Montrin Richview GP Inc.

Stormwater Management Report

Richview Square

4620 Eglinton Avenue West and 250 Wincott Drive

APRIL 24, 2018

WSP Canada Inc.

Stormwater Management Report

Richview Square

4620 Eglinton Avenue West and 250 Wincott Drive

Montrin Richview GP Inc.

Rezoning Application

Project No.: 15M-00048-03

Date: April 2018

WSP

100 Commerce Valley Drive West

Thornhill, ON, Canada L3T 0A1

Tel.: +1 905 882-1100

Fax: +1 905 882-0055

wsp.com

Q u a l i t y M a n a g e m e n t

ISSUE/REVISION FIRST ISSUE REVISION 1 REVISION 2 REVISION 3

Remarks Rezoning

Application

Date 2018/04/24

Prepared by Jennifer Chan

Signature

Checked by Bhavika Patel

Signature

Project number 15M-00048-03

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page iii

S i g n a t u r e s

Prepared by

Jennifer Chan, EIT

Designer

Reviewed by

Bhavika Patel, P.Eng, CFM

Project Engineer

This report was prepared by WSP Canada Group Limited for the account of Montrin Richview

GP Inc., 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 Canada Group Limited’s best judgment 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, are the responsibility of such third parties.

WSP Canada Group Limited 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.

The original of the technology-based document sent herewith has been authenticated and will

be retained by WSP for a minimum of ten years. Since the file transmitted is now out of WSP’s

control and its integrity can no longer be ensured, no guarantee may be given with regards to

any modifications made to this document.

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page v

P r o d u c t i o n T e a m

CLIENT

Montrin Richview GP Inc.

WSP

Designer (EIT) Jennifer Chan

Reviewer Bhavika Patel

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page vii

TABLE OF CONTENTS

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

1.1 Scope ............................................................................... 1

1.1 Site Location ..................................................................... 1

1.2 Stormwater Management Plan Objectives ........................ 1

1.3 Design Criteria .................................................................. 1

2 Pre-Development Conditions .................................. 3

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

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

2.3 Allowable Flow Rates ....................................................... 4

3 Post-Development Conditions ................................ 6

3.1 General ............................................................................ 6

3.2 Water Balance .................................................................. 7

3.3 Water Quality Control ....................................................... 8

3.4 Erosion Control ............................................................... 11

3.5 Water Quantity Control ................................................... 11

3.6 Groundwater, Hydrogeology and Groundwater

Characterization ............................................................. 13

4 Conclusions ............................................................ 15

5 Standard Limitations .............................................. 17

WSP April 2018 Page viii

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

Tables

TABLE 1: RAINFALL PARAMETERS ................................... 3

TABLE 2: PRE-DEVELOPMENT PEAK FLOW RATE CALCULATIONS – CATCHMENT 101 .......... 4

TABLE 3: PRE-DEVELOPMENT PEAK FLOW RATE CALCULATIONS – CATCHMENT 102 .......... 5

TABLE 4: PROPOSED CONDITIONS AREA BREAKDOWN – CATCHMENT 201 .............. 6

TABLE 5: PROPOSED CONDITIONS AREA BREAKDOWN – CATCHMENT 202 .............. 7

TABLE 6: WATER BALANCE – CATCHMENT 201 .............. 8

TABLE 7: WATER BALANCE – CATCHMENT 202 .............. 8

TABLE 8: SEDIMENT LOADING ANALYSIS (TYPICAL RESIDENTIAL SITE) – CATCHMENT 201 & 202 ............................... 9

TABLE 9: SEDIMENT LOADING ANALYSIS (PROPOSED SITE) – CATCHMENT 201 ............................................................... 10

TABLE 10: SEDIMENT LOADING ANALYSIS (PROPOSED SITE) – CATCHMENT 202 ............................................................... 10

TABLE 11: SUMMARY OF MODELLING RESULTS – CATCHMENT 201 ........................................ 12

TABLE 12: SUMMARY OF MODELLING RESULTS – CATCHMENT 202 ........................................ 13

Figures

Figure 1: Site Location ................................................. 1 Figure 2: Existing Conditions ........................................ 3 Figure 3: Proposes Conditions ..................................... 6

Appendices

A Stormwater Management Calculations

B Hydrologic Model Output (Hydrocad)

C Typical Sediment Loading Reference Material

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 1

1 Introduction

1.1 Scope

WSP has been retained by Montrin Richview GP Inc. to prepare a Stormwater Management

(SWM) Report to support the zoning by-law amendment application for the proposed

development at 4620 Eglinton Avenue West and 250 Wincott Drive, in The City of Toronto.

This SWM report examines the potential water balance, water quality, and water quantity

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).

1.1 Site Location

The site is located on the northwest corner of Eglinton Avenue W and Wincott Drive. The

location of the proposed re-development is illustrated below in Figure 1.

1.2 Stormwater Management Plan Objectives

The objectives of the stormwater management plan are as follows:

— Determine site specific stormwater management requirements to ensure that the proposals

are in conformance with the City of Toronto WWFMG document;

— Evaluate various stormwater management practices that meet the requirements of the City

and recommend a preferred strategy; and

— Prepare a stormwater management report documenting the strategy along with the

technical information necessary for the justification and preliminary sizing of the proposed

stormwater management facilities.

1.3 Design Criteria

The City of Toronto issued the WWFMG document in November 2006 to provide direction on

the management of rainfall and runoff inside the City’s jurisdiction. A summary of the

stormwater management criteria applicable to this project follows:

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WSP April 2018 Page 2

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

— 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. Typically, the minimum on-

site runoff retention will require the site to retain all runoff from a 5 mm storm event through

infiltration, evapotranspiration or rainwater reuse.

— Water Quality – Under the WWFMG, the site is required to target a long-term removal of

80% of total suspended solids (TSS) on an annual loading 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.’ The developable area of the site is slightly

greater than 2 ha. However, the proposed site will be delineated into two catchments that

are both less than 2 ha and each will have its own stormwater management strategy.

During construction, appropriate erosion and sediment controls will be implemented.

— Water Quantity Control and Discharge to Municipal Infrastructure – Runoff from the 2-

year to 100-year design storms must not exceed the allowable release rate as stated in the

WWFMG. 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 of

0.50 or the capacity of the receiving sewer.

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 3

2 Pre-Development Conditions

2.1 General

The 3.04 ha site is currently partially developed, hosting a few buildings, surface parking and

vacant lands. For the purposes of the stormwater management strategy, only the planned

development area of 2.26 ha to be re-developed as Richview Square will be taken into

consideration, and will be referred to as the site. The existing runoff coefficient of the site is

estimated at 0.60, as the site is comprised of pervious grassed areas, impervious roof and

impervious paving. The existing site has a drainage split, draining to Widdicombe Hill on the

northwest side and Wincott Drive on the east side, delineated as catchments 101 and 102

respectively. The site currently does not receive external drainage from adjacent areas.The

existing condition of the site is shown in Figure 2.

2.2 Rainfall Information

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

Where;

I = rainfall intensity in mm/hour

T = time of concentration in hours

A and C = constant parameters (see below)

The parameters (A, C) recommended for use by the City of Toronto (per Section 3.1 of the Wet

Weather Flow Management Guidelines) are summarized 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

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

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WSP April 2018 Page 4

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

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

WWFMG document.

2.3 Allowable Flow Rates

The site is located within a suburban area and drains to the municipal storm sewers. As noted

in section 1.4, relevant policies from the WWFMG require the discharge rate from this site to

be controlled to the allowable rate for discharge to municipal sewers. The pre-development

catchments 101 and 102 were delineated based on existing topographic features and storm

service connections.

According to the WWFMG, section 2.2.3.8, the target release rate to the municipal storm

sewer system is based on the 2-year pre-development flow rate calculated with a maximum

runoff coefficient value of 0.50 as required by the City of Toronto WWFMG. This results in

target release rates of 33.1 L/s and 243.9 L/s for catchments 101 and 102, respectively. The

calculated peak flow rates for the site under pre-development conditions are summarized

below in Tables 2 and 3. Detailed calculations are contained within Appendix A.

Table 2: Pre-Development Peak Flow Rate Calculations – Catchment 101

Return Period

(Years)

Rainfall Intensity, I

(mm/Hour)

Existing Peak Flow

Rate, Q

(L/s)

WWFMG Allowable

Release Rate, Qa*

(L/s)

2 88.2 33.1

33.1

5 131.8 49.5

10 162.3 60.9

25 189.5 71.1

50 224.3 84.2

100 250.3 93.9

*C=0.50, area of 0.27 ha and time of concentration of 10 minutes

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 5

Table 3: Pre-Development Peak Flow Rate Calculations – Catchment 102

Return Period

(Years)

Rainfall Intensity, I

(mm/Hour)

Existing Peak Flow

Rate, Q

(L/s)

WWFMG Allowable

Release Rate, Qa*

(L/s)

2 88.2 243.9

243.9

5 131.8 364.6

10 162.3 448.8

25 189.5 524.2

50 224.3 620.5

100 250.3 692.4

*C=0.50, area of 1.99 ha and time of concentration of 10 minutes

WSP April 2018 Page 6

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

3 Post-Development Conditions

3.1 General

The proposed development consists of the construction of 3 new residential and commercial

mixed-use buildings. The proposed Building A will be 16 storeys and both Buildings B and C

will be 22 storeys. A common underground parking structure will be shared by each of the

buildings, with the parking structure underlying almost the entire development footprint.

Vehicular access to the site will be provided via Wincott Drive, Eglinton Avenue West and

Widdicombe Hill. The loading areas and ramp to the basement parking will be entirely covered

by the canopy of the building above.

The site will have two separate stormwater control cisterns and as such, the proposed

development will be divided into two catchments – 201 and 202. Note that due to site grading

and layout, these catchments are slightly different than the existing catchments. Catchment

201, which includes Building A, will have a total area of 0.40 ha, while Catchment 202 will

control an area of 1.86 ha which will include Buildings B and C. In accordance with the Toronto

Municipal Code, a green roof area of 116 m2 for Building A (located on the second storey) and

a combined area of 2,605 m² for Buildings B and C (located on the third, eleventh and twelfth

storey for both) shall be provided. An area breakdown for the new site layout is provided below

in Tables 4 and 5. Please refer to Figure 3 for details of the post-development condition land-

uses and stormwater catchments.

Table 4: Proposed Conditions Area Breakdown – Catchment 201

Land-Use Area (m2) % Coverage Runoff Coefficient, C

Pervious At-Grade 402 9.9 0.25

Impervious At-Grade 2,134 52.4 0.90

Impervious Roof 1,422 34.9 0.90

Green Roof 116 2.8 0.45

Total Site Area 4,073 100% 0.82

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FIGURE 3.dwg - Proposed Conditions S:\38-41\15M-00048-03-SW1\FIGURES\ Apr 20, 2018 - 5:47pmFIGURE 3.dwg - Proposed Conditions S:\38-41\15M-00048-03-SW1\FIGURES\ Apr 20, 2018 - 5:47pm

0 10 3020 40 50m

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SITE BOUNDARY

SUB-CATCHMENT BOUNDARY

201

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SUB-CATCHMENT ID.

DRAIANGE AREA (ha)

RUNOFF COEFFICIENT

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 7

Table 5: Proposed Conditions Area Breakdown – Catchment 202

Land-Use Area (m2) % Coverage Runoff Coefficient, C

Pervious At-Grade 1,464 7.9 0.25

Impervious At-Grade 10,130 54.4 0.90

Impervious Roof 4,431 23.8 0.90

Green Roof 2,605 14.0 0.45

Total Site Area 18,631 100% 0.79

3.2 Water Balance

As noted in section 1.4, the WWFMG state that the proponent should target the retention of 5

mm of stormwater runoff from all surfaces, in order to ensure 50% of the total average annual

rainfall volume is retained on site.

For both catchments 201 and 202, the primary mechanism to capture rainwater will be a

stormwater cistern with a dedicated sump volume for reuse purposes. Discharge from all roof

and at-grade areas will be directed to the underground cisterns. Allowing for an initial abstraction

of 1 mm for all impervious surfaces and 5 mm for all pervious surfaces results in a water balance

volume of 14.2 m3 and 58.2 m3 for catchment 201 and 202, respectively.

The re-use methods for the captured stormwater are still being assessed in conjunction with the

mechanical design of the building’s water supply systems. Proposed reuse options include

flushing of toilets in the interior amenity areas on the ground floor level, irrigation of the green

roof and landscaped areas as well as any additional non-potable demand in the communal

building areas. It is believed that sufficient opportunities exist within the development to re-use

the full volume of retained stormwater within the required drawdown time. The mechanical

design of the rainwater re-use pump systems from the cistern will ensure that the cistern is empty

prior to switching to the City’s water supply. A summary of the water balance provision on site is

provided below in Tables 6 and 7.

WSP April 2018 Page 8

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

Table 6: Water Balance – Catchment 201

Surface Type Area

(m2)

5 mm

Volume

(m3)

IA

(m)

Volume

Abstracted

(m3)

Water

Balance

(m3)

Pervious At-Grade 402 2.01 0.005 2.01 0.00

Impervious At-Grade 2,134 10.67 0.001 2.13 8.54

Impervious Roof 1,422 7.11 0.001 1.42 5.69

Green Roof 116 0.58 0.005 0.58 0.00

Total Site Area 4,073 20.37 - 6.14 14.22

Table 7: Water Balance – Catchment 202

Surface Type Area

(m2)

5 mm

Volume

(m3)

IA

(m)

Volume

Abstracted

(m3)

Water

Balance

(m3)

Pervious At-Grade 1,464 7.32 0.005 7.32 0.00

Impervious At-Grade 10,130 50.65 0.001 10.13 40.52

Impervious Roof 4,431 22.15 0.001 4.43 17.72

Green Roof 2,605 13.03 0.005 13.03 0.00

Total Site Area 18,631 93.15 - 34.91 58.24

3.3 Water Quality Control

Architectural plans indicate that the site area will be covered by building rooftop surfaces with

some impervious and pervious landscaping for both catchments. As rooftop areas are free of

typical sediment-generating activities (e.g. vehicle traffic) runoff will leave them effectively

unchanged, and can be considered clean for the purposes of water quality assessment.

Attempting to incorporate treatment for runoff from areas such as these, with such low TSS

loadings, requires significant treatment processes that are chasing diminishing returns on

improved water quality. Thus, a practical approach is necessary that focuses on those

surfaces with higher loading potential to arrive at an overall acceptable discharge loading

equivalent with the intent of the water quality requirements.

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 9

To check if the site requires any specific water quality treatment measures an analysis of

typical sediment loadings has been undertaken. These calculations were based on values

provided in two documents; (1) “Evaluation of an Extensive Green roof, York University,

Toronto, Ontario”, Final Report, STEP Program, Toronto & Region Conservation Authority,

July 2006; and (2) “Wet Weather Flow Management Master Plan, Area 1; Combined System

Sewershed”, Final Report, July 2003, City of Toronto. Pertinent sections from both of these

documents are reproduced in Appendix C for reference.

Table 6.13 of the STEP program report provides event mean concentrations (EMC) for various

water quality parameters (including TSS) for the control roof area of the study (a typical,

shingle impervious roof surface) and the green roof surface itself. EMC TSS loadings quoted

for these surfaces are 6.3 mg/l and 2.2 mg/l respectively.

Table 5.7 from the WWFMP provides event mean concentration values for various water

quality parameters based on typical land uses. This table quotes a mean figure of 91 mg/l for

TSS loading from a typical residential development.

Table 8: Sediment Loading Analysis (Typical Residential Site) – Catchment 201 & 202

Catchment Area (m2) TSS Loading

(EMC) (mg/L) TSS Removal (%)

Remaining TSS

Load (mg/L)

201 4,073 91.0(1) 80% 18.2

202 18,631 91.0(1) 80% 18.2

(1) From WWFMP report for typical residential development area.

WSP April 2018 Page 10

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

Table 9: Sediment Loading Analysis (Proposed Site) – Catchment 201

Surface Area

(m2)

TSS Loading

(EMC)

(mg/L)

Remaining

TSS Load

(mg/L)

Pervious Areas (1) 402 2.2 0.2

Controlled Impervious At-Grade

Areas (2)

2,134 91.0 47.7

Roof Areas* (3) 1,422 6.3 2.2

Green Roof Areas (4) 116 2.2 0.1

Uncontrolled Impervious At-Grade

Areas (5)

0 - -

Totals (6) 4,073 - 50.2

(1) From STEP program report for impervious roof. (2) From STEP program report for green roof.

(3) From WWFMP report for typical residential development area.

(4) From STEP program report, landscaping assumed to have same loading as green roof.

(5) TSS Loadings weighted based on area coverage.

Table 10: Sediment Loading Analysis (Proposed Site) – Catchment 202

Surface Area

(m2)

TSS Loading

(EMC)

(mg/L)

Remaining

TSS Load

(mg/L)

Pervious Areas (1) 1,464 2.2 0.2

Controlled Impervious At-Grade

Areas (2)

10,130 91.0 49.5

Roof Areas* (3) 4,431 6.3 1.5

Green Roof Areas (4) 2,605 2.2 0.3

Uncontrolled Impervious At-Grade

Areas (5)

0 - -

Totals (6) 18,631 51.5

(1) From STEP program report for impervious roof. (2) From STEP program report for green roof.

(3) From WWFMP report for typical residential development area.

(4) From STEP program report, landscaping assumed to have same loading as green roof.

(5) TSS Loadings weighted based on area coverage.

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 11

As presented in Tables 8-10, Stormwater runoff from the at-grade impervious areas in contact with motorized vehicles will require water quality treatment. The standard for water quality treatment is an 80% TSS removal on a long-term average annual loading basis.

The water quality objective for this development will be achieved through a combination of oil

grit separators (OGS) upstream of each of the storm water cisterns and CB shields at each

catch basin.

3.4 Erosion Control

As mentioned in Section 1.4, this development is an overall small footprint development.

According to the 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.’

The site area for each of the catchments (0.40 ha for catchment 201 and 1.86 ha for

catchment 202) is below the 2.0 ha guideline, and the 5 mm water balance requirement has

been addressed – therefore additional measures for erosion control are not recommended.

3.5 Water Quantity Control

The target release rate to the municipal sewer system from the site for catchments 201 and

202 is 33.1 L/s and 243.9 L/s, respectively. This is equivalent to the peak runoff rate under pre-

development conditions during a 2 year design storm event using a runoff coefficient of 0.50

for both catchments.

A HydroCAD model of the project was constructed and utilized to determine the required

storage volume in the stormwater cistern, and to calculate the discharge rates achieved by the

proposed flow controls under all storm events. The Modified Rational Method (an inherent

subroutine of the HydroCAD software) has been used for the modelling exercise.

An emergency overflow will be provided at the top of the cistern, with discharge to street level

and the adjacent right of way. This will prevent flow backing up into the building pipework if the

primary outlet is blocked, or if a storm event in excess of the 100-year return period occurs.

WSP April 2018 Page 12

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

For catchment 201, the cistern was designed to provide a storage volume of 180 m3, with a

base area of 90 m². The primary gravity outlet is set 0.16 m above the base, to provide a

sufficient re-use volume to satisfy the water balance. A 100 mm diameter orifice tube is

proposed as the primary outlet – this provides sufficient flow restriction to control release rates

to within the target rate set by the WWFMG.

For catchment 202, the cistern was designed to provide a storage volume of 650 m3, with a

base area of 325 m² and the primary gravity outlet set 0.18 m above the base. Based on the

tank dimensions this will provide sufficient volume to satisfy the water balance. A 250 mm

diameter orifice tube is proposed as the primary outlet – this provides sufficient flow restriction

to control release rates to within the target rate set by the WWFMG.

A summary of the modelling results is provided below in Tables 11 and 12. HydroCAD

modelling output is provided in Appendix B.

Table 11: Summary of Modelling Results – Catchment 201

Return Period

(Years)

Modelled Post-

Development Peak

Flow Rate (L/s)

Target

Release Rate

(L/s)

Utilized

Cistern

Storage

(m3)

Peak Water

Elevation In

Cistern (m)

Time Of

Peak

(min)

2 17.1

33.1

53.1 0.590 21

5 22.0 75.0 0.833 21

10 24.8 90.4 1.005 23

25 27.2 105.1 1.168 24

50 30.1 124.3 1.381 27

100 32.1 138.9 1.543 27

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 13

Table 12: Summary of Modelling Results – Catchment 202

Return Period

(Years)

Modelled Post-

Development Peak

Flow Rate (L/s)

Target

Release Rate

(L/s)

Utilized

Cistern

Storage

(m3)

Peak Water

Elevation In

Cistern (m)

Time Of

Peak

(min)

2 98.1

243.9

202.4 0.623 15

5 130.0 280.5 0.863 16

10 149.0 337.6 1.039 16

25 165.0 391.5 1.205 18

50 183.9 462.6 1.423 18

100 197.1 516.4 1.589 19

The modelling results demonstrate that the post-development peak flow rates for all events up

to the 100-year storm are lower than the target release rate established in accordance with the

WWFMG. The maximum required storage volume to control the 100-year post-development

runoff is 138.9 m3 and 516.4 m3 for the cisterns in catchment 201 and 202 respectively. Note

that the total utilized storage volumes include the sump volume designated for reuse.

As all flow rates are controlled by the project cistern, the rainfall intensity and storm duration

resulting in the maximum utilized storage produces the largest flows. This has been iteratively

determined at td = 27 and td = 19 minutes (for the 100-year event) for catchment 201 and 202

respectively.

3.6 Hydrogeology and Groundwater Characterization

A Hydrogeological investigation was conducted in August 2017 by Terraprobe in order to

assess the groundwater conditions and soil characteristics of the development, and test for the

presence of groundwater contamination.

Water depths were encountered between 6 m and 20 m below ground surface elevations. A

representative ground water sample was collected in July 2017 and analyzed for parameters

included within the City of Toronto Municipal Code Chapter 681 Table 1 and Table 2. Given

the exceedances for total manganese, total zinc and total suspended solids, the groundwater

is unsuitable for discharge to the municipal storm sewer system without pre-treatment.

WSP April 2018 Page 14

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

Therefore, groundwater collected from the foundation drains will be sent to the sanitary sewer

system where the total manganese, total zinc and total suspended solids are within the

acceptable limits for discharge.

Long term groundwater dewatering is estimated at 1,500 L/day, however the hydrogeological

assessment notes that this volume may change depending on the final foundation design of

the building.

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 15

4 Conclusions A stormwater management plan has been prepared to support the rezoning application for the

proposed redevelopment of 4620 Eglinton Avenue West and 250 Wincott Drive in the City of

Toronto. The key points are summarized below.

WATER BALANCE

The site is required to retain 5 mm of runoff from each rainfall event for reuse on site to meet

the WWFMG requirements. Water balance strategies will be addressed through provision of

green roof surfaces and sump volume (equivalent to the post-development 5 mm runoff

volume) at the base of the proposed cisterns for both catchments 201 and 202. Re-use

methods for the captured stormwater are still being assessed in conjunction with the

mechanical design of the buildings’ water supply systems.

WATER QUANTITY

Runoff from the area within catchment 201 will be directed to a 180 m3 stormwater cistern and

runoff from catchment 202 will be directed to a 650 m3 stormwater cistern. Post-development

flows have been controlled to below 33.1 L/s for catchment 201 and 243.9 L/s for catchment

202 in compliance with the target release rate to the municipal storm sewer system.

WATER QUALITY

An oil grit separator and CB shields will be used to capture and retain the runoff volume from

the 25 mm water quality event will provide sufficient treatment for runoff originating from at-

grade sediment-generating impervious surfaces and meet the 80% TSS requirement.

The report has demonstrated that the proposed stormwater management strategy will address

stormwater management related impacts from this project in adherence with City of Toronto’s

Wet Weather Flow Management Guidelines.

Respectfully submitted,

WSP April 2018 Page 16

Stormwater Management ReportProject No. 15M-00048-03 Montrin Richview GP Inc.

WSP Canada Group Limited

Bhavika Patel, P.Eng., CFM April 24 2018

Project Engineer, Water Resources

Jennifer Chan, EIT

Designer, Water Resources

Stormwater Management Report Project No. 15M-00048-03 Montrin Richview GP Inc.

WSPApril 2018

Page 17

5 Standard Limitations This report was prepared by WSP Group Canada Limited for the client in accordance with the

agreement between WSP and the client. This report is based on information provided to WSP

which has not been independently verified.

The disclosure of any information contained in this report is the sole responsibility of the client.

The material in this report, accompanying spreadsheets and all information relating to this

activity reflect WSP’s judgment in light of the information available to us at the time of

preparation of this report. With the exception of the City of Toronto who can rely on this report,

any use which a third party makes of this report, or any reliance on or decisions to be made

based on it, are the responsibility of such third parties. WSP accepts no responsibility for

damages, if any, suffered by a third party as a result of decisions made or actions based on

this report.

WSP warrants that it performed services hereunder with that degree of care, skill, and

diligence normally provided in the performance of such services in respect of projects of similar

nature at the time and place those services were rendered. WSP disclaims all other

warranties, representations, or conditions, either express or implied, including, without

limitation, warranties, representations, or conditions of merchantability or profitability, or fitness

for a particular purpose.

This Standard Limitations statement is considered part of this report.

APPENDIX

A STORMWATER

MANAGEMENT

CALCULATIONS

By: Date: 19/04/2018 Page:

Checked: Checked: 1

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)

Project Area, A 0.27 hectares

Runoff Coef, C* 0.50

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

I = Rainfall intensity (mm/hour)

T = Time of concentration (hours)

2 5 10 25 50 100

21.8 32.0 38.7 45.2 53.5 59.7

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

10 10 10 10 10 10

0.167 0.167 0.167 0.167 0.167 0.167

88.2 131.8 162.3 189.5 224.3 250.3

33.1 49.5 60.9 71.1 84.2 93.9

0.033 0.049 0.061 0.071 0.084 0.094

** 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 33.1 litres/second.

(As per City of Toronto WWFMG section 2.2.3.7)

Satellite

Stormwater Management

Calculations

Q (m3/sec)

Q (litres/sec)

I (mm/hr)

T (hrs)

T (mins) **

C

15M-00048-03No.:Richview Square

BP

JKC

A

Allowable Offsite Discharge Rate

Catchment 101

Return Period (Years)

* 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).

Project:

CATI =

By: Date: 19/04/2018 Page:

Checked: Checked: 1

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)

Project Area, A 1.99 hectares

Runoff Coef, C* 0.50

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

I = Rainfall intensity (mm/hour)

T = Time of concentration (hours)

2 5 10 25 50 100

21.8 32.0 38.7 45.2 53.5 59.7

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

10 10 10 10 10 10

0.167 0.167 0.167 0.167 0.167 0.167

88.2 131.8 162.3 189.5 224.3 250.3

243.9 364.6 448.8 524.2 620.5 692.4

0.244 0.365 0.449 0.524 0.621 0.692

** 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 243.9 litres/second.

(As per City of Toronto WWFMG section 2.2.3.7)

Satellite

Stormwater Management

CalculationsProject: Richview Square No.: 15M-00048-03

Allowable Offsite Discharge Rate

Catchment 102

JKC

BP

I (mm/hr)

Q (litres/sec)

Q (m3/sec)

* Note - actual site runoff coefficient is approximately 0.60, 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).

Return Period (Years)

A

C

T (mins) **

T (hrs)

CATI =

By: Date: 19/04/2018 Page:

Checked: Checked: 2

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 % Coverage

Pervious At-Grade 402 0.25 0% 74 9.9

Impervious At-Grade 2,134 0.90 100% 98 52.4

Impervious Roof 1,422 0.90 100% 98 34.9

Green Roof 116 0.45 0% 81 2.8

Total Site Area: 4,073 0.82 87% 95 100

Pervious 402 2.01 0.005 2.01 0.00

Impervious At-Grade 2,134 10.67 0.001 2.13 8.54

Roof 1,422 7.11 0.001 1.42 5.69

Green Roof 116 0.58 0.005 0.58 0.00

Total Site Area: 4,073 20.37 - 6.14 14.22

producing any runoff.

weights).

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: 14.22 m3

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

No.:Project: 15M-00048-03Richview SquareStormwater Management

Calculations

Surface TypeArea

(m2)

Volume

Abstracted

(m3)

5 mm

Volume

(m3)

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

Water

Balance

(m3)

IA

(m)

JKC

BP

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

infiltration, 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”.

Abstractions and Water Balance

Catchment 201

By: Date: 19/04/2018 Page:

Checked: Checked: 2

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 % Coverage

Pervious At-Grade 1464 0.25 0% 74 7.9

Impervious At-Grade 10130 0.90 100% 98 54.4

Impervious Roof 4431 0.90 100% 98 23.8

Green Roof 2605 0.45 0% 81 14.0

Total Site Area: 18631 0.79 78% 94 100

Pervious 1,464 7.32 0.005 7.32 0.00

Impervious At-Grade 10,130 50.65 0.001 10.13 40.52

Roof 4,431 22.15 0.001 4.43 17.72

Green Roof 2,605 13.03 0.005 13.03 0.00

Total Site Area: 18,631 93.15 - 34.91 58.24

producing any runoff.

weights).

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: 58.24 m3

Water

Balance

(m3)

Stormwater Management

CalculationsProject: Richview Square No.: 15M-00048-03

Abstractions and Water Balance

Catchment 202

JKC

BP

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

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

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

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

infiltration, or rainwater reuse. WWFMG Section 2.2.1.1 (d).

Surface TypeArea

(m2)

IA

(m)

Volume

Abstracted

(m3)

5 mm

Volume

(m3)

By: Date: 19/04/2018 Page:

Checked: Checked: 3

Refer to Section 3.3 of SWM Report for further details.

Analysis based on typical EMC TSS values provoded in the following documents:

(1) “Evaluation of an Extensive Greenroof, York University, Toronto, Ontario”, Final Report, STEP Program, TRCA, July 2006.

(2) “Wet Weather Flow Management Master Plan, Area 1; Combined System Sewershed”, Final Report, July 2003, City of Toronto.

Typical Residential Site:Remaining TSS

Load (mg/l)

18.2(1)

From WWFMP report for typical residential development area.

Proposed Development Site:Remaining TSS

Load (mg/l)

0.2

47.7

2.2

0.1

-

50.2

(1) From STEP program report, landscaping assumed to have same loading as green roof.

(2) From WWFMP report for typical residential development area.

(3) From STEP program report for impervious roof.

(4) From STEP report for green roof.

(5) This area cannot be treated as it is uncontrolled.

(6) TSS Loadings weighted based on area coverage.

Satellite

- -

Stormwater Management

CalculationsProject: No.: 15M-00048-03Richview Square

STEP Loading Calculation - Water

Quality Catchment 201

Surface

Pervious Areas (1)

Surface

Total Site Area (1)

Totals (6)

Green Roof Areas (4)

Roof Areas* (3)

Controlled Impervious At-Grade Areas (2)

Uncontrolled Impervious At-Grade Areas (5)

Area

(m2)

JKC

BP

-

-

TSS Removal

(%)

TSS Removal

(%)

91.0 80%

2.2

116

2,134

Area

(m2)

4,073

1,422

402

0

TSS Loading

EMC (mg/l)

4,073

-

-

-

2.2

91.0

TSS Loading

EMC (mg/l)

6.3

By: Date: 19/04/2018 Page:

Checked: Checked: 3

Refer to Section 3.3 of SWM Report for further details.

Analysis based on typical EMC TSS values provoded in the following documents:

(1) “Evaluation of an Extensive Greenroof, York University, Toronto, Ontario”, Final Report, STEP Program, TRCA, July 2006.

(2) “Wet Weather Flow Management Master Plan, Area 1; Combined System Sewershed”, Final Report, July 2003, City of Toronto.

Typical Residential Site:Remaining TSS

Load (mg/l)

18.2(1)

From WWFMP report for typical residential development area.

Proposed Development Site:Remaining TSS

Load (mg/l)

0.2

49.5

1.5

0.3

-

51.5

(1) From STEP program report, landscaping assumed to have same loading as green roof.

(2) From WWFMP report for typical residential development area.

(3) From STEP program report for impervious roof.

(4) From STEP report for green roof.

(5) This area cannot be treated as it is uncontrolled.

(6) TSS Loadings weighted based on area coverage.

Satellite

Stormwater Management

CalculationsProject: Richview Square No.: 15M-00048-03

STEP Loading Calculation - Water

Quality Catchment 202

JKC

BP

SurfaceArea

(m2)

TSS Loading

EMC (mg/l)

TSS Removal

(%)

Total Site Area (1) 18,631 91.0 80%

SurfaceArea

(m2)

TSS Loading

EMC (mg/l)

TSS Removal

(%)

Pervious Areas (1) 1,464 2.2 -

- -

Controlled Impervious At-Grade Areas (2) 10,130 91.0 -

Roof Areas* (3) 4,431 6.3 -

Totals (6) 18,631 -

Green Roof Areas (4) 2,605 2.2 -

Uncontrolled Impervious At-Grade Areas (5) 0

APPENDIX

B HYDROLOGIC

MODEL OUTPUT

(HydroCAD)

3

Impervious Roof

4

Pervious Landscaping

7S

Green Roof8S

At-Grade Impervious

36S

Impervious Roof

37S

Pervious Landscaping

38S

Green Roof39S

At-Grade Impervious

15R

Catchment 201 (A)

16R

Catchment 202 (BC)

5

SWM Tank (33.1L/s)

6P

Green Roof

40P

SWM Tank (243.9L/s)

41P

Green Roof

Routing Diagram for Richview SquarePrepared by {enter your company name here}, Printed 19/04/2018HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Subcat Reach Pond Link

Richview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 2HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Area Listing (all nodes)

Area

(sq-meters)

C Description

(subcatchment-numbers)

10,130.4 0.90 (39S)

2,721.3 0.45 Green Roof (7S, 38S)

5,852.6 0.90 Impervious Roof (3, 36S)

2,134.0 0.90 Paved Areas (8S)

1,866.4 0.25 Pervious Area (4, 37S)

22,704.7 0.79 TOTAL AREA

Richview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 3HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Soil Listing (all nodes)

Area

(sq-meters)

Soil

Group

Subcatchment

Numbers

0.0 HSG A

0.0 HSG B

0.0 HSG C

0.0 HSG D

22,704.7 Other 3, 4, 7S, 8S, 36S, 37S, 38S, 39S

22,704.7 TOTAL AREA

Richview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 4HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Notes Listing (all nodes)

Line# Node

Number

Notes

1 3 Collection from various impervious roof areas

2 4 Remaining landscaped areas to be defined (pavestone, grass, ect)

3 36S Collection from various impervious roof areas

4 37S Remaining landscaped areas to be defined (pavestone, grass, ect)

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 5HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 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=1,422.0 m² 0.00% Impervious Runoff Depth=15 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0190 m³/s 21.7 m³

Runoff Area=402.0 m² 0.00% Impervious Runoff Depth=4 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0015 m³/s 1.7 m³

Runoff Area=116.0 m² 0.00% Impervious Runoff Depth=8 mmSubcatchment 7S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0008 m³/s 0.9 m³

Runoff Area=2,134.0 m² 0.00% Impervious Runoff Depth=15 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0285 m³/s 32.5 m³

Runoff Area=4,430.6 m² 0.00% Impervious Runoff Depth=15 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0592 m³/s 67.5 m³

Runoff Area=1,464.4 m² 0.00% Impervious Runoff Depth=4 mmSubcatchment 37S: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0054 m³/s 6.2 m³

Runoff Area=2,605.3 m² 0.00% Impervious Runoff Depth=8 mmSubcatchment 38S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0174 m³/s 19.8 m³

Runoff Area=10,130.4 m² 0.00% Impervious Runoff Depth=15 mmSubcatchment 39S: At-Grade Tc=10.0 min C=0.90 Runoff=0.1354 m³/s 154.3 m³

Reach 15R: Catchment 201 (A)

Reach 16R: Catchment 202 (BC)

Peak Elev=0.589 m Storage=53.0 m³ Inflow=0.0490 m³/s 56.1 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0171 m³/s 55.1 m³

Peak Elev=100.001 m Storage=0.9 m³ Inflow=0.0008 m³/s 0.9 m³Pond 6P: Green Roof Outflow=0.0000 m³/s 0.3 m³

Peak Elev=0.620 m Storage=201.5 m³ Inflow=0.2002 m³/s 234.5 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.0976 m³/s 231.6 m³

Peak Elev=100.011 m Storage=19.0 m³ Inflow=0.0174 m³/s 19.8 m³Pond 41P: Green Roof Outflow=0.0020 m³/s 6.5 m³

Total Runoff Area = 22,704.7 m² Runoff Volume = 304.6 m³ Average Runoff Depth = 13 mm100.00% Pervious = 22,704.7 m² 0.00% Impervious = 0.0 m²

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 6HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 3: Impervious Roof

Runoff = 0.0190 m³/s @ 0.17 hrs, Volume= 21.7 m³, Depth= 15 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

1,422.0 0.90 Impervious Roof

1,422.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 3: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.021

0.02

0.019

0.018

0.017

0.016

0.015

0.014

0.013

0.012

0.011

0.01

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Toronto 2-Year

Duration=19 min,

Inten=53.5 mm/hr

Runoff Area=1,422.0 m²

Runoff Volume=21.7 m³

Runoff Depth=15 mm

Tc=10.0 min

C=0.90

0.0190 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 7HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 4: Pervious Landscaping

Runoff = 0.0015 m³/s @ 0.17 hrs, Volume= 1.7 m³, Depth= 4 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

402.0 0.25 Pervious Area

402.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 4: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.001

0.001

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 2-Year

Duration=19 min,

Inten=53.5 mm/hr

Runoff Area=402.0 m²

Runoff Volume=1.7 m³

Runoff Depth=4 mm

Tc=10.0 min

C=0.25

0.0015 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 8HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 7S: Green Roof

Runoff = 0.0008 m³/s @ 0.17 hrs, Volume= 0.9 m³, Depth= 8 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

116.0 0.45 Green Roof

116.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 7S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Toronto 2-Year

Duration=19 min,

Inten=53.5 mm/hr

Runoff Area=116.0 m²

Runoff Volume=0.9 m³

Runoff Depth=8 mm

Tc=10.0 min

C=0.45

0.0008 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 9HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 8S: At-Grade Impervious

Runoff = 0.0285 m³/s @ 0.17 hrs, Volume= 32.5 m³, Depth= 15 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

2,134.0 0.90 Paved Areas

2,134.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 8S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.03

0.028

0.026

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=19 min,

Inten=53.5 mm/hr

Runoff Area=2,134.0 m²

Runoff Volume=32.5 m³

Runoff Depth=15 mm

Tc=10.0 min

C=0.90

0.0285 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 10HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 36S: Impervious Roof

Runoff = 0.0592 m³/s @ 0.17 hrs, Volume= 67.5 m³, Depth= 15 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

4,430.6 0.90 Impervious Roof

4,430.6 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 36S: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.065

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=19 min,

Inten=53.5 mm/hr

Runoff Area=4,430.6 m²

Runoff Volume=67.5 m³

Runoff Depth=15 mm

Tc=10.0 min

C=0.90

0.0592 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 11HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 37S: Pervious Landscaping

Runoff = 0.0054 m³/s @ 0.17 hrs, Volume= 6.2 m³, Depth= 4 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

1,464.4 0.25 Pervious Area

1,464.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0

Toronto 2-Year

Duration=19 min,

Inten=53.5 mm/hr

Runoff Area=1,464.4 m²

Runoff Volume=6.2 m³

Runoff Depth=4 mm

Tc=10.0 min

C=0.25

0.0054 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 12HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 38S: Green Roof

Runoff = 0.0174 m³/s @ 0.17 hrs, Volume= 19.8 m³, Depth= 8 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

2,605.3 0.45 Green Roof

2,605.3 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 38S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.019

0.018

0.017

0.016

0.015

0.014

0.013

0.012

0.011

0.01

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Toronto 2-Year

Duration=19 min,

Inten=53.5 mm/hr

Runoff Area=2,605.3 m²

Runoff Volume=19.8 m³

Runoff Depth=8 mm

Tc=10.0 min

C=0.45

0.0174 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 13HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 39S: At-Grade Impervious

Runoff = 0.1354 m³/s @ 0.17 hrs, Volume= 154.3 m³, Depth= 15 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 2-Year Duration=19 min, Inten=53.5 mm/hr

Area (m²) C Description

10,130.4 0.90

10,130.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 39S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.15

0.14

0.13

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=19 min,

Inten=53.5 mm/hr

Runoff Area=10,130.4 m²

Runoff Volume=154.3 m³

Runoff Depth=15 mm

Tc=10.0 min

C=0.90

0.1354 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 14HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 15R: Catchment 201 (A)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 15HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 16R: Catchment 202 (BC)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 16HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 5: SWM Tank (33.1L/s)

Inflow Area = 4,074.0 m², 0.00% Impervious, Inflow Depth = 14 mm for 2-Year eventInflow = 0.0490 m³/s @ 0.31 hrs, Volume= 56.1 m³Outflow = 0.0171 m³/s @ 0.43 hrs, Volume= 55.1 m³, Atten= 65%, Lag= 6.9 minPrimary = 0.0171 m³/s @ 0.43 hrs, Volume= 55.1 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.150 m Surf.Area= 90.0 m² Storage= 13.5 m³Peak Elev= 0.589 m @ 0.43 hrs Surf.Area= 90.0 m² Storage= 53.0 m³ (39.5 m³ above start)

Plug-Flow detention time= 45.9 min calculated for 41.5 m³ (74% of inflow)Center-of-Mass det. time= 33.0 min ( 48.0 - 15.1 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 180.0 m³ 1.00 mW x 90.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.160 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0171 m³/s @ 0.43 hrs HW=0.589 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0171 m³/s @ 2.18 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=4,074.0 m²

Peak Elev=0.589 m

Storage=53.0 m³

0.0490 m³/s

0.0171 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 17HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 5: SWM Tank (33.1L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 18HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 6P: Green Roof

Inflow Area = 116.0 m², 0.00% Impervious, Inflow Depth = 8 mm for 2-Year eventInflow = 0.0008 m³/s @ 0.17 hrs, Volume= 0.9 m³Outflow = 0.0000 m³/s @ 0.48 hrs, Volume= 0.3 m³, Atten= 97%, Lag= 18.5 minPrimary = 0.0000 m³/s @ 0.48 hrs, Volume= 0.3 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.001 m @ 0.48 hrs Surf.Area= 647.0 m² Storage= 0.9 m³

Plug-Flow detention time= 134.5 min calculated for 0.3 m³ (29% of inflow)Center-of-Mass det. time= 127.0 min ( 141.5 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 0.6 m³ 1.00 mW x 116.00 mL x 0.01 mH Green Roof Media Storage1.2 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

43.1 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0000 m³/s @ 0.48 hrs HW=100.001 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0000 m³/s @ 0.04 m/s)

Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Inflow Area=116.0 m²

Peak Elev=100.001 m

Storage=0.9 m³

0.0008 m³/s

0.0000 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 19HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 6P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 20HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 40P: SWM Tank (243.9L/s)

Inflow Area = 18,630.7 m², 0.00% Impervious, Inflow Depth > 13 mm for 2-Year eventInflow = 0.2002 m³/s @ 0.31 hrs, Volume= 234.5 m³Outflow = 0.0976 m³/s @ 0.40 hrs, Volume= 231.6 m³, Atten= 51%, Lag= 5.6 minPrimary = 0.0976 m³/s @ 0.40 hrs, Volume= 231.6 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.180 m Surf.Area= 325.0 m² Storage= 58.5 m³Peak Elev= 0.620 m @ 0.40 hrs Surf.Area= 325.0 m² Storage= 201.5 m³ (143.0 m³ above start)

Plug-Flow detention time= 41.4 min calculated for 172.8 m³ (74% of inflow)Center-of-Mass det. time= 27.9 min ( 44.2 - 16.4 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 650.0 m³ 1.00 mW x 325.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.180 m 250 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0976 m³/s @ 0.40 hrs HW=0.620 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0976 m³/s @ 1.99 m/s)

Pond 40P: SWM Tank (243.9L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.22

0.21

0.2

0.19

0.18

0.17

0.16

0.15

0.14

0.13

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

Inflow Area=18,630.7 m²

Peak Elev=0.620 m

Storage=201.5 m³

0.2002 m³/s

0.0976 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 21HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 40P: SWM Tank (243.9L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.220.20.180.160.140.120.10.080.060.040.020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 22HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 41P: Green Roof

Inflow Area = 2,605.3 m², 0.00% Impervious, Inflow Depth = 8 mm for 2-Year eventInflow = 0.0174 m³/s @ 0.17 hrs, Volume= 19.8 m³Outflow = 0.0020 m³/s @ 0.46 hrs, Volume= 6.5 m³, Atten= 88%, Lag= 17.6 minPrimary = 0.0020 m³/s @ 0.46 hrs, Volume= 6.5 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.011 m @ 0.46 hrs Surf.Area= 3,136.3 m² Storage= 19.0 m³

Plug-Flow detention time= 74.6 min calculated for 6.5 m³ (33% of inflow)Center-of-Mass det. time= 67.5 min ( 82.0 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 13.0 m³ 1.00 mW x 2,605.29 mL x 0.01 mH Green Roof Media Storage26.1 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

55.5 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0020 m³/s @ 0.46 hrs HW=100.011 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0020 m³/s @ 0.19 m/s)

Pond 41P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.019

0.018

0.017

0.016

0.015

0.014

0.013

0.012

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=2,605.3 m²

Peak Elev=100.011 m

Storage=19.0 m³

0.0174 m³/s

0.0020 m³/s

Toronto 2-Year Duration=19 min, Inten=53.5 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 23HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 41P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 24HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 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=1,422.0 m² 0.00% Impervious Runoff Depth=23 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0282 m³/s 32.2 m³

Runoff Area=402.0 m² 0.00% Impervious Runoff Depth=6 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0022 m³/s 2.5 m³

Runoff Area=116.0 m² 0.00% Impervious Runoff Depth=11 mmSubcatchment 7S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0012 m³/s 1.3 m³

Runoff Area=2,134.0 m² 0.00% Impervious Runoff Depth=23 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0423 m³/s 48.3 m³

Runoff Area=4,430.6 m² 0.00% Impervious Runoff Depth=23 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0879 m³/s 100.2 m³

Runoff Area=1,464.4 m² 0.00% Impervious Runoff Depth=6 mmSubcatchment 37S: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0081 m³/s 9.2 m³

Runoff Area=2,605.3 m² 0.00% Impervious Runoff Depth=11 mmSubcatchment 38S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0258 m³/s 29.5 m³

Runoff Area=10,130.4 m² 0.00% Impervious Runoff Depth=23 mmSubcatchment 39S: At-Grade Tc=10.0 min C=0.90 Runoff=0.2010 m³/s 229.1 m³

Reach 15R: Catchment 201 (A)

Reach 16R: Catchment 202 (BC)

Peak Elev=0.831 m Storage=74.8 m³ Inflow=0.0728 m³/s 83.6 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0219 m³/s 82.5 m³

Peak Elev=100.001 m Storage=1.3 m³ Inflow=0.0012 m³/s 1.3 m³Pond 6P: Green Roof Outflow=0.0001 m³/s 0.6 m³

Peak Elev=0.861 m Storage=279.7 m³ Inflow=0.3000 m³/s 354.6 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.1297 m³/s 351.4 m³

Peak Elev=100.025 m Storage=26.1 m³ Inflow=0.0258 m³/s 29.5 m³Pond 41P: Green Roof Outflow=0.0066 m³/s 16.1 m³

Total Runoff Area = 22,704.7 m² Runoff Volume = 452.2 m³ Average Runoff Depth = 20 mm100.00% Pervious = 22,704.7 m² 0.00% Impervious = 0.0 m²

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 25HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 3: Impervious Roof

Runoff = 0.0282 m³/s @ 0.17 hrs, Volume= 32.2 m³, Depth= 23 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

1,422.0 0.90 Impervious Roof

1,422.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 3: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.03

0.028

0.026

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 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=1,422.0 m²

Runoff Volume=32.2 m³

Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0282 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 26HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 4: Pervious Landscaping

Runoff = 0.0022 m³/s @ 0.17 hrs, Volume= 2.5 m³, Depth= 6 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

402.0 0.25 Pervious Area

402.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 4: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

Toronto 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=402.0 m²

Runoff Volume=2.5 m³

Runoff Depth=6 mm

Tc=10.0 min

C=0.25

0.0022 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 27HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 7S: Green Roof

Runoff = 0.0012 m³/s @ 0.17 hrs, Volume= 1.3 m³, Depth= 11 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

116.0 0.45 Green Roof

116.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 7S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

Toronto 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=116.0 m²

Runoff Volume=1.3 m³

Runoff Depth=11 mm

Tc=10.0 min

C=0.45

0.0012 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 28HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 8S: At-Grade Impervious

Runoff = 0.0423 m³/s @ 0.17 hrs, Volume= 48.3 m³, Depth= 23 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

2,134.0 0.90 Paved Areas

2,134.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 8S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.046

0.044

0.042

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=2,134.0 m²

Runoff Volume=48.3 m³

Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0423 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 29HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 36S: Impervious Roof

Runoff = 0.0879 m³/s @ 0.17 hrs, Volume= 100.2 m³, Depth= 23 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

4,430.6 0.90 Impervious Roof

4,430.6 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 36S: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.095

0.09

0.085

0.08

0.075

0.07

0.065

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 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=4,430.6 m²

Runoff Volume=100.2 m³

Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0879 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 30HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 37S: Pervious Landscaping

Runoff = 0.0081 m³/s @ 0.17 hrs, Volume= 9.2 m³, Depth= 6 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

1,464.4 0.25 Pervious Area

1,464.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.009

0.009

0.008

0.007

0.007

0.006

0.006

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=19 min,

Inten=79.4 mm/hr

Runoff Area=1,464.4 m²

Runoff Volume=9.2 m³

Runoff Depth=6 mm

Tc=10.0 min

C=0.25

0.0081 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 31HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 38S: Green Roof

Runoff = 0.0258 m³/s @ 0.17 hrs, Volume= 29.5 m³, Depth= 11 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

2,605.3 0.45 Green Roof

2,605.3 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 38S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.028

0.026

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 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=2,605.3 m²

Runoff Volume=29.5 m³

Runoff Depth=11 mm

Tc=10.0 min

C=0.45

0.0258 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 32HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 39S: At-Grade Impervious

Runoff = 0.2010 m³/s @ 0.17 hrs, Volume= 229.1 m³, Depth= 23 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 5-Year Duration=19 min, Inten=79.4 mm/hr

Area (m²) C Description

10,130.4 0.90

10,130.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 39S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.22

0.21

0.2

0.19

0.18

0.17

0.16

0.15

0.14

0.13

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 5-Year

Duration=19 min,

Inten=79.4 mm/hr

Runoff Area=10,130.4 m²

Runoff Volume=229.1 m³

Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.2010 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 33HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 15R: Catchment 201 (A)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 34HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 16R: Catchment 202 (BC)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 35HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 5: SWM Tank (33.1L/s)

Inflow Area = 4,074.0 m², 0.00% Impervious, Inflow Depth > 21 mm for 5-Year eventInflow = 0.0728 m³/s @ 0.31 hrs, Volume= 83.6 m³Outflow = 0.0219 m³/s @ 0.43 hrs, Volume= 82.5 m³, Atten= 70%, Lag= 7.4 minPrimary = 0.0219 m³/s @ 0.43 hrs, Volume= 82.5 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.150 m Surf.Area= 90.0 m² Storage= 13.5 m³Peak Elev= 0.831 m @ 0.43 hrs Surf.Area= 90.0 m² Storage= 74.8 m³ (61.3 m³ above start)

Plug-Flow detention time= 46.8 min calculated for 69.0 m³ (83% of inflow)Center-of-Mass det. time= 36.7 min ( 52.1 - 15.4 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 180.0 m³ 1.00 mW x 90.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.160 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0219 m³/s @ 0.43 hrs HW=0.831 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0219 m³/s @ 2.79 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.08

0.075

0.07

0.065

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

Inflow Area=4,074.0 m²

Peak Elev=0.831 m

Storage=74.8 m³

0.0728 m³/s

0.0219 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 36HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 5: SWM Tank (33.1L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 37HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 6P: Green Roof

Inflow Area = 116.0 m², 0.00% Impervious, Inflow Depth = 11 mm for 5-Year eventInflow = 0.0012 m³/s @ 0.17 hrs, Volume= 1.3 m³Outflow = 0.0001 m³/s @ 0.47 hrs, Volume= 0.6 m³, Atten= 93%, Lag= 18.1 minPrimary = 0.0001 m³/s @ 0.47 hrs, Volume= 0.6 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.001 m @ 0.47 hrs Surf.Area= 647.0 m² Storage= 1.3 m³

Plug-Flow detention time= 121.8 min calculated for 0.6 m³ (48% of inflow)Center-of-Mass det. time= 116.7 min ( 131.2 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 0.6 m³ 1.00 mW x 116.00 mL x 0.01 mH Green Roof Media Storage1.2 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

43.1 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0001 m³/s @ 0.47 hrs HW=100.001 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0001 m³/s @ 0.06 m/s)

Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

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

Inflow Area=116.0 m²

Peak Elev=100.001 m

Storage=1.3 m³

0.0012 m³/s

0.0001 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 38HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 6P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 39HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 40P: SWM Tank (243.9L/s)

Inflow Area = 18,630.7 m², 0.00% Impervious, Inflow Depth > 19 mm for 5-Year eventInflow = 0.3000 m³/s @ 0.31 hrs, Volume= 354.6 m³Outflow = 0.1297 m³/s @ 0.41 hrs, Volume= 351.4 m³, Atten= 57%, Lag= 6.3 minPrimary = 0.1297 m³/s @ 0.41 hrs, Volume= 351.4 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.180 m Surf.Area= 325.0 m² Storage= 58.5 m³Peak Elev= 0.861 m @ 0.41 hrs Surf.Area= 325.0 m² Storage= 279.7 m³ (221.2 m³ above start)

Plug-Flow detention time= 37.5 min calculated for 292.9 m³ (83% of inflow)Center-of-Mass det. time= 27.6 min ( 44.4 - 16.8 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 650.0 m³ 1.00 mW x 325.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.180 m 250 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1296 m³/s @ 0.41 hrs HW=0.860 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1296 m³/s @ 2.64 m/s)

Pond 40P: SWM Tank (243.9L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.32

0.3

0.28

0.26

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=18,630.7 m²

Peak Elev=0.861 m

Storage=279.7 m³

0.3000 m³/s

0.1297 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 40HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 40P: SWM Tank (243.9L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.220.20.180.160.140.120.10.080.060.040.020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 41HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 41P: Green Roof

Inflow Area = 2,605.3 m², 0.00% Impervious, Inflow Depth = 11 mm for 5-Year eventInflow = 0.0258 m³/s @ 0.17 hrs, Volume= 29.5 m³Outflow = 0.0066 m³/s @ 0.44 hrs, Volume= 16.1 m³, Atten= 75%, Lag= 16.3 minPrimary = 0.0066 m³/s @ 0.44 hrs, Volume= 16.1 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.025 m @ 0.44 hrs Surf.Area= 3,136.3 m² Storage= 26.1 m³

Plug-Flow detention time= 54.0 min calculated for 16.1 m³ (55% of inflow)Center-of-Mass det. time= 49.7 min ( 64.2 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 13.0 m³ 1.00 mW x 2,605.29 mL x 0.01 mH Green Roof Media Storage26.1 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

55.5 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0065 m³/s @ 0.44 hrs HW=100.025 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0065 m³/s @ 0.28 m/s)

Pond 41P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.028

0.026

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=2,605.3 m²

Peak Elev=100.025 m

Storage=26.1 m³

0.0258 m³/s

0.0066 m³/s

Toronto 5-Year Duration=19 min, Inten=79.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 42HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 41P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 43HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 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=1,422.0 m² 0.00% Impervious Runoff Depth=28 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0345 m³/s 39.3 m³

Runoff Area=402.0 m² 0.00% Impervious Runoff Depth=8 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0027 m³/s 3.1 m³

Runoff Area=116.0 m² 0.00% Impervious Runoff Depth=14 mmSubcatchment 7S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0014 m³/s 1.6 m³

Runoff Area=2,134.0 m² 0.00% Impervious Runoff Depth=28 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0518 m³/s 59.0 m³

Runoff Area=4,430.6 m² 0.00% Impervious Runoff Depth=28 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.1076 m³/s 122.6 m³

Runoff Area=1,464.4 m² 0.00% Impervious Runoff Depth=8 mmSubcatchment 37S: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0099 m³/s 11.3 m³

Runoff Area=2,605.3 m² 0.00% Impervious Runoff Depth=14 mmSubcatchment 38S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0316 m³/s 36.0 m³

Runoff Area=10,130.4 m² 0.00% Impervious Runoff Depth=28 mmSubcatchment 39S: At-Grade Tc=10.0 min C=0.90 Runoff=0.2459 m³/s 280.3 m³

Reach 15R: Catchment 201 (A)

Reach 16R: Catchment 202 (BC)

Peak Elev=1.002 m Storage=90.2 m³ Inflow=0.0891 m³/s 102.4 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0248 m³/s 101.3 m³

Peak Elev=100.002 m Storage=1.5 m³ Inflow=0.0014 m³/s 1.6 m³Pond 6P: Green Roof Outflow=0.0001 m³/s 0.9 m³

Peak Elev=1.036 m Storage=336.8 m³ Inflow=0.3690 m³/s 436.8 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.1487 m³/s 433.4 m³

Peak Elev=100.033 m Storage=30.4 m³ Inflow=0.0316 m³/s 36.0 m³Pond 41P: Green Roof Outflow=0.0101 m³/s 22.7 m³

Total Runoff Area = 22,704.7 m² Runoff Volume = 553.3 m³ Average Runoff Depth = 24 mm100.00% Pervious = 22,704.7 m² 0.00% Impervious = 0.0 m²

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 44HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 3: Impervious Roof

Runoff = 0.0345 m³/s @ 0.17 hrs, Volume= 39.3 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

1,422.0 0.90 Impervious Roof

1,422.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 3: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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=19 min,

Inten=97.1 mm/hr

Runoff Area=1,422.0 m²

Runoff Volume=39.3 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0345 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 45HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 4: Pervious Landscaping

Runoff = 0.0027 m³/s @ 0.17 hrs, Volume= 3.1 m³, Depth= 8 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

402.0 0.25 Pervious Area

402.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 4: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.003

0.003

0.003

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0

Toronto 10-Year

Duration=19 min,

Inten=97.1 mm/hr

Runoff Area=402.0 m²

Runoff Volume=3.1 m³

Runoff Depth=8 mm

Tc=10.0 min

C=0.25

0.0027 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 46HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 7S: Green Roof

Runoff = 0.0014 m³/s @ 0.17 hrs, Volume= 1.6 m³, Depth= 14 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

116.0 0.45 Green Roof

116.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 7S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.001

0.001

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 10-Year

Duration=19 min,

Inten=97.1 mm/hr

Runoff Area=116.0 m²

Runoff Volume=1.6 m³

Runoff Depth=14 mm

Tc=10.0 min

C=0.45

0.0014 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 47HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 8S: At-Grade Impervious

Runoff = 0.0518 m³/s @ 0.17 hrs, Volume= 59.0 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

2,134.0 0.90 Paved Areas

2,134.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 8S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

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=19 min,

Inten=97.1 mm/hr

Runoff Area=2,134.0 m²

Runoff Volume=59.0 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.0518 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 48HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 36S: Impervious Roof

Runoff = 0.1076 m³/s @ 0.17 hrs, Volume= 122.6 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

4,430.6 0.90 Impervious Roof

4,430.6 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 36S: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.12

0.115

0.11

0.105

0.1

0.095

0.09

0.085

0.08

0.075

0.07

0.065

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 10-Year

Duration=19 min,

Inten=97.1 mm/hr

Runoff Area=4,430.6 m²

Runoff Volume=122.6 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.1076 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 49HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 37S: Pervious Landscaping

Runoff = 0.0099 m³/s @ 0.17 hrs, Volume= 11.3 m³, Depth= 8 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

1,464.4 0.25 Pervious Area

1,464.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.011

0.01

0.01

0.009

0.009

0.008

0.008

0.007

0.007

0.006

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0

Toronto 10-Year

Duration=19 min,

Inten=97.1 mm/hr

Runoff Area=1,464.4 m²

Runoff Volume=11.3 m³

Runoff Depth=8 mm

Tc=10.0 min

C=0.25

0.0099 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 50HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 38S: Green Roof

Runoff = 0.0316 m³/s @ 0.17 hrs, Volume= 36.0 m³, Depth= 14 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

2,605.3 0.45 Green Roof

2,605.3 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 38S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.034

0.032

0.03

0.028

0.026

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=19 min,

Inten=97.1 mm/hr

Runoff Area=2,605.3 m²

Runoff Volume=36.0 m³

Runoff Depth=14 mm

Tc=10.0 min

C=0.45

0.0316 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 51HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 39S: At-Grade Impervious

Runoff = 0.2459 m³/s @ 0.17 hrs, Volume= 280.3 m³, Depth= 28 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 10-Year Duration=19 min, Inten=97.1 mm/hr

Area (m²) C Description

10,130.4 0.90

10,130.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 39S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.26

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=19 min,

Inten=97.1 mm/hr

Runoff Area=10,130.4 m²

Runoff Volume=280.3 m³

Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.2459 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 52HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 15R: Catchment 201 (A)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 53HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 16R: Catchment 202 (BC)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 54HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 5: SWM Tank (33.1L/s)

Inflow Area = 4,074.0 m², 0.00% Impervious, Inflow Depth > 25 mm for 10-Year eventInflow = 0.0891 m³/s @ 0.31 hrs, Volume= 102.4 m³Outflow = 0.0248 m³/s @ 0.44 hrs, Volume= 101.3 m³, Atten= 72%, Lag= 7.6 minPrimary = 0.0248 m³/s @ 0.44 hrs, Volume= 101.3 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.150 m Surf.Area= 90.0 m² Storage= 13.5 m³Peak Elev= 1.002 m @ 0.44 hrs Surf.Area= 90.0 m² Storage= 90.2 m³ (76.7 m³ above start)

Plug-Flow detention time= 47.8 min calculated for 87.6 m³ (86% of inflow)Center-of-Mass det. time= 39.5 min ( 54.9 - 15.4 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 180.0 m³ 1.00 mW x 90.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.160 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0248 m³/s @ 0.44 hrs HW=1.002 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0248 m³/s @ 3.15 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.095

0.09

0.085

0.08

0.075

0.07

0.065

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

Inflow Area=4,074.0 m²

Peak Elev=1.002 m

Storage=90.2 m³

0.0891 m³/s

0.0248 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 55HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 5: SWM Tank (33.1L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 56HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 6P: Green Roof

Inflow Area = 116.0 m², 0.00% Impervious, Inflow Depth = 14 mm for 10-Year eventInflow = 0.0014 m³/s @ 0.17 hrs, Volume= 1.6 m³Outflow = 0.0001 m³/s @ 0.47 hrs, Volume= 0.9 m³, Atten= 91%, Lag= 17.9 minPrimary = 0.0001 m³/s @ 0.47 hrs, Volume= 0.9 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.002 m @ 0.47 hrs Surf.Area= 647.0 m² Storage= 1.5 m³

Plug-Flow detention time= 112.7 min calculated for 0.9 m³ (56% of inflow)Center-of-Mass det. time= 108.4 min ( 122.9 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 0.6 m³ 1.00 mW x 116.00 mL x 0.01 mH Green Roof Media Storage1.2 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

43.1 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0001 m³/s @ 0.47 hrs HW=100.002 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0001 m³/s @ 0.08 m/s)

Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Inflow Area=116.0 m²

Peak Elev=100.002 m

Storage=1.5 m³

0.0014 m³/s

0.0001 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 57HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 6P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 58HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 40P: SWM Tank (243.9L/s)

Inflow Area = 18,630.7 m², 0.00% Impervious, Inflow Depth = 23 mm for 10-Year eventInflow = 0.3690 m³/s @ 0.31 hrs, Volume= 436.8 m³Outflow = 0.1487 m³/s @ 0.42 hrs, Volume= 433.4 m³, Atten= 60%, Lag= 6.6 minPrimary = 0.1487 m³/s @ 0.42 hrs, Volume= 433.4 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.180 m Surf.Area= 325.0 m² Storage= 58.5 m³Peak Elev= 1.036 m @ 0.42 hrs Surf.Area= 325.0 m² Storage= 336.8 m³ (278.3 m³ above start)

Plug-Flow detention time= 36.8 min calculated for 374.9 m³ (86% of inflow)Center-of-Mass det. time= 28.3 min ( 45.1 - 16.8 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 650.0 m³ 1.00 mW x 325.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.180 m 250 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1487 m³/s @ 0.42 hrs HW=1.036 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1487 m³/s @ 3.03 m/s)

Pond 40P: SWM Tank (243.9L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.4

0.38

0.36

0.34

0.32

0.3

0.28

0.26

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=18,630.7 m²

Peak Elev=1.036 m

Storage=336.8 m³

0.3690 m³/s

0.1487 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 59HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 40P: SWM Tank (243.9L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.220.20.180.160.140.120.10.080.060.040.020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 60HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 41P: Green Roof

Inflow Area = 2,605.3 m², 0.00% Impervious, Inflow Depth = 14 mm for 10-Year eventInflow = 0.0316 m³/s @ 0.17 hrs, Volume= 36.0 m³Outflow = 0.0101 m³/s @ 0.43 hrs, Volume= 22.7 m³, Atten= 68%, Lag= 15.6 minPrimary = 0.0101 m³/s @ 0.43 hrs, Volume= 22.7 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.033 m @ 0.43 hrs Surf.Area= 3,136.3 m² Storage= 30.4 m³

Plug-Flow detention time= 47.6 min calculated for 22.7 m³ (63% of inflow)Center-of-Mass det. time= 43.8 min ( 58.3 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 13.0 m³ 1.00 mW x 2,605.29 mL x 0.01 mH Green Roof Media Storage26.1 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

55.5 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0101 m³/s @ 0.43 hrs HW=100.033 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0101 m³/s @ 0.33 m/s)

Pond 41P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.034

0.032

0.03

0.028

0.026

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=2,605.3 m²

Peak Elev=100.033 m

Storage=30.4 m³

0.0316 m³/s

0.0101 m³/s

Toronto 10-Year Duration=19 min, Inten=97.1 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 61HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 41P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 62HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 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=1,422.0 m² 0.00% Impervious Runoff Depth=32 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0403 m³/s 46.0 m³

Runoff Area=402.0 m² 0.00% Impervious Runoff Depth=9 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0032 m³/s 3.6 m³

Runoff Area=116.0 m² 0.00% Impervious Runoff Depth=16 mmSubcatchment 7S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0016 m³/s 1.9 m³

Runoff Area=2,134.0 m² 0.00% Impervious Runoff Depth=32 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0605 m³/s 69.0 m³

Runoff Area=4,430.6 m² 0.00% Impervious Runoff Depth=32 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.1256 m³/s 143.2 m³

Runoff Area=1,464.4 m² 0.00% Impervious Runoff Depth=9 mmSubcatchment 37S: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0115 m³/s 13.1 m³

Runoff Area=2,605.3 m² 0.00% Impervious Runoff Depth=16 mmSubcatchment 38S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0369 m³/s 42.1 m³

Runoff Area=10,130.4 m² 0.00% Impervious Runoff Depth=32 mmSubcatchment 39S: At-Grade Tc=10.0 min C=0.90 Runoff=0.2872 m³/s 327.4 m³

Reach 15R: Catchment 201 (A)

Reach 16R: Catchment 202 (BC)

Peak Elev=1.162 m Storage=104.6 m³ Inflow=0.1041 m³/s 119.7 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0272 m³/s 118.5 m³

Peak Elev=100.002 m Storage=1.8 m³ Inflow=0.0016 m³/s 1.9 m³Pond 6P: Green Roof Outflow=0.0002 m³/s 1.1 m³

Peak Elev=1.203 m Storage=391.1 m³ Inflow=0.4335 m³/s 512.4 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.1649 m³/s 508.9 m³

Peak Elev=100.040 m Storage=34.2 m³ Inflow=0.0369 m³/s 42.1 m³Pond 41P: Green Roof Outflow=0.0135 m³/s 28.7 m³

Total Runoff Area = 22,704.7 m² Runoff Volume = 646.2 m³ Average Runoff Depth = 28 mm100.00% Pervious = 22,704.7 m² 0.00% Impervious = 0.0 m²

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 63HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 3: Impervious Roof

Runoff = 0.0403 m³/s @ 0.17 hrs, Volume= 46.0 m³, Depth= 32 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

1,422.0 0.90 Impervious Roof

1,422.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 3: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.044

0.042

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=1,422.0 m²

Runoff Volume=46.0 m³

Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.0403 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 64HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 4: Pervious Landscaping

Runoff = 0.0032 m³/s @ 0.17 hrs, Volume= 3.6 m³, Depth= 9 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

402.0 0.25 Pervious Area

402.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 4: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.003

0.003

0.003

0.003

0.003

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0

Toronto 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=402.0 m²

Runoff Volume=3.6 m³

Runoff Depth=9 mm

Tc=10.0 min

C=0.25

0.0032 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 65HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 7S: Green Roof

Runoff = 0.0016 m³/s @ 0.17 hrs, Volume= 1.9 m³, Depth= 16 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

116.0 0.45 Green Roof

116.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 7S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.001

0.001

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=19 min,

Inten=113.4 mm/hr

Runoff Area=116.0 m²

Runoff Volume=1.9 m³

Runoff Depth=16 mm

Tc=10.0 min

C=0.45

0.0016 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 66HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 8S: At-Grade Impervious

Runoff = 0.0605 m³/s @ 0.17 hrs, Volume= 69.0 m³, Depth= 32 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

2,134.0 0.90 Paved Areas

2,134.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 8S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.065

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 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=2,134.0 m²

Runoff Volume=69.0 m³

Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.0605 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 67HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 36S: Impervious Roof

Runoff = 0.1256 m³/s @ 0.17 hrs, Volume= 143.2 m³, Depth= 32 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

4,430.6 0.90 Impervious Roof

4,430.6 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 36S: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.14

0.13

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 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=4,430.6 m²

Runoff Volume=143.2 m³

Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.1256 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 68HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 37S: Pervious Landscaping

Runoff = 0.0115 m³/s @ 0.17 hrs, Volume= 13.1 m³, Depth= 9 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

1,464.4 0.25 Pervious Area

1,464.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.013

0.012

0.011

0.011

0.01

0.01

0.009

0.009

0.008

0.008

0.007

0.007

0.006

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0

Toronto 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=1,464.4 m²

Runoff Volume=13.1 m³

Runoff Depth=9 mm

Tc=10.0 min

C=0.25

0.0115 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 69HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 38S: Green Roof

Runoff = 0.0369 m³/s @ 0.17 hrs, Volume= 42.1 m³, Depth= 16 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

2,605.3 0.45 Green Roof

2,605.3 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 38S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=2,605.3 m²

Runoff Volume=42.1 m³

Runoff Depth=16 mm

Tc=10.0 min

C=0.45

0.0369 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 70HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 39S: At-Grade Impervious

Runoff = 0.2872 m³/s @ 0.17 hrs, Volume= 327.4 m³, Depth= 32 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 25-Year Duration=19 min, Inten=113.4 mm/hr

Area (m²) C Description

10,130.4 0.90

10,130.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 39S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.32

0.3

0.28

0.26

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 25-Year

Duration=19 min,

Inten=113.4 mm/hr

Runoff Area=10,130.4 m²

Runoff Volume=327.4 m³

Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.2872 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 71HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 15R: Catchment 201 (A)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 72HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 16R: Catchment 202 (BC)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 73HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 5: SWM Tank (33.1L/s)

Inflow Area = 4,074.0 m², 0.00% Impervious, Inflow Depth > 29 mm for 25-Year eventInflow = 0.1041 m³/s @ 0.31 hrs, Volume= 119.7 m³Outflow = 0.0272 m³/s @ 0.44 hrs, Volume= 118.5 m³, Atten= 74%, Lag= 7.8 minPrimary = 0.0272 m³/s @ 0.44 hrs, Volume= 118.5 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.150 m Surf.Area= 90.0 m² Storage= 13.5 m³Peak Elev= 1.162 m @ 0.44 hrs Surf.Area= 90.0 m² Storage= 104.6 m³ (91.1 m³ above start)

Plug-Flow detention time= 49.4 min calculated for 104.8 m³ (88% of inflow)Center-of-Mass det. time= 41.9 min ( 57.4 - 15.5 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 180.0 m³ 1.00 mW x 90.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.160 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0272 m³/s @ 0.44 hrs HW=1.162 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0272 m³/s @ 3.46 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.115

0.11

0.105

0.1

0.095

0.09

0.085

0.08

0.075

0.07

0.065

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

Inflow Area=4,074.0 m²

Peak Elev=1.162 m

Storage=104.6 m³

0.1041 m³/s

0.0272 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 74HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 5: SWM Tank (33.1L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 75HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 6P: Green Roof

Inflow Area = 116.0 m², 0.00% Impervious, Inflow Depth = 16 mm for 25-Year eventInflow = 0.0016 m³/s @ 0.17 hrs, Volume= 1.9 m³Outflow = 0.0002 m³/s @ 0.46 hrs, Volume= 1.1 m³, Atten= 89%, Lag= 17.7 minPrimary = 0.0002 m³/s @ 0.46 hrs, Volume= 1.1 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.002 m @ 0.46 hrs Surf.Area= 647.0 m² Storage= 1.8 m³

Plug-Flow detention time= 106.3 min calculated for 1.1 m³ (61% of inflow)Center-of-Mass det. time= 102.3 min ( 116.8 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 0.6 m³ 1.00 mW x 116.00 mL x 0.01 mH Green Roof Media Storage1.2 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

43.1 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0002 m³/s @ 0.46 hrs HW=100.002 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0002 m³/s @ 0.09 m/s)

Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Inflow Area=116.0 m²

Peak Elev=100.002 m

Storage=1.8 m³

0.0016 m³/s

0.0002 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 76HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 6P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 77HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 40P: SWM Tank (243.9L/s)

Inflow Area = 18,630.7 m², 0.00% Impervious, Inflow Depth = 28 mm for 25-Year eventInflow = 0.4335 m³/s @ 0.31 hrs, Volume= 512.4 m³Outflow = 0.1649 m³/s @ 0.42 hrs, Volume= 508.9 m³, Atten= 62%, Lag= 7.1 minPrimary = 0.1649 m³/s @ 0.42 hrs, Volume= 508.9 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.180 m Surf.Area= 325.0 m² Storage= 58.5 m³Peak Elev= 1.203 m @ 0.42 hrs Surf.Area= 325.0 m² Storage= 391.1 m³ (332.6 m³ above start)

Plug-Flow detention time= 36.2 min calculated for 449.7 m³ (88% of inflow)Center-of-Mass det. time= 29.2 min ( 45.9 - 16.7 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 650.0 m³ 1.00 mW x 325.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.180 m 250 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1648 m³/s @ 0.42 hrs HW=1.203 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1648 m³/s @ 3.36 m/s)

Pond 40P: SWM Tank (243.9L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.48

0.46

0.44

0.42

0.4

0.38

0.36

0.34

0.32

0.3

0.28

0.26

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=18,630.7 m²

Peak Elev=1.203 m

Storage=391.1 m³

0.4335 m³/s

0.1649 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 78HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 40P: SWM Tank (243.9L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.220.20.180.160.140.120.10.080.060.040.020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 79HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 41P: Green Roof

Inflow Area = 2,605.3 m², 0.00% Impervious, Inflow Depth = 16 mm for 25-Year eventInflow = 0.0369 m³/s @ 0.17 hrs, Volume= 42.1 m³Outflow = 0.0135 m³/s @ 0.42 hrs, Volume= 28.7 m³, Atten= 63%, Lag= 15.1 minPrimary = 0.0135 m³/s @ 0.42 hrs, Volume= 28.7 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.040 m @ 0.42 hrs Surf.Area= 3,136.3 m² Storage= 34.2 m³

Plug-Flow detention time= 42.8 min calculated for 28.6 m³ (68% of inflow)Center-of-Mass det. time= 40.0 min ( 54.5 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 13.0 m³ 1.00 mW x 2,605.29 mL x 0.01 mH Green Roof Media Storage26.1 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

55.5 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0135 m³/s @ 0.42 hrs HW=100.040 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0135 m³/s @ 0.36 m/s)

Pond 41P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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=2,605.3 m²

Peak Elev=100.040 m

Storage=34.2 m³

0.0369 m³/s

0.0135 m³/s

Toronto 25-Year Duration=19 min, Inten=113.4 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 80HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 41P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 81HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 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=1,422.0 m² 0.00% Impervious Runoff Depth=38 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0477 m³/s 54.4 m³

Runoff Area=402.0 m² 0.00% Impervious Runoff Depth=11 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0037 m³/s 4.3 m³

Runoff Area=116.0 m² 0.00% Impervious Runoff Depth=19 mmSubcatchment 7S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0019 m³/s 2.2 m³

Runoff Area=2,134.0 m² 0.00% Impervious Runoff Depth=38 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0716 m³/s 81.6 m³

Runoff Area=4,430.6 m² 0.00% Impervious Runoff Depth=38 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.1487 m³/s 169.5 m³

Runoff Area=1,464.4 m² 0.00% Impervious Runoff Depth=11 mmSubcatchment 37S: Pervious Tc=10.0 min C=0.25 Runoff=0.0137 m³/s 15.6 m³

Runoff Area=2,605.3 m² 0.00% Impervious Runoff Depth=19 mmSubcatchment 38S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0437 m³/s 49.8 m³

Runoff Area=10,130.4 m² 0.00% Impervious Runoff Depth=38 mmSubcatchment 39S: At-Grade Tc=10.0 min C=0.90 Runoff=0.3400 m³/s 387.5 m³

Reach 15R: Catchment 201 (A)

Reach 16R: Catchment 202 (BC)

Peak Elev=1.370 m Storage=123.3 m³ Inflow=0.1232 m³/s 141.8 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0300 m³/s 140.6 m³

Peak Elev=100.003 m Storage=2.1 m³ Inflow=0.0019 m³/s 2.2 m³Pond 6P: Green Roof Outflow=0.0003 m³/s 1.5 m³

Peak Elev=1.423 m Storage=462.5 m³ Inflow=0.5154 m³/s 608.9 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.1839 m³/s 605.3 m³

Peak Elev=100.048 m Storage=38.7 m³ Inflow=0.0437 m³/s 49.8 m³Pond 41P: Green Roof Outflow=0.0181 m³/s 36.4 m³

Total Runoff Area = 22,704.7 m² Runoff Volume = 764.8 m³ Average Runoff Depth = 34 mm100.00% Pervious = 22,704.7 m² 0.00% Impervious = 0.0 m²

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 82HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 3: Impervious Roof

Runoff = 0.0477 m³/s @ 0.17 hrs, Volume= 54.4 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

1,422.0 0.90 Impervious Roof

1,422.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 3: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

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=19 min,

Inten=134.2 mm/hr

Runoff Area=1,422.0 m²

Runoff Volume=54.4 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.0477 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 83HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 4: Pervious Landscaping

Runoff = 0.0037 m³/s @ 0.17 hrs, Volume= 4.3 m³, Depth= 11 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

402.0 0.25 Pervious Area

402.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 4: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.004

0.004

0.004

0.003

0.003

0.003

0.003

0.003

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0

Toronto 50-Year

Duration=19 min,

Inten=134.2 mm/hr

Runoff Area=402.0 m²

Runoff Volume=4.3 m³

Runoff Depth=11 mm

Tc=10.0 min

C=0.25

0.0037 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 84HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 7S: Green Roof

Runoff = 0.0019 m³/s @ 0.17 hrs, Volume= 2.2 m³, Depth= 19 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

116.0 0.45 Green Roof

116.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 7S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.001

0.001

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 50-Year

Duration=19 min,

Inten=134.2 mm/hr

Runoff Area=116.0 m²

Runoff Volume=2.2 m³

Runoff Depth=19 mm

Tc=10.0 min

C=0.45

0.0019 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 85HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 8S: At-Grade Impervious

Runoff = 0.0716 m³/s @ 0.17 hrs, Volume= 81.6 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

2,134.0 0.90 Paved Areas

2,134.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 8S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.08

0.075

0.07

0.065

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=19 min,

Inten=134.2 mm/hr

Runoff Area=2,134.0 m²

Runoff Volume=81.6 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.0716 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 86HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 36S: Impervious Roof

Runoff = 0.1487 m³/s @ 0.17 hrs, Volume= 169.5 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

4,430.6 0.90 Impervious Roof

4,430.6 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 36S: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.16

0.15

0.14

0.13

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 50-Year

Duration=19 min,

Inten=134.2 mm/hr

Runoff Area=4,430.6 m²

Runoff Volume=169.5 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.1487 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 87HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 37S: Pervious Landscaping

Runoff = 0.0137 m³/s @ 0.17 hrs, Volume= 15.6 m³, Depth= 11 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

1,464.4 0.25 Pervious Area

1,464.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.015

0.014

0.013

0.012

0.011

0.01

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

0

Toronto 50-Year

Duration=19 min,

Inten=134.2 mm/hr

Runoff Area=1,464.4 m²

Runoff Volume=15.6 m³

Runoff Depth=11 mm

Tc=10.0 min

C=0.25

0.0137 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 88HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 38S: Green Roof

Runoff = 0.0437 m³/s @ 0.17 hrs, Volume= 49.8 m³, Depth= 19 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

2,605.3 0.45 Green Roof

2,605.3 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 38S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.048

0.046

0.044

0.042

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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 50-Year

Duration=19 min,

Inten=134.2 mm/hr

Runoff Area=2,605.3 m²

Runoff Volume=49.8 m³

Runoff Depth=19 mm

Tc=10.0 min

C=0.45

0.0437 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 89HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 39S: At-Grade Impervious

Runoff = 0.3400 m³/s @ 0.17 hrs, Volume= 387.5 m³, Depth= 38 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 50-Year Duration=19 min, Inten=134.2 mm/hr

Area (m²) C Description

10,130.4 0.90

10,130.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 39S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.38

0.36

0.34

0.32

0.3

0.28

0.26

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=19 min,

Inten=134.2 mm/hr

Runoff Area=10,130.4 m²

Runoff Volume=387.5 m³

Runoff Depth=38 mm

Tc=10.0 min

C=0.90

0.3400 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 90HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 15R: Catchment 201 (A)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 91HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 16R: Catchment 202 (BC)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 92HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 5: SWM Tank (33.1L/s)

Inflow Area = 4,074.0 m², 0.00% Impervious, Inflow Depth > 35 mm for 50-Year eventInflow = 0.1232 m³/s @ 0.31 hrs, Volume= 141.8 m³Outflow = 0.0300 m³/s @ 0.44 hrs, Volume= 140.6 m³, Atten= 76%, Lag= 8.0 minPrimary = 0.0300 m³/s @ 0.44 hrs, Volume= 140.6 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.150 m Surf.Area= 90.0 m² Storage= 13.5 m³Peak Elev= 1.370 m @ 0.44 hrs Surf.Area= 90.0 m² Storage= 123.3 m³ (109.8 m³ above start)

Plug-Flow detention time= 52.1 min calculated for 127.1 m³ (90% of inflow)Center-of-Mass det. time= 44.9 min ( 60.4 - 15.5 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 180.0 m³ 1.00 mW x 90.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.160 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0300 m³/s @ 0.44 hrs HW=1.370 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0300 m³/s @ 3.82 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.13

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

Inflow Area=4,074.0 m²

Peak Elev=1.370 m

Storage=123.3 m³

0.1232 m³/s

0.0300 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 93HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 5: SWM Tank (33.1L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 94HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 6P: Green Roof

Inflow Area = 116.0 m², 0.00% Impervious, Inflow Depth = 19 mm for 50-Year eventInflow = 0.0019 m³/s @ 0.17 hrs, Volume= 2.2 m³Outflow = 0.0003 m³/s @ 0.46 hrs, Volume= 1.5 m³, Atten= 87%, Lag= 17.5 minPrimary = 0.0003 m³/s @ 0.46 hrs, Volume= 1.5 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.003 m @ 0.46 hrs Surf.Area= 647.0 m² Storage= 2.1 m³

Plug-Flow detention time= 99.3 min calculated for 1.5 m³ (66% of inflow)Center-of-Mass det. time= 96.2 min ( 110.7 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 0.6 m³ 1.00 mW x 116.00 mL x 0.01 mH Green Roof Media Storage1.2 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

43.1 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0003 m³/s @ 0.46 hrs HW=100.003 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0003 m³/s @ 0.10 m/s)

Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

0

Inflow Area=116.0 m²

Peak Elev=100.003 m

Storage=2.1 m³

0.0019 m³/s

0.0003 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 95HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 6P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 96HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 40P: SWM Tank (243.9L/s)

Inflow Area = 18,630.7 m², 0.00% Impervious, Inflow Depth = 33 mm for 50-Year eventInflow = 0.5154 m³/s @ 0.31 hrs, Volume= 608.9 m³Outflow = 0.1839 m³/s @ 0.43 hrs, Volume= 605.3 m³, Atten= 64%, Lag= 7.3 minPrimary = 0.1839 m³/s @ 0.43 hrs, Volume= 605.3 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.180 m Surf.Area= 325.0 m² Storage= 58.5 m³Peak Elev= 1.423 m @ 0.43 hrs Surf.Area= 325.0 m² Storage= 462.5 m³ (404.0 m³ above start)

Plug-Flow detention time= 37.2 min calculated for 546.8 m³ (90% of inflow)Center-of-Mass det. time= 30.5 min ( 47.2 - 16.7 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 650.0 m³ 1.00 mW x 325.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.180 m 250 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1839 m³/s @ 0.43 hrs HW=1.423 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1839 m³/s @ 3.75 m/s)

Pond 40P: SWM Tank (243.9L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

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=18,630.7 m²

Peak Elev=1.423 m

Storage=462.5 m³

0.5154 m³/s

0.1839 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 97HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 40P: SWM Tank (243.9L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.220.20.180.160.140.120.10.080.060.040.020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 98HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 41P: Green Roof

Inflow Area = 2,605.3 m², 0.00% Impervious, Inflow Depth = 19 mm for 50-Year eventInflow = 0.0437 m³/s @ 0.17 hrs, Volume= 49.8 m³Outflow = 0.0181 m³/s @ 0.41 hrs, Volume= 36.4 m³, Atten= 59%, Lag= 14.7 minPrimary = 0.0181 m³/s @ 0.41 hrs, Volume= 36.4 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.048 m @ 0.41 hrs Surf.Area= 3,136.3 m² Storage= 38.7 m³

Plug-Flow detention time= 38.7 min calculated for 36.4 m³ (73% of inflow)Center-of-Mass det. time= 36.4 min ( 50.9 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 13.0 m³ 1.00 mW x 2,605.29 mL x 0.01 mH Green Roof Media Storage26.1 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

55.5 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0181 m³/s @ 0.41 hrs HW=100.048 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0181 m³/s @ 0.40 m/s)

Pond 41P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.048

0.046

0.044

0.042

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

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=2,605.3 m²

Peak Elev=100.048 m

Storage=38.7 m³

0.0437 m³/s

0.0181 m³/s

Toronto 50-Year Duration=19 min, Inten=134.2 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 99HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 41P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 100HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 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=1,422.0 m² 0.00% Impervious Runoff Depth=43 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0533 m³/s 60.7 m³

Runoff Area=402.0 m² 0.00% Impervious Runoff Depth=12 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0042 m³/s 4.8 m³

Runoff Area=116.0 m² 0.00% Impervious Runoff Depth=21 mmSubcatchment 7S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0022 m³/s 2.5 m³

Runoff Area=2,134.0 m² 0.00% Impervious Runoff Depth=43 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0799 m³/s 91.1 m³

Runoff Area=4,430.6 m² 0.00% Impervious Runoff Depth=43 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.1659 m³/s 189.1 m³

Runoff Area=1,464.4 m² 0.00% Impervious Runoff Depth=12 mmSubcatchment 37S: Pervious Tc=10.0 min C=0.25 Runoff=0.0152 m³/s 17.4 m³

Runoff Area=2,605.3 m² 0.00% Impervious Runoff Depth=21 mmSubcatchment 38S: Green Roof Tc=10.0 min C=0.45 Runoff=0.0488 m³/s 55.6 m³

Runoff Area=10,130.4 m² 0.00% Impervious Runoff Depth=43 mmSubcatchment 39S: At-Grade Tc=10.0 min C=0.90 Runoff=0.3794 m³/s 432.4 m³

Reach 15R: Catchment 201 (A)

Reach 16R: Catchment 202 (BC)

Peak Elev=1.527 m Storage=137.4 m³ Inflow=0.1375 m³/s 158.3 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0319 m³/s 157.1 m³

Peak Elev=100.003 m Storage=2.3 m³ Inflow=0.0022 m³/s 2.5 m³Pond 6P: Green Roof Outflow=0.0003 m³/s 1.7 m³

Peak Elev=1.589 m Storage=516.4 m³ Inflow=0.5768 m³/s 681.0 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.1971 m³/s 677.4 m³

Peak Elev=100.055 m Storage=42.4 m³ Inflow=0.0488 m³/s 55.6 m³Pond 41P: Green Roof Outflow=0.0196 m³/s 42.2 m³

Total Runoff Area = 22,704.7 m² Runoff Volume = 853.5 m³ Average Runoff Depth = 38 mm100.00% Pervious = 22,704.7 m² 0.00% Impervious = 0.0 m²

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 101HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 3: Impervious Roof

Runoff = 0.0533 m³/s @ 0.17 hrs, Volume= 60.7 m³, Depth= 43 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

1,422.0 0.90 Impervious Roof

1,422.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 3: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

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 100-Year

Duration=19 min,

Inten=149.8 mm/hr

Runoff Area=1,422.0 m²

Runoff Volume=60.7 m³

Runoff Depth=43 mm

Tc=10.0 min

C=0.90

0.0533 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 102HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 4: Pervious Landscaping

Runoff = 0.0042 m³/s @ 0.17 hrs, Volume= 4.8 m³, Depth= 12 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

402.0 0.25 Pervious Area

402.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 4: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.005

0.004

0.004

0.004

0.004

0.004

0.003

0.003

0.003

0.003

0.003

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0

Toronto 100-Year

Duration=19 min,

Inten=149.8 mm/hr

Runoff Area=402.0 m²

Runoff Volume=4.8 m³

Runoff Depth=12 mm

Tc=10.0 min

C=0.25

0.0042 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 103HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 7S: Green Roof

Runoff = 0.0022 m³/s @ 0.17 hrs, Volume= 2.5 m³, Depth= 21 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

116.0 0.45 Green Roof

116.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 7S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

Toronto 100-Year

Duration=19 min,

Inten=149.8 mm/hr

Runoff Area=116.0 m²

Runoff Volume=2.5 m³

Runoff Depth=21 mm

Tc=10.0 min

C=0.45

0.0022 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 104HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 8S: At-Grade Impervious

Runoff = 0.0799 m³/s @ 0.17 hrs, Volume= 91.1 m³, Depth= 43 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

2,134.0 0.90 Paved Areas

2,134.0 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 8S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.085

0.08

0.075

0.07

0.065

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=19 min,

Inten=149.8 mm/hr

Runoff Area=2,134.0 m²

Runoff Volume=91.1 m³

Runoff Depth=43 mm

Tc=10.0 min

C=0.90

0.0799 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 105HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 36S: Impervious Roof

Runoff = 0.1659 m³/s @ 0.17 hrs, Volume= 189.1 m³, Depth= 43 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

4,430.6 0.90 Impervious Roof

4,430.6 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 36S: Impervious Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.18

0.17

0.16

0.15

0.14

0.13

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 100-Year

Duration=19 min,

Inten=149.8 mm/hr

Runoff Area=4,430.6 m²

Runoff Volume=189.1 m³

Runoff Depth=43 mm

Tc=10.0 min

C=0.90

0.1659 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 106HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 37S: Pervious Landscaping

Runoff = 0.0152 m³/s @ 0.17 hrs, Volume= 17.4 m³, Depth= 12 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

1,464.4 0.25 Pervious Area

1,464.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.017

0.016

0.015

0.014

0.013

0.012

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=19 min,

Inten=149.8 mm/hr

Runoff Area=1,464.4 m²

Runoff Volume=17.4 m³

Runoff Depth=12 mm

Tc=10.0 min

C=0.25

0.0152 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 107HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 38S: Green Roof

Runoff = 0.0488 m³/s @ 0.17 hrs, Volume= 55.6 m³, Depth= 21 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

2,605.3 0.45 Green Roof

2,605.3 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 38S: Green Roof

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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=19 min,

Inten=149.8 mm/hr

Runoff Area=2,605.3 m²

Runoff Volume=55.6 m³

Runoff Depth=21 mm

Tc=10.0 min

C=0.45

0.0488 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 108HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Subcatchment 39S: At-Grade Impervious

Runoff = 0.3794 m³/s @ 0.17 hrs, Volume= 432.4 m³, Depth= 43 mm

Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsToronto 100-Year Duration=19 min, Inten=149.8 mm/hr

Area (m²) C Description

10,130.4 0.90

10,130.4 100.00% Pervious Area

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

10.0 Direct Entry, Direct Entry

Subcatchment 39S: At-Grade Impervious

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.42

0.4

0.38

0.36

0.34

0.32

0.3

0.28

0.26

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 100-Year

Duration=19 min,

Inten=149.8 mm/hr

Runoff Area=10,130.4 m²

Runoff Volume=432.4 m³

Runoff Depth=43 mm

Tc=10.0 min

C=0.90

0.3794 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 109HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 15R: Catchment 201 (A)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 110HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Reach 16R: Catchment 202 (BC)

[40] Hint: Not Described (Outflow=Inflow)

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 111HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 5: SWM Tank (33.1L/s)

Inflow Area = 4,074.0 m², 0.00% Impervious, Inflow Depth > 39 mm for 100-Year eventInflow = 0.1375 m³/s @ 0.31 hrs, Volume= 158.3 m³Outflow = 0.0319 m³/s @ 0.44 hrs, Volume= 157.1 m³, Atten= 77%, Lag= 8.1 minPrimary = 0.0319 m³/s @ 0.44 hrs, Volume= 157.1 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.150 m Surf.Area= 90.0 m² Storage= 13.5 m³Peak Elev= 1.527 m @ 0.44 hrs Surf.Area= 90.0 m² Storage= 137.4 m³ (123.9 m³ above start)

Plug-Flow detention time= 53.9 min calculated for 143.6 m³ (91% of inflow)Center-of-Mass det. time= 47.1 min ( 62.6 - 15.5 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 180.0 m³ 1.00 mW x 90.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.160 m 100 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.0319 m³/s @ 0.44 hrs HW=1.526 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0319 m³/s @ 4.07 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.15

0.14

0.13

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

Inflow Area=4,074.0 m²

Peak Elev=1.527 m

Storage=137.4 m³

0.1375 m³/s

0.0319 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 112HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 5: SWM Tank (33.1L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 113HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 6P: Green Roof

Inflow Area = 116.0 m², 0.00% Impervious, Inflow Depth = 21 mm for 100-Year eventInflow = 0.0022 m³/s @ 0.17 hrs, Volume= 2.5 m³Outflow = 0.0003 m³/s @ 0.46 hrs, Volume= 1.7 m³, Atten= 86%, Lag= 17.4 minPrimary = 0.0003 m³/s @ 0.46 hrs, Volume= 1.7 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.003 m @ 0.46 hrs Surf.Area= 647.0 m² Storage= 2.3 m³

Plug-Flow detention time= 95.3 min calculated for 1.7 m³ (69% of inflow)Center-of-Mass det. time= 92.4 min ( 106.9 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 0.6 m³ 1.00 mW x 116.00 mL x 0.01 mH Green Roof Media Storage1.2 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

43.1 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0003 m³/s @ 0.46 hrs HW=100.003 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0003 m³/s @ 0.10 m/s)

Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.000

0.000

0.000

0.000

0

Inflow Area=116.0 m²

Peak Elev=100.003 m

Storage=2.3 m³

0.0022 m³/s

0.0003 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 114HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 6P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 115HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 40P: SWM Tank (243.9L/s)

Inflow Area = 18,630.7 m², 0.00% Impervious, Inflow Depth = 37 mm for 100-Year eventInflow = 0.5768 m³/s @ 0.31 hrs, Volume= 681.0 m³Outflow = 0.1971 m³/s @ 0.43 hrs, Volume= 677.4 m³, Atten= 66%, Lag= 7.5 minPrimary = 0.1971 m³/s @ 0.43 hrs, Volume= 677.4 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.180 m Surf.Area= 325.0 m² Storage= 58.5 m³Peak Elev= 1.589 m @ 0.43 hrs Surf.Area= 325.0 m² Storage= 516.4 m³ (457.9 m³ above start)

Plug-Flow detention time= 37.3 min calculated for 617.8 m³ (91% of inflow)Center-of-Mass det. time= 31.6 min ( 48.2 - 16.7 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 650.0 m³ 1.00 mW x 325.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.180 m 250 mm Vert. Orifice/Grate C= 0.800

Primary OutFlow Max=0.1971 m³/s @ 0.43 hrs HW=1.589 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.1971 m³/s @ 4.02 m/s)

Pond 40P: SWM Tank (243.9L/s)

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.6

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=18,630.7 m²

Peak Elev=1.589 m

Storage=516.4 m³

0.5768 m³/s

0.1971 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 116HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 40P: SWM Tank (243.9L/s)

Primary

Stage-Discharge

Discharge (m³/s)0.220.20.180.160.140.120.10.080.060.040.020

Ele

vati

on

(m

ete

rs)

2

1

0

Orifice/Grate

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 117HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Summary for Pond 41P: Green Roof

Inflow Area = 2,605.3 m², 0.00% Impervious, Inflow Depth = 21 mm for 100-Year eventInflow = 0.0488 m³/s @ 0.17 hrs, Volume= 55.6 m³Outflow = 0.0196 m³/s @ 0.42 hrs, Volume= 42.2 m³, Atten= 60%, Lag= 14.8 minPrimary = 0.0196 m³/s @ 0.42 hrs, Volume= 42.2 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.055 m @ 0.42 hrs Surf.Area= 3,136.3 m² Storage= 42.4 m³

Plug-Flow detention time= 37.3 min calculated for 42.2 m³ (76% of inflow)Center-of-Mass det. time= 34.8 min ( 49.3 - 14.5 )

Volume Invert Avail.Storage Storage Description

#1 99.990 m 13.0 m³ 1.00 mW x 2,605.29 mL x 0.01 mH Green Roof Media Storage26.1 m³ Overall x 50.0% Voids

#2 100.000 m 42.5 m³ 1.00 mW x 531.00 mL x 0.08 mH Green Roof

55.5 m³ Total Available Storage

Device Routing Invert Outlet Devices

#1 Primary 100.000 m 100 mm Horiz. Orifice/Grate X 3.00 C= 0.800 Limited to weir flow at low heads

Primary OutFlow Max=0.0196 m³/s @ 0.42 hrs HW=100.055 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0196 m³/s @ 0.83 m/s)

Pond 41P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

0

Inflow Area=2,605.3 m²

Peak Elev=100.055 m

Storage=42.4 m³

0.0488 m³/s

0.0196 m³/s

Toronto 100-Year Duration=19 min, Inten=149.8 mm/hrRichview Square Printed 19/04/2018Prepared by {enter your company name here}

Page 118HydroCAD® 10.00-21 s/n 05585 © 2018 HydroCAD Software Solutions LLC

Pond 41P: Green Roof

Primary

Stage-Discharge

Discharge (m³/s)0.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020

Ele

vati

on

(m

ete

rs)

100.08

100.075

100.07

100.065

100.06

100.055

100.05

100.045

100.04

100.035

100.03

100.025

100.02

100.015

100.01

100.005

100

99.995

99.99

Orifice/Grate

APPENDIX

C TYPICAL SEDIMENT LOADING REFERENCE MATERIAL