed project site, all runoff from a 5 mm or smaller storm event

must be retained onsite through infiltration, evapotranspiration or rainwater reuse.

► Water Quality – Under the Wet Weather Flow Management Guidelines, the site is required to provide

a long-term removal of 80% of total suspended solids (TSS) on an average annual basis.

► Erosion Control – As indicated in WWFMG, ‘For small infill/redevelopment sites < 2 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.’

► 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.

Because the imperviousness of the site under pre-development is higher than the maximum allowable

runoff coefficient value of 0.5, 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 runoff coefficient value of 0.50.



3

2.0 EXISTING CONDITIONS

2.1 General

Phase 2 of the development is currently an existing impervious parking lot with a total area of

0.70 hectares. In existing conditions, the site drains towards Mutual Street, to the southeast. A runoff

coefficient of 0.90 is applicable for an impervious area under existing conditions. Figure 2 illustrates the

existing conditions for the subject site.

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)

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 1.

TABLE 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

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

document.

2.3 Allowable Flow Rates

Phase 2 of the site is an impervious parcel located in a highly urbanized area. Relevant policies from the

WWFMG restrict flow rates on this site to the allowable flow rates for discharge to municipal sewers.

According to the WWFMG, Section 2.2.3.8, the allowable release rate to the municipal storm sewer

system from the existing site is 85.9 L/s, based on the 2-year pre-development flow rate calculated with a



4

runoff coefficient value of 0.50. This release rate applies to the entire site, since it will drain to one storm

sewer.

The calculated pre-development peak flow rates for the existing site for 2 to 100-year storm events are

summarized in Table 2. Detailed calculations are provided in Appendix A.

TABLE 2: PRE-DEVELOPMENT PEAK FLOW RATE CALCULATIONS

(Based on a runoff coefficient of 0.50 and Tc = 10 minutes)

Return Period

(years)

Rainfall Intensity, I

(mm/hour)

Peak Flow Rate

(L/s)

Allowable

Release Rate

(L/s)

2 88 85.9

85.9

5 132 128.3

10 162 158.0

25 190 184.5

50 224 218.4

100 250 243.7



5

3.0 POST-DEVELOPMENT CONDITIONS

3.1 General

Phase 2 of the proposed development includes 3 separate towers and 3 podiums, a small park area, and

a P.O.P.S. (privately owned public space). The development proposes an underground parking garage,

green roof, and an open space. The perimeter area located on west side of the development site will

include lane widening on Dalhousie. A runoff coefficient of 0.90 is applicable for runoff generated from the

hard surface rooftop and at-grade impervious areas of the proposed development. Figure 3 shows the

proposed conditions of the development site. The land use area breakdown is shown in Table 3.

To address stormwater management at the proposed site, runoff from roof and at-grade areas will be

directed to one of two underground SWM tanks, one for the north buildings and at-grade areas, and one

for the south buildings and at-grade areas. No at-grade areas within the site limits are uncontrolled in the

current design. In addition, the proposed lane widening area will flow uncontrolled to the Dalhousie Street

storm sewer. To account for uncontrolled flow from this lane-widening area, the remaining site will be over-

controlled to meet allowable release rate requirements.

TABLE 3: PROPOSED LAND-USE AREA BREAKDOWN

Land-use Area (m2) % Coverage

Runoff Coefficient

North Cistern

Impervious Roof 1289 18% 0.9

Green Roof 1201 17% 0.5

At-grade Impervious

1078 15% 0.9

Park 247 4% 0.25

Lane Widening 42 1% 0.9

South Cistern

Impervious Roof 1585 23% 0.9

Green Roof 515 7% 0.5

At-Grade Impervious

1009 14% 0.9

Tree Cells 8 0% 0.25

Lane Widening 31 0% 0.9

Total Site Area 7004 100% 0.78



6

3.2 Water Balance

The WWFMG requires the post-development annual runoff volume to be less than the pre-development

volume. The WWFMG requires the proponent to retain all runoff from a 5 mm storm event through

infiltration, evapotranspiration or rainwater reuse. For the proposed development, the underground parking

garage covers a majority of the area, so infiltration is not an option to satisfy the water balance

requirement. To address this, two rainwater SWM cisterns located in the underground parking garage will

be the primary mechanism to capture rainwater.

A sump provided in the tank serving the north towers will be sized to capture a total runoff volume of 9.6

m3 for re-use purposes (assuming 1 mm initial abstraction for impervious surfaces, and 5 mm abstraction

from pervious surfaces). A sump provided in the tank serving the south tower will be sized to capture a

total runoff volume of 10.5 m3 for re-use purposes (assuming 1 mm initial abstraction for impervious

surfaces, and 5 mm abstraction from pervious surfaces). This retained water could be used for building

purposes including car washes, cooling towers, or toilet flushing purposes. The final cistern reuse volume

sizing will vary, depending on the reuse strategy selected. A summary of the required retention volume to

satisfy the water balance requirement is provided in Table 4.

TABLE 4: REQUIRED WATER BALANCE VOLUME

Land-use Area (m2) Initial

Abstraction (mm)

Water Balance Volume (m3)

North Cistern

Impervious Roof 1289 1 5.2

Green Roof 1201 5 0.0

Open Space 1078 1 4.3

Park 247 5 0.0

Lane Widening 42 1 0.2

Total 3856 9.6

South Cistern

Impervious Roof 1585 1 6.3

Green Roof 515 5 0.0

Open Space 1009 1 4.0

Tree Cells 8 5 0.0

Lane Widening 31 1 0.1

Total 3148 10.5



7

3.3 Water Quality Control

Phase 2 of the development proposes impervious roof, green roof, and at-grade open space and

landscaped areas where only pedestrian traffic is permitted. All garage entrances will be covered by roof

areas. Thus, site areas are not prone to any sediment generation so runoff from these areas will be

considered clean for the purposes of water quality. No additional water quality treatment is recommended

for this site.

3.4 Erosion Control

As mentioned in section 1.4, the Phase 2 site is an overall small footprint development. 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 consideration under this application is 0.70 ha, which is well below the 2.0 ha

guideline. The water balance requirement for the proposed development is satisfied by providing a 5 mm

runoff volume retention concerns as addressed in Section 3.2. Therefore, additional erosion control

measures are not recommended.

3.5 Water Quantity Control

As noted in section 2.3, the allowable discharge rate to the municipal sewer system from the site under

post-development condition is 85.9 L/s based on a runoff coefficient of 0.50 as summarized in Table 2.

The SWM strategy described in detail above, and as shown in Figure 3, includes a number of elements

which contribute to a reduction in peak flow rates. This includes:

► Green roof and landscaped areas to reduce peak flow rate;

► Two stormwater tanks located in the underground parking garage to provide detention and control of

runoff from impervious areas.

The tank serving the mid-block tower areas will have a footprint of 58.5 m2, with a maximum height of 3 m,

providing 176 m3 of available storage for the water balance and quantity control. The post-development

flow will be controlled with a 100 mm orifice tube to the prescribed flow rate. The outlet invert will be 0.17

m above the bottom of the tank. This provides 9.9 m3 of storage in the sump, which exceeds the required

water balance reuse volume of 9.6 m3. The tank will also be fitted with an overflow pipe. This will prevent

flow back-up into the building when the primary outlet is blocked, or if a storm event is in excess of the

100-year return period, as well as alert the owner in the event of an obstruction.

The tank serving the south tower areas will have a footprint of 57.2 m2, with a maximum height of 3 m,

providing 172 m3 of available storage for the water balance and quantity control. The post-development

flow will be controlled with a 100 mm orifice tube to the prescribed flow rate. The outlet invert will be 0.19



8

m above the bottom of the tank. This provides 10.9 m3 of storage in the sump, which exceeds the required

water balance reuse volume of 10.5 m3. The tank will also be fitted with an overflow pipe. This will prevent

flow back-up into the building when the primary outlet is blocked, or if a storm event is in excess of the

100-year return period, as well as alert the owner in the event of an obstruction.

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 utilizes the Modified Rational

Method to calculate flow rates and related storage values. Detailed output from the modelling for the

proposed condition is included in Appendix A. Table 5 summarizes the generated peak flow rates for

proposed conditions and storage volumes required.

TABLE 5: POST-DEVELOPMENT PEAK FLOW AND STORAGE RATES

Return

Period

(years)

Allowable

Release

Rate (L/s)

Flow from

North

Stormwater

Tank (L/s)

Flow from

South

Stormwater

Tank (L/s)

Uncontrolled

Flow from

North Lane

Widening

(L/s)

Uncontrolled

Flow from

South Lane

Widening

(L/s)

North Tank

Storage

Utilized

(m3, 176 m3

available)

South

Tank

Storage

Utilized

(m3, 172

m3

available)

Total Post-

Development

Peak Flow

(L/s)

2

85.9

16.7 15.7 0.5 0.4 34.0 32.0 32.9

5 22.4 21.3 0.8 0.6 50.8 47.1 44.2

10 25.7 24.5 0.9 0.7 62.8 58.1 50.8

25 28.5 27.2 1.1 0.8 74.2 68.5 56.4

50 31.7 30.4 1.3 1.0 89.0 82.1 63.0

100 34.0 32.6 1.5 1.1 100.4 92.4 67.6

As shown in Table 5, the minimum required storage in the north tank is 100.4 m3 and the minimum

required storage in the south tank is 92.4 m3 to control the 100-year post-development flow to the

allowable release rate without overland flow. These numbers should be updated once a full site design

and water balance reuse solution is determined.

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Project:88 Queen Phase 2

No.:10-15087

By:Margaret Olson

Date:03/06/2016

Page:

Checked:Maggie Ding

Checked:1

Subject:

Stormwater Management Calculations - Predevelopment Allowable Runoff Rate

Calculation of existing runoff rate is undertaken using the Rational Method:

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

C = Runoff coefficient

I = Rainfall intensity (mm/hour)

A = Catchment area (hectares)

Site Area, A 0.70 hectares

Post-Development

Runoff Coefficient, C0.50

Rainfall Intensity is calculated based on City of Toronto Intensity-Duration-Frequency (IDF) Equations: I=A(T)B

Where: I = Rainfall Intensity in mm/hr

T = Time of Concentration in minutes, use 10min

A, B = Rainfall Parameters used by the City of Toronto

Return Period (Years) 2 5 10 25 50 100

A 21.8 32.0 38.7 45.2 53.5 59.7

B -0.780 -0.790 -0.800 -0.800 -0.800 -0.800

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) 85.9 128.3 158.0 184.5 218.4 243.7

Q (m3/sec) 0.086 0.128 0.158 0.185 0.218 0.244

** 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 85.9 litres/second.

(As per City of Toronto Guidelines)

CIAQ 78.2=

1S

Existing Conditions

3S

Proposed Site North

4S

Lane Widening

10S

Proposed Site

11S

Green Roof North

Buildings

12S

Impervious Roof Area

13S

Lane Widening

15S

Green Roof

16S

Impervious Roof Area6P

Stormwater Cistern

17P

Stormwater Cistern

2L

Outflow

7L

Total Outflow

9L

Total North Uncontrolled

Flow

18L

Total Outflow

19L

Total South Uncontrolled

Flow

20L

Total Site Outflow

Drainage Diagram for Phase 2 Site Runoffs V_02Prepared by MMM Group Limited, Printed 03/06/2016

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

Subcat Reach Pond Link

Toronto 2-Year Duration=21 min, Inten=49.4 mm/hrPhase 2 Site Runoffs V_02 Printed 03/06/2016Prepared by MMM Group Limited

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

Time span=0.00-4.00 hrs, dt=0.01 hrs, 401 pointsRunoff by Rational method, Rise/Fall=1.0/1.0 xTc

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Runoff Area=7,004.0 m² 0.00% Impervious Runoff Depth=9 mmSubcatchment 1S: Existing Conditions Tc=10.0 min C=0.50 Runoff=0.0481 m³/s 60.6 m³

Runoff Area=1,325.0 m² 0.00% Impervious Runoff Depth=13 mmSubcatchment 3S: Proposed Site North Tc=10.0 min C=0.78 Runoff=0.0142 m³/s 17.9 m³

Runoff Area=42.0 m² 0.00% Impervious Runoff Depth=16 mmSubcatchment 4S: Lane Widening Tc=10.0 min C=0.90 Runoff=0.0005 m³/s 0.7 m³

Runoff Area=1,018.0 m² 0.00% Impervious Runoff Depth=15 mmSubcatchment 10S: Proposed Site Tc=10.0 min C=0.89 Runoff=0.0124 m³/s 15.7 m³

Runoff Area=1,201.0 m² 0.00% Impervious Runoff Depth=9 mmSubcatchment 11S: Green Roof North Tc=10.0 min C=0.50 Runoff=0.0082 m³/s 10.4 m³

Runoff Area=1,289.0 m² 0.00% Impervious Runoff Depth=16 mmSubcatchment 12S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0159 m³/s 20.1 m³


Runoff Area=515.0 m² 0.00% Impervious Runoff Depth=9 mmSubcatchment 15S: Green Roof Tc=10.0 min C=0.50 Runoff=0.0035 m³/s 4.5 m³


Peak Elev=0.580 m Storage=34.0 m³ Inflow=0.0384 m³/s 48.3 m³Pond 6P: Stormwater Cistern Outflow=0.0167 m³/s 38.3 m³


Inflow=0.0481 m³/s 60.6 m³Link 2L: Outflow Primary=0.0481 m³/s 60.6 m³

Inflow=0.0170 m³/s 39.0 m³Link 7L: Total Outflow Primary=0.0170 m³/s 39.0 m³

Inflow=0.0005 m³/s 0.7 m³Link 9L: Total North Uncontrolled Flow Primary=0.0005 m³/s 0.7 m³


Inflow=0.0004 m³/s 0.5 m³Link 19L: Total South Uncontrolled Flow Primary=0.0004 m³/s 0.5 m³



Inflow=0.0329 m³/s 73.4 m³Link 20L: Total Site Outflow Primary=0.0329 m³/s 73.4 m³

Total Runoff Area = 14,010.0 m² Runoff Volume = 154.9 m³ Average Runoff Depth = 11 mm100.00% Pervious = 14,010.0 m² 0.00% Impervious = 0.0 m²



Summary for Subcatchment 1S: Existing Conditions

Runoff = 0.0481 m³/s @ 0.17 hrs, Volume= 60.6 m³, Depth= 9 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-4.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=21 min, Inten=49.4 mm/hr

Area (m²) C Description

7,004.0 0.50

7,004.0 100.00% Pervious Area

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

10.0 Direct Entry,

Subcatchment 1S: Existing Conditions

Runoff

Hydrograph

Time (hours)43210

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 2-Year

Duration=21 min,

Inten=49.4 mm/hr

Runoff Area=7,004.0 m²

Runoff Volume=60.6 m³

Runoff Depth=9 mm

Tc=10.0 min

C=0.50

0.0481 m³/s



Summary for Subcatchment 3S: Proposed Site North




247.0 0.25 Park1,078.0 0.90 At-grade

1,325.0 0.78 Weighted Average1,325.0 100.00% Pervious Area


10.0 Direct Entry,

Subcatchment 3S: Proposed Site North

Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=13 mm

Tc=10.0 min

C=0.78

0.0142 m³/s



Summary for Subcatchment 4S: Lane Widening




42.0 0.90 Lane Widening

42.0 100.00% Pervious Area


10.0 Direct Entry,

Subcatchment 4S: Lane Widening

Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr

Runoff Area=42.0 m²


Runoff Depth=16 mm

Tc=10.0 min

C=0.90

0.0005 m³/s



Summary for Subcatchment 10S: Proposed Site




9.0 0.25 Tree Boxes1,009.0 0.90 At-Grade



10.0 Direct Entry,

Subcatchment 10S: Proposed Site

Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.0130.0120.011

0.010.0090.0080.0070.0060.0050.0040.0030.0020.001

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=15 mm

Tc=10.0 min

C=0.89

0.0124 m³/s



Summary for Subcatchment 11S: Green Roof North Buildings




1,201.0 0.50 Green Roof W



10.0 Direct Entry,

Subcatchment 11S: Green Roof North Buildings

Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=9 mm

Tc=10.0 min

C=0.50

0.0082 m³/s



Summary for Subcatchment 12S: Impervious Roof Area




1,289.0 0.90 Impervious Roof W



10.0 Direct Entry,

Subcatchment 12S: Impervious Roof Area

Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=16 mm

Tc=10.0 min

C=0.90

0.0159 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=16 mm

Tc=10.0 min

C=0.90

0.0004 m³/s



Summary for Subcatchment 15S: Green Roof




515.0 0.50 Green Roof



10.0 Direct Entry,

Subcatchment 15S: Green Roof

Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=9 mm

Tc=10.0 min

C=0.50

0.0035 m³/s







1,585.0 0.90 Impervious Roof



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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

Toronto 2-Year

Duration=21 min,

Inten=49.4 mm/hr



Runoff Depth=16 mm

Tc=10.0 min

C=0.90

0.0196 m³/s



Summary for Pond 6P: Stormwater Cistern

Inflow Area = 3,815.0 m², 0.00% Impervious, Inflow Depth = 13 mm for 2-Year eventInflow = 0.0384 m³/s @ 0.17 hrs, Volume= 48.3 m³Outflow = 0.0167 m³/s @ 0.44 hrs, Volume= 38.3 m³, Atten= 56%, Lag= 16.4 minPrimary = 0.0167 m³/s @ 0.44 hrs, Volume= 38.3 m³

Routing by Stor-Ind method, Time Span= 0.00-4.00 hrs, dt= 0.01 hrsPeak Elev= 0.580 m @ 0.44 hrs Surf.Area= 58.7 m² Storage= 34.0 m³

Plug-Flow detention time= 25.4 min calculated for 38.2 m³ (79% of inflow)Center-of-Mass det. time= 23.4 min ( 38.9 - 15.5 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 176.1 m³ 10.00 mW x 5.87 mL x 3.00 mH Prismatoid

Device Routing Invert Outlet Devices

#1 Primary 0.168 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0167 m³/s @ 0.44 hrs HW=0.579 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0167 m³/s @ 2.13 m/s)

Pond 6P: Stormwater Cistern

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=3,815.0 m²

Peak Elev=0.580 m

Storage=34.0 m³

0.0384 m³/s

0.0167 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0


Peak Elev=0.559 m

Storage=32.0 m³

0.0356 m³/s

0.0157 m³/s



Summary for Link 2L: Outflow

Inflow Area = 7,004.0 m², 0.00% Impervious, Inflow Depth = 9 mm for 2-Year eventInflow = 0.0481 m³/s @ 0.17 hrs, Volume= 60.6 m³Primary = 0.0481 m³/s @ 0.17 hrs, Volume= 60.6 m³, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-4.00 hrs, dt= 0.01 hrs

Link 2L: Outflow

InflowPrimary

Hydrograph

Time (hours)43210

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


0.0481 m³/s0.0481 m³/s



Summary for Link 7L: Total Outflow

Inflow Area = 3,857.0 m², 0.00% Impervious, Inflow Depth > 10 mm for 2-Year eventInflow = 0.0170 m³/s @ 0.43 hrs, Volume= 39.0 m³Primary = 0.0170 m³/s @ 0.43 hrs, Volume= 39.0 m³, Atten= 0%, Lag= 0.0 min


Link 7L: Total Outflow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0


0.0170 m³/s0.0170 m³/s



Summary for Link 9L: Total North Uncontrolled Flow

Inflow Area = 42.0 m², 0.00% Impervious, Inflow Depth = 16 mm for 2-Year eventInflow = 0.0005 m³/s @ 0.17 hrs, Volume= 0.7 m³Primary = 0.0005 m³/s @ 0.17 hrs, Volume= 0.7 m³, Atten= 0%, Lag= 0.0 min


Link 9L: Total North Uncontrolled Flow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Inflow Area=42.0 m²

0.0005 m³/s0.0005 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0


0.0159 m³/s0.0159 m³/s



Summary for Link 19L: Total South Uncontrolled Flow



Link 19L: Total South Uncontrolled Flow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0


0.0004 m³/s0.0004 m³/s



Summary for Link 20L: Total Site Outflow



Link 20L: Total Site Outflow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0329 m³/s0.0329 m³/s






















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









7,004.0 0.50



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=13 mm

Tc=10.0 min

C=0.50

0.0713 m³/s







247.0 0.25 Park1,078.0 0.90 At-grade



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=20 mm

Tc=10.0 min

C=0.78

0.0211 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0008 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.89

0.0185 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.0130.0120.011

0.010.0090.0080.0070.0060.0050.0040.0030.0020.001

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=13 mm

Tc=10.0 min

C=0.50

0.0122 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.0260.0240.022

0.020.018

0.0160.014

0.0120.01

0.008

0.0060.004

0.0020

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0236 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0006 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=13 mm

Tc=10.0 min

C=0.50

0.0052 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 5-Year

Duration=21 min,

Inten=73.3 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0291 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.06

0.0550.05

0.045

0.040.035

0.03

0.0250.02

0.0150.01

0.0050


Peak Elev=0.865 m

Storage=50.8 m³

0.0569 m³/s

0.0224 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

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


Peak Elev=0.824 m

Storage=47.1 m³

0.0528 m³/s

0.0213 m³/s






Link 2L: Outflow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


0.0713 m³/s0.0713 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.0240.022

0.020.0180.016

0.0140.012

0.01

0.0080.0060.004

0.0020


0.0227 m³/s0.0227 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0


0.0008 m³/s0.0008 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

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


0.0215 m³/s0.0215 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.0010.0010.0000.000

0.0000.0000.000

0.0000.000

0

00


0.0006 m³/s0.0006 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0442 m³/s0.0442 m³/s































7,004.0 0.50



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=16 mm

Tc=10.0 min

C=0.50

0.0872 m³/s







247.0 0.25 Park1,078.0 0.90 At-grade



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.0280.0260.0240.022

0.020.0180.0160.0140.012

0.010.0080.0060.0040.002

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=24 mm

Tc=10.0 min

C=0.78

0.0257 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0009 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=28 mm

Tc=10.0 min

C=0.89

0.0226 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=16 mm

Tc=10.0 min

C=0.50

0.0150 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0289 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0007 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.0070.0070.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.000

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=16 mm

Tc=10.0 min

C=0.50

0.0064 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 10-Year

Duration=21 min,

Inten=89.6 mm/hr



Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0355 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


Peak Elev=1.069 m

Storage=62.8 m³

0.0696 m³/s

0.0257 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


Peak Elev=1.015 m

Storage=58.1 m³

0.0645 m³/s

0.0245 m³/s






Link 2L: Outflow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


0.0872 m³/s0.0872 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.025

0.02

0.015

0.01

0.005

0


0.0261 m³/s0.0261 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0


0.0009 m³/s0.0009 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.025

0.02

0.015

0.01

0.005

0


0.0248 m³/s0.0248 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.000

0.000

0.000

0.000

0

0


0.0007 m³/s0.0007 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

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


0.0508 m³/s0.0508 m³/s































7,004.0 0.50



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=18 mm

Tc=10.0 min

C=0.50

0.1018 m³/s







247.0 0.25 Park1,078.0 0.90 At-grade



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=29 mm

Tc=10.0 min

C=0.78

0.0301 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=33 mm

Tc=10.0 min

C=0.90

0.0011 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.025

0.02

0.015

0.01

0.005

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=33 mm

Tc=10.0 min

C=0.89

0.0263 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=18 mm

Tc=10.0 min

C=0.50

0.0175 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=33 mm

Tc=10.0 min

C=0.90

0.0337 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=33 mm

Tc=10.0 min

C=0.90

0.0008 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Toronto 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=18 mm

Tc=10.0 min

C=0.50

0.0075 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 25-Year

Duration=21 min,

Inten=104.7 mm/hr



Runoff Depth=33 mm

Tc=10.0 min

C=0.90

0.0415 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


Peak Elev=1.263 m

Storage=74.2 m³

0.0813 m³/s

0.0285 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


Peak Elev=1.197 m

Storage=68.5 m³

0.0753 m³/s

0.0272 m³/s






Link 2L: Outflow

InflowPrimary

Hydrograph

Time (hours)43210

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


0.1018 m³/s0.1018 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0289 m³/s0.0289 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.0010.001

0.001

0.001

0.001

0.000

0.0000.000

0.000

0

0


0.0011 m³/s0.0011 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0275 m³/s0.0275 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0


0.0008 m³/s0.0008 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.060.055

0.050.045

0.040.035

0.03

0.0250.02

0.0150.01

0.0050


0.0564 m³/s0.0564 m³/s































7,004.0 0.50



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.130.120.11

0.10.090.080.070.060.05

0.040.030.020.01

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=22 mm

Tc=10.0 min

C=0.50

0.1205 m³/s







247.0 0.25 Park1,078.0 0.90 At-grade



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=34 mm

Tc=10.0 min

C=0.78

0.0356 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=39 mm

Tc=10.0 min

C=0.90

0.0013 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=39 mm

Tc=10.0 min

C=0.89

0.0312 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=22 mm

Tc=10.0 min

C=0.50

0.0207 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=39 mm

Tc=10.0 min

C=0.90

0.0399 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=39 mm

Tc=10.0 min

C=0.90

0.0010 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Toronto 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=22 mm

Tc=10.0 min

C=0.50

0.0089 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 50-Year

Duration=21 min,

Inten=123.9 mm/hr



Runoff Depth=39 mm

Tc=10.0 min

C=0.90

0.0491 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

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


Peak Elev=1.517 m

Storage=89.0 m³

0.0962 m³/s

0.0317 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


Peak Elev=1.435 m

Storage=82.1 m³

0.0891 m³/s

0.0304 m³/s






Link 2L: Outflow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.130.120.11

0.10.090.080.070.060.050.040.030.020.01

0


0.1205 m³/s0.1205 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0322 m³/s0.0322 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0


0.0013 m³/s0.0013 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0308 m³/s0.0308 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0


0.0010 m³/s0.0010 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


0.0630 m³/s0.0630 m³/s































7,004.0 0.50



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=24 mm

Tc=10.0 min

C=0.50

0.1345 m³/s







247.0 0.25 Park1,078.0 0.90 At-grade



10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=38 mm

Tc=10.0 min

C=0.78

0.0397 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.002

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=44 mm

Tc=10.0 min

C=0.90

0.0015 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=43 mm

Tc=10.0 min

C=0.89

0.0348 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.024

0.022

0.02

0.018

0.0160.014

0.012

0.01

0.008

0.0060.004

0.002

0

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=24 mm

Tc=10.0 min

C=0.50

0.0231 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=44 mm

Tc=10.0 min

C=0.90

0.0446 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=44 mm

Tc=10.0 min

C=0.90

0.0011 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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

Toronto 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=24 mm

Tc=10.0 min

C=0.50

0.0099 m³/s










10.0 Direct Entry,


Runoff

Hydrograph

Time (hours)43210

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 100-Year

Duration=21 min,

Inten=138.3 mm/hr



Runoff Depth=44 mm

Tc=10.0 min

C=0.90

0.0548 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

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


Peak Elev=1.710 m

Storage=100.4 m³

0.1073 m³/s

0.0340 m³/s













InflowPrimary

Hydrograph

Time (hours)43210

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


Peak Elev=1.615 m

Storage=92.4 m³

0.0995 m³/s

0.0326 m³/s






Link 2L: Outflow

InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0


0.1345 m³/s0.1345 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0345 m³/s0.0345 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.002

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0


0.0015 m³/s0.0015 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0


0.0330 m³/s0.0330 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0


0.0011 m³/s0.0011 m³/s







InflowPrimary

Hydrograph

Time (hours)43210

Flo

w (m

³/s

)

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0


0.0676 m³/s0.0676 m³/s

stormwater management report - garden district, toronto · 2016. 10. 18. · stormwater management...

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