Montrin Richview GP Inc. Stormwater Management Report€¦ · Montrin Richview GP Inc.

Montrin Richview GP Inc.

Stormwater Management Report

Richview Square

4620 Eglinton Avenue West and 250 Wincott Drive

MARCH 18, 2019

WSP Canada Inc.

Stormwater Management Report

Richview Square

4620 Eglinton Avenue West and 250 Wincott Drive


Rezoning Application

Project No.: 15M-00048-03

Date: March 2019

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

Rezoning

Application

Date 2018/04/24 2019/03/18

Prepared by Jennifer Chan Samer Elhallak,

EIT

Signature

Checked by Bhavika Patel Sarah Piasetzki,

P.Eng.

Signature

Project number 15M-00048-03 15M-00048-03

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

WSP March 2019

Page v

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


WSP

Designer Samer Elhallak, EIT

Reviewer Sarah Piasetzki, P.Eng.


WSP March 2019

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 .................................. 4

2.1 General .............................................................................. 4

2.2 Rainfall Information ............................................................ 4

2.3 Allowable Flow Rates ......................................................... 5

3 Post-Development Conditions ................................ 8

3.1 General .............................................................................. 8

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

3.3 Water Quality Control ....................................................... 12

3.4 Erosion Control ................................................................ 12

3.5 Water Quantity Control ..................................................... 13

3.6 Hydrogeology and Groundwater Characterization ........... 15

4 Conclusions ............................................................ 16

WSP March 2019 Page viii

Stormwater Management Report Project No. 15M-00048-03


Tables

TABLE 1: RAINFALL PARAMETERS ............................ 4

TABLE 2: AREA BREAKDOWN BY CATCHMENT ................................................. 5

TABLE 3: PRE-DEVELOPMENT PEAK FLOW RATE CALCULATIONS – CATCHMENT 101 .......................................... 6

TABLE 4: PRE-DEVELOPMENT PEAK FLOW RATE CALCULATIONS – CATCHMENT 102 .......................................... 6

TABLE 5: PROPOSED CONDITIONS AREA BREAKDOWN – CATCHMENT 201 .............. 8

TABLE 6: PROPOSED CONDITIONS AREA BREAKDOWN – CATCHMENT 202 .............. 9

TABLE 7: WATER BALANCE – CATCHMENT 201 ............................................................... 11

TABLE 8: WATER BALANCE – CATCHMENT 202 ............................................................... 12

TABLE 9: SUMMARY OF MODELLING RESULTS – CATCHMENT 201 ................... 14

TABLE 10: SUMMARY OF MODELLING RESULTS – CATCHMENT 202 ................... 14

Figures

FIGURE 1: SITE LOCATION ............................................ 3 FIGURE 2: EXISTING CONDITIONS ............................... 7

FIGURE 3: PROPOSED CONDITIONS ......................... 10

Appendices

A STORMWATER MANAGEMENT CALCULATIONS

B HYDROLOGIC MODEL OUTPUT (HYDROCAD)

C WATER QUALITY UNIT DETAILS


WSP March 2019

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 West and Wincott Drive. The

location of the proposed re-development is illustrated 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:

WSP March 2019 Page 2



— Water Balance – The WWFMG requires a site to ‘retain stormwater on-site, to the extent

practicable, to achieve the same level of annual volume of overland runoff allowable from

the development site under pre-development conditions’. According to the guidelines, if the

allowable annual runoff volume from the development site under post-development

conditions is less than the pre-development conditions, then the maximum allowable

annual runoff is 50% of the total average annual rainfall depth. 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 re-use.

— 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.

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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: 𝐼 = 𝐴𝑇𝐶

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)

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

WWFMG document.


WSP March 2019

Page 5

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. Table 2 provides an area breakdown by catchment. The post-

development catchment area breakdowns will be discussed further in later sections.

Table 2: Area Breakdown by Catchment

Catchment Area (ha) Runoff Coefficient

Pre-Development

101 0.27 0.90

102 1.99 0.60

Total 2.26 0.64

Post-Development

201 0.40 0.78

202 1.86 0.62

Total 2.26 0.65

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 3 and 4. Detailed calculations are contained within Appendix A.




Table 3: 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 59.6

33.1

5 131.8 89.0

10 162.3 109.6

25 189.5 128.0

50 224.3 151.5

100 250.3 169.1

*C=0.90, area of 0.27 ha and time of concentration of 10 minutes

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

Table 4: 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 88.2 292.7

243.9

5 131.8 437.5

10 162.3 538.6

25 189.5 629.1

50 224.3 744.6

100 250.3 830.9

*C=0.60, area of 1.99 ha and time of concentration of 10 minutes

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

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WK

EGLINTON AVENUE WEST

WATERFORD DRIVE

WIN

CO

TT

D

RIV

E

W

I

D

D

I

C

O

M

B

E

H

I

L

L

102

1.99

0.90

101

0.27

0.90

FIGURE 2.dwg - Existing Conditions \\thfiler1.mmm.ca\ENVDATA$\1441 Projects by Job Number\2018\15M-00048-03-SW1 Richview Square - Update\4. CAD\FIGURES\ Mar 12, 2019 - 12:52pmFIGURE 2.dwg - Existing Conditions \\thfiler1.mmm.ca\ENVDATA$\1441 Projects by Job Number\2018\15M-00048-03-SW1 Richview Square - Update\4. CAD\FIGURES\ Mar 12, 2019 - 12:52pm

0 10 3020 40 50m

LEGEND

SITE BOUNDARY

SUB-CATCHMENT BOUNDARY

101

0.27

0.90

SUB-CATCHMENT ID.

DRAIANGE AREA (ha)

RUNOFF COEFFICIENT

OVERLAND FLOW DIRECTION




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 20 storeys, Building B will be 19 storeys,

and both Buildings C and E will be 12 storeys. Buildings B, C, and E will be connected. 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, C, and E. In accordance with the

Toronto Municipal Code, a green roof area of 368 m2 for Building A (located on the twentieth

storey) and a combined area of 5,070 m² for Buildings B, C and E (located on the third, twelfth,

thirteenth, and nineteenth storeys) shall be provided. An area breakdown for the new site

layout is provided below in Tables 5 and 6. Please refer to Figure 3 for details of the post-

development condition land-uses and stormwater catchments.

Table 5: Proposed Conditions Area Breakdown – Catchment 201

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

Pervious At-Grade 482 11.9 0.25

Impervious At-Grade 2,237 55.3 0.90

Impervious Roof 959 23.7 0.90

Green Roof 368 9.1 0.45

Total Site Area 4,047 100 0.78


WSP March 2019

Page 9

Table 6: Proposed Conditions Area Breakdown – Catchment 202

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

Pervious At-Grade 4,496 24.1 0.25

Impervious At-Grade 7,012 37.6 0.90

Impervious Roof 2,069 11.1 0.90

Green Roof 5,070 27.2 0.45

Total Site Area 18,646 100 0.62

PROPERTY LINE

PR

OP

ER

TY

LIN

E

PROPERTY LINE

PR

OP

ER

TY

LIN

E

PROPERTY LINE

PR

OP

ER

TY

LIN

EP

RO

PE

RT

Y LIN

E

PR

OP

ER

TY

LIN

E

PROPERTY LINE

PR

OP

ER

TY

LIN

E

PROPERTY LINE

P

R

O

P

E

R

T

Y

L

I

N

E

PR

OP

ER

TY

LIN

E

1

A421

APPROXIMATE LOCATION OF

PROPOSED SWM TANK

APPROXIMATE

LOCATION OF

PROPOSED SWM TANK

201

0.40

0.78

202

1.86

0.62

FIGURE 3.dwg - Proposed Conditions J:\1441 Projects by Job Number\2018\15M-00048-03-SW1 Richview Square - Update\4. CAD\FIGURES\ Mar 12, 2019 - 12:53pmFIGURE 3.dwg - Proposed Conditions J:\1441 Projects by Job Number\2018\15M-00048-03-SW1 Richview Square - Update\4. CAD\FIGURES\ Mar 12, 2019 - 12:53pm

0 10 3020 40 50m

LEGEND

SITE BOUNDARY

SUB-CATCHMENT BOUNDARY

201

0.40

0.76

SUB-CATCHMENT ID.

DRAIANGE AREA (ha)

RUNOFF COEFFICIENT

GREEN ROOF AREA

ROOF AREA

AT-GRADE SOFT LANDSCAPING


WSP March 2019

Page 11

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 re-use 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 12.8 m3 and 36.3 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 re-use 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 7 and 8.

Table 7: Water Balance – Catchment 201

Surface Type Area

(m2)

5 mm

Volume

(m3)

Initial

Abstraction

(m)

Volume

Abstracted

(m3)

Water

Balance

(m3)

Pervious At-Grade 482 2.41 0.005 2.41 0.00

Impervious At-Grade 2,237 11.19 0.001 2.24 8.95

Impervious Roof 959 4.80 0.001 0.96 3.84

Green Roof 368 1.84 0.005 1.84 0.00

Total Site Area 4,047 20.23 - 7.45 12.79




Table 8: Water Balance – Catchment 202

Surface Type Area

(m2)

5 mm

Volume

(m3)

Initial

Abstraction

(m)

Volume

Abstracted

(m3)

Water

Balance

(m3)

Pervious At-Grade 4,496 22.48 0.005 22.48 0.00


Impervious Roof 2,069 10.35 0.001 2.07 8.28

Green Roof 5,070 25.35 0.005 25.35 0.00

Total Site Area 18,646 93.23 - 56.91 36.32

3.3 Water Quality Control

The water quality criteria in the WWFMG is long-term removal of 80% TSS on an annual

loading basis. A media filtration unit for each catchment is proposed to treat runoff from the at-

grade areas. The roof is considered clean for the purposes of the water quality and does not

require treatment.

The proposed unit for Catchment 201 is a JF4-1-1 (or approved equivalent) while the proposed

unit for Catchment 202 is a JF6-5-1 (or approved equivalent). These units will provide each

catchment with TSS removal for the full inflow areas and will be installed upstream of the

cisterns in an offline configuration which includes bypass manholes. Flows in excess of the

treatment rate will flow directly to the stormwater cisterns.

Please note that the media filtration unit calculations are for preliminary analysis only. It will be

the Contractor’s responsibility to ensure that the selected units meet water quality

requirements per this stormwater management plan. Detailed sizing reports generated by the

manufacturer are included within Appendix C.

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.’


WSP March 2019

Page 13

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.

For Catchment 201, the cistern was designed to provide a storage volume of 160 m3, with a

base area of 80 m². The primary gravity outlet is set 0.20 m above the internal base, to provide

a sufficient re-use volume to satisfy the water balance. A 100 mm diameter orifice plate 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 400 m3, with a

base area of 200 m² and the primary gravity outlet set 0.20 m above the internal 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 9 and 10. HydroCAD

modelling output is provided in Appendix B.




Table 9: 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 13.8

33.1

55.1 0.689 27

5 17.7 77.5 0.969 30

10 20.0 93.3 1.167 30

25 22.0 108.6 1.358 33

50 24.3 128.7 1.608 36

100 26.0 143.9 1.799 39

Table 10: 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 98.3

243.9

128.9 0.644 13

5 133.2 182.3 0.911 15

10 154.6 222.9 1.115 15

25 172.7 262.1 1.310 16

50 194.5 315.1 1.576 18

100 210.0 356.4 1.782 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 143.9 m3 and 356.4 m3 for the cisterns in Catchment 201 and 202 respectively. Note

that the total utilized storage volumes include the sump volume designated for re-use.

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 = 39 and td = 19 minutes (for the 100-year event) for Catchment 201 and 202

respectively.


WSP March 2019

Page 15

3.6 Hydrogeology and Groundwater Characterization

A hydrogeological investigation was conducted in March 2019 by Brown Associates Limited in

order to assess the groundwater conditions and soil characteristics of the development, and

test for the presence of groundwater contamination.

Groundwater was found to enter the site; it does not meet the City of Toronto’s Sewer By-Law

requirements for discharge to the sanitary sewer but is proposed to be treated and discharged

to the sanitary sewer. The groundwater sample, collected on February 16, 2018, exceeds the

sanitary sewer standards for total suspended solids only.

As groundwater is not currently proposed to be released through the stormwater system, it will

not impact the SWM design. The hydrogeological investigation report will be submitted

separately from this report.




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 re-use 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 160 m3 stormwater cistern and

runoff from Catchment 202 will be directed to a 400 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

The target of 80% TSS removal can be achieved through the use of approved stand-alone

media filtration units. Jellyflish Filter models JF4-1-1, and JF6-5-1 from Imbrium have been

sized to treat at grade areas in Catchment 201 and 202 respectively.

GROUNDWATER

The groundwater on site is not proposed to be released through the stormwater system;

therefore, it will not impact the SWM design.

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

APPENDIX

A STORMWATER

MANAGEMENT

CALCULATIONS

By: Date: 3/8/2019 Page:

Checked: Checked: 3/8/2019 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 0.90

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


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

59.6 89.0 109.6 128.0 151.5 169.1

0.060 0.089 0.110 0.128 0.152 0.169

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

Satellite

Stormwater Management

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

Existing Offsite Discharge Rate

Catchment 101

SE

SP

I (mm/hr)

Q (litres/sec)

Q (m3/sec)

Return Period (Years)

A

C

T (mins) **

T (hrs)

CATI =









Runoff Coef, C 0.60




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

292.7 437.5 538.6 629.1 744.6 830.9

0.293 0.437 0.539 0.629 0.745 0.831


Satellite



Existing Offsite Discharge Rate

Catchment 102

SE

SP

I (mm/hr)

Q (litres/sec)

Q (m3/sec)


A

C

T (mins) **

T (hrs)

CATI =









Runoff Coef, C* 0.50




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


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

15M-00048-03No.:Richview Square

SP

SE

A

Allowable Offsite Discharge Rate

Catchment 101


* 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:Stormwater Management

Calculations

Q (m3/sec)

Q (litres/sec)

I (mm/hr)

T (hrs)

T (mins) **

C

CATI =









Runoff Coef, C* 0.50




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


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

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).


A

C

T (mins) **

T (hrs)



Allowable Offsite Discharge Rate

Catchment 102

SE

SP

CATI =



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 482 0.25 0% 74 11.9

Impervious At-Grade 2,237 0.90 100% 98 55.3

Impervious Roof 959 0.90 100% 98 23.7

Green Roof 368 0.45 0% 81 9.1

Total Site Area: 4,047 0.78 79% 94 100.0

Pervious 482 2.41 0.005 2.41 0.00


Roof 959 4.80 0.001 0.96 3.84

Green Roof 368 1.84 0.005 1.84 0.00

Total Site Area: 4,047 20.23 - 7.45 12.79

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: 12.79 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)

SE

SP

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

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)



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 4,496 0.25 0% 74 24.1

Impervious At-Grade 7,012 0.90 100% 98 37.6

Impervious Roof 2,069 0.90 100% 98 11.1

Green Roof 5,070 0.45 0% 81 27.2

Total Site Area: 18,646 0.62 49% 88 100

Pervious 4,496 22.48 0.005 22.48 0.00


Roof 2,069 10.35 0.001 2.07 8.28

Green Roof 5,070 25.35 0.005 25.35 0.00

Total Site Area: 18,646 93.23 - 56.91 36.32

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: 36.32 m3

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)

Water

Balance

(m3)



Abstractions and Water Balance

Catchment 202

SE

SP

APPENDIX

B HYDROLOGIC

MODEL OUTPUT

(HydroCAD)

Catchment 201 (A)

3

Impervious Roof

4

Pervious Landscaping

7S

Green Roof

8S

At-Grade Impervious

5

SWM Tank (33.1L/s)

6P

Green Roof

Routing Diagram for Richview SquarePrepared by WSP Canada Inc., Printed 3/8/2019

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

Subcat Reach Pond Link

Richview Square Printed 3/8/2019Prepared by WSP Canada Inc.

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

Area Listing (selected nodes)

Area

(sq-meters)

C Description

(subcatchment-numbers)

368.0 1.00 Green Roof (7S)

959.0 0.90 Impervious Roof (3)

2,237.0 0.90 Paved Areas (8S)

482.0 0.25 Pervious Area (4)

4,046.0 0.83 TOTAL AREA



Soil Listing (selected nodes)

Area

(sq-meters)

Soil

Group

Subcatchment

Numbers

0.0 HSG A

0.0 HSG B

0.0 HSG C

0.0 HSG D

4,046.0 Other 3, 4, 7S, 8S

4,046.0 TOTAL AREA



Ground Covers (selected nodes)

HSG-A

(sq-meters)

HSG-B

(sq-meters)

HSG-C

(sq-meters)

HSG-D

(sq-meters)

Other

(sq-meters)

Total

(sq-meters)

Ground

Cover

Subcatchment

Numbers

0.0 0.0 0.0 0.0 368.0 368.0 Green Roof

0.0 0.0 0.0 0.0 959.0 959.0 Impervious

Roof

0.0 0.0 0.0 0.0 2,237.0 2,237.0 Paved Areas

0.0 0.0 0.0 0.0 482.0 482.0 Pervious

Area

0.0 0.0 0.0 0.0 4,046.0 4,046.0 TOTAL

AREA

Toronto 2-Year Duration=39 min, Inten=30.5 mm/hrRichview Square Printed 3/8/2019Prepared by WSP Canada Inc.


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=959.0 m² 0.00% Impervious Runoff Depth=18 mmSubcatchment 3: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0073 m³/s 17.1 m³

Runoff Area=482.0 m² 0.00% Impervious Runoff Depth=5 mmSubcatchment 4: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0010 m³/s 2.4 m³

Runoff Area=368.0 m² 100.00% Impervious Runoff Depth=20 mmSubcatchment 7S: Green Roof Tc=10.0 min C=1.00 Runoff=0.0031 m³/s 7.3 m³

Runoff Area=2,237.0 m² 0.00% Impervious Runoff Depth=18 mmSubcatchment 8S: At-Grade Impervious Tc=10.0 min C=0.90 Runoff=0.0171 m³/s 39.9 m³

Peak Elev=0.678 m Storage=54.2 m³ Inflow=0.0273 m³/s 65.9 m³Pond 5: SWM Tank (33.1L/s) Outflow=0.0137 m³/s 65.5 m³

Peak Elev=100.011 m Storage=4.8 m³ Inflow=0.0031 m³/s 7.3 m³Pond 6P: Green Roof Outflow=0.0020 m³/s 6.5 m³

Total Runoff Area = 4,046.0 m² Runoff Volume = 66.7 m³ Average Runoff Depth = 16 mm90.90% Pervious = 3,678.0 m² 9.10% Impervious = 368.0 m²



Summary for Subcatchment 3: Impervious Roof

Collection from various impervious roof areas

Runoff = 0.0073 m³/s @ 0.17 hrs, Volume= 17.1 m³, Depth= 18 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=39 min, Inten=30.5 mm/hr

Area (m²) C Description

959.0 0.90 Impervious Roof

959.0 100.00% 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)

0.008

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 2-Year

Duration=39 min,

Inten=30.5 mm/hr

Runoff Area=959.0 m²

Runoff Volume=17.1 m³

Runoff Depth=18 mm

Tc=10.0 min

C=0.90

0.0073 m³/s



Summary for Subcatchment 4: Pervious Landscaping

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




482.0 0.25 Pervious Area




Subcatchment 4: Pervious Landscaping

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

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

Toronto 2-Year

Duration=39 min,

Inten=30.5 mm/hr



Runoff Depth=5 mm

Tc=10.0 min

C=0.25

0.0010 m³/s



Summary for Subcatchment 7S: Green Roof




368.0 1.00 Green Roof

368.0 100.00% Impervious Area



Subcatchment 7S: Green Roof

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 2-Year

Duration=39 min,

Inten=30.5 mm/hr



Runoff Depth=20 mm

Tc=10.0 min

C=1.00

0.0031 m³/s



Summary for Subcatchment 8S: At-Grade Impervious




2,237.0 0.90 Paved Areas

2,237.0 100.00% Pervious Area



Subcatchment 8S: At-Grade Impervious

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=39 min,

Inten=30.5 mm/hr

Runoff Area=2,237.0 m²


Runoff Depth=18 mm

Tc=10.0 min

C=0.90

0.0171 m³/s



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

Inflow Area = 4,046.0 m², 9.10% Impervious, Inflow Depth > 16 mm for 2-Year eventInflow = 0.0273 m³/s @ 0.65 hrs, Volume= 65.9 m³Outflow = 0.0137 m³/s @ 0.74 hrs, Volume= 65.5 m³, Atten= 50%, Lag= 5.4 minPrimary = 0.0137 m³/s @ 0.74 hrs, Volume= 65.5 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs / 3Starting Elev= 0.200 m Surf.Area= 80.0 m² Storage= 16.0 m³Peak Elev= 0.678 m @ 0.74 hrs Surf.Area= 80.0 m² Storage= 54.2 m³ (38.2 m³ above start)

Plug-Flow detention time= 60.6 min calculated for 49.5 m³ (75% of inflow)Center-of-Mass det. time= 38.5 min ( 67.6 - 29.1 )

Volume Invert Avail.Storage Storage Description

#1 0.000 m 160.0 m³ 1.00 mW x 80.00 mL x 2.00 mH Cistern + Orifice

Device Routing Invert Outlet Devices

#1 Primary 0.200 m 100 mm Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.0137 m³/s @ 0.74 hrs HW=0.678 m (Free Discharge)1=Orifice/Grate (Orifice Controls 0.0137 m³/s @ 1.74 m/s)

Pond 5: SWM Tank (33.1L/s)

InflowPrimary

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

Inflow Area=4,046.0 m²

Peak Elev=0.678 m

Storage=54.2 m³

0.0273 m³/s

0.0137 m³/s



Summary for Pond 6P: Green Roof

Inflow Area = 368.0 m²,100.00% Impervious, Inflow Depth = 20 mm for 2-Year eventInflow = 0.0031 m³/s @ 0.17 hrs, Volume= 7.3 m³Outflow = 0.0020 m³/s @ 0.71 hrs, Volume= 6.5 m³, Atten= 36%, Lag= 32.4 minPrimary = 0.0020 m³/s @ 0.71 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 @ 0.71 hrs Surf.Area= 736.0 m² Storage= 4.8 m³



#1 99.990 m 0.7 m³ 1.00 mW x 368.00 mL x 0.01 mH Green Roof Media Storage3.7 m³ Overall x 20.0% Voids

#2 100.000 m 29.4 m³ 1.00 mW x 368.00 mL x 0.08 mH Green Roof

30.2 m³ Total Available Storage


#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 @ 0.71 hrs HW=100.011 m (Free Discharge)1=Orifice/Grate (Weir Controls 0.0020 m³/s @ 0.19 m/s)

Pond 6P: Green Roof

InflowPrimary

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

Inflow Area=368.0 m²

Peak Elev=100.011 m

Storage=4.8 m³

0.0031 m³/s

0.0020 m³/s
























Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 5-Year

Duration=39 min,

Inten=45.0 mm/hr



Runoff Depth=26 mm

Tc=10.0 min

C=0.90

0.0108 m³/s













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 5-Year

Duration=39 min,

Inten=45.0 mm/hr



Runoff Depth=7 mm

Tc=10.0 min

C=0.25

0.0015 m³/s












Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.005

0.005

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 5-Year

Duration=39 min,

Inten=45.0 mm/hr



Runoff Depth=29 mm

Tc=10.0 min

C=1.00

0.0046 m³/s












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=39 min,

Inten=45.0 mm/hr



Runoff Depth=26 mm

Tc=10.0 min

C=0.90

0.0252 m³/s













InflowPrimary

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


Peak Elev=0.962 m

Storage=77.0 m³

0.0406 m³/s

0.0176 m³/s














Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0


Peak Elev=100.016 m

Storage=6.5 m³

0.0046 m³/s

0.0033 m³/s
























Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 10-Year

Duration=39 min,

Inten=54.6 mm/hr



Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.0131 m³/s













Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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

0

Toronto 10-Year

Duration=39 min,

Inten=54.6 mm/hr



Runoff Depth=9 mm

Tc=10.0 min

C=0.25

0.0018 m³/s












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 10-Year

Duration=39 min,

Inten=54.6 mm/hr



Runoff Depth=36 mm

Tc=10.0 min

C=1.00

0.0056 m³/s












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=39 min,

Inten=54.6 mm/hr



Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.0305 m³/s













InflowPrimary

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


Peak Elev=1.161 m

Storage=92.8 m³

0.0496 m³/s

0.0199 m³/s














Pond 6P: Green Roof

InflowPrimary

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


Peak Elev=100.018 m

Storage=7.5 m³

0.0056 m³/s

0.0042 m³/s
























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 25-Year

Duration=39 min,

Inten=63.8 mm/hr



Runoff Depth=37 mm

Tc=10.0 min

C=0.90

0.0153 m³/s













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

0.001

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=39 min,

Inten=63.8 mm/hr



Runoff Depth=10 mm

Tc=10.0 min

C=0.25

0.0021 m³/s












Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.007

0.007

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=39 min,

Inten=63.8 mm/hr



Runoff Depth=41 mm

Tc=10.0 min

C=1.00

0.0065 m³/s












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 25-Year

Duration=39 min,

Inten=63.8 mm/hr



Runoff Depth=37 mm

Tc=10.0 min

C=0.90

0.0357 m³/s













InflowPrimary

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


Peak Elev=1.354 m

Storage=108.4 m³

0.0581 m³/s

0.0219 m³/s














Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.007

0.007

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


Peak Elev=100.021 m

Storage=8.4 m³

0.0065 m³/s

0.0051 m³/s
























Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 50-Year

Duration=39 min,

Inten=75.5 mm/hr



Runoff Depth=44 mm

Tc=10.0 min

C=0.90

0.0181 m³/s













Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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=39 min,

Inten=75.5 mm/hr



Runoff Depth=12 mm

Tc=10.0 min

C=0.25

0.0025 m³/s












Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 50-Year

Duration=39 min,

Inten=75.5 mm/hr



Runoff Depth=49 mm

Tc=10.0 min

C=1.00

0.0077 m³/s












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 50-Year

Duration=39 min,

Inten=75.5 mm/hr



Runoff Depth=44 mm

Tc=10.0 min

C=0.90

0.0422 m³/s













InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=1.607 m

Storage=128.6 m³

0.0690 m³/s

0.0243 m³/s














Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=100.024 m

Storage=9.5 m³

0.0077 m³/s

0.0062 m³/s
























Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.022

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 100-Year

Duration=39 min,

Inten=84.3 mm/hr



Runoff Depth=49 mm

Tc=10.0 min

C=0.90

0.0202 m³/s













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 100-Year

Duration=39 min,

Inten=84.3 mm/hr



Runoff Depth=14 mm

Tc=10.0 min

C=0.25

0.0028 m³/s












Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 100-Year

Duration=39 min,

Inten=84.3 mm/hr



Runoff Depth=55 mm

Tc=10.0 min

C=1.00

0.0086 m³/s












Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.052

0.05

0.048

0.046

0.044

0.042

0.040.038

0.036

0.034

0.032

0.03

0.028

0.026

0.024

0.022

0.02

0.018

0.016

0.0140.012

0.01

0.008

0.006

0.004

0.002

0

Toronto 100-Year

Duration=39 min,

Inten=84.3 mm/hr



Runoff Depth=49 mm

Tc=10.0 min

C=0.90

0.0471 m³/s













InflowPrimary

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


Peak Elev=1.799 m

Storage=143.9 m³

0.0771 m³/s

0.0260 m³/s














Pond 6P: Green Roof

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=100.026 m

Storage=10.2 m³

0.0086 m³/s

0.0071 m³/s

Catchment 202 (BC)

36S

Impervious Roof

37S

Pervious Landscaping

38S

Green Roof

39S

At-Grade Impervious

40P

SWM Tank (243.9L/s)

41P

Green Roof

Routing Diagram for Richview SquarePrepared by WSP Canada Inc., Printed 3/8/2019


Subcat Reach Pond Link



Area Listing (selected nodes)

Area

(sq-meters)

C Description

(subcatchment-numbers)

7,012.0 0.90 (39S)

5,070.0 1.00 Green Roof (38S)

2,069.0 0.90 Impervious Roof (36S)

4,496.0 0.25 Pervious Area (37S)

18,647.0 0.77 TOTAL AREA



Soil Listing (selected nodes)

Area

(sq-meters)

Soil

Group

Subcatchment

Numbers

0.0 HSG A

0.0 HSG B

0.0 HSG C

0.0 HSG D

18,647.0 Other 36S, 37S, 38S, 39S

18,647.0 TOTAL AREA



Ground Covers (selected nodes)

HSG-A

(sq-meters)

HSG-B

(sq-meters)

HSG-C

(sq-meters)

HSG-D

(sq-meters)

Other

(sq-meters)

Total

(sq-meters)

Ground

Cover

Subcatchment

Numbers

0.0 0.0 0.0 0.0 7,012.0 7,012.0

0.0 0.0 0.0 0.0 5,070.0 5,070.0 Green Roof

0.0 0.0 0.0 0.0 2,069.0 2,069.0 Impervious

Roof

0.0 0.0 0.0 0.0 4,496.0 4,496.0 Pervious

Area

0.0 0.0 0.0 0.0 18,647.0 18,647.0 TOTAL

AREA





Runoff Area=2,069.0 m² 0.00% Impervious Runoff Depth=15 mmSubcatchment 36S: Impervious Roof Tc=10.0 min C=0.90 Runoff=0.0276 m³/s 31.5 m³

Runoff Area=4,496.0 m² 0.00% Impervious Runoff Depth=4 mmSubcatchment 37S: Pervious Landscaping Tc=10.0 min C=0.25 Runoff=0.0167 m³/s 19.0 m³

Runoff Area=5,070.0 m² 100.00% Impervious Runoff Depth=17 mmSubcatchment 38S: Green Roof Tc=10.0 min C=1.00 Runoff=0.0753 m³/s 85.8 m³


Peak Elev=0.636 m Storage=127.2 m³ Inflow=0.1554 m³/s 231.1 m³Pond 40P: SWM Tank (243.9L/s) Outflow=0.0970 m³/s 228.5 m³


Total Runoff Area = 18,647.0 m² Runoff Volume = 243.1 m³ Average Runoff Depth = 13 mm72.81% Pervious = 13,577.0 m² 27.19% Impervious = 5,070.0 m²



Summary for Subcatchment 36S: Impervious Roof





2,069.0 0.90 Impervious Roof




Subcatchment 36S: 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 2-Year

Duration=19 min,

Inten=53.5 mm/hr



Runoff Depth=15 mm

Tc=10.0 min

C=0.90

0.0276 m³/s



Summary for Subcatchment 37S: Pervious Landscaping





4,496.0 0.25 Pervious Area




Subcatchment 37S: Pervious Landscaping

Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 Depth=4 mm

Tc=10.0 min

C=0.25

0.0167 m³/s







5,070.0 1.00 Green Roof

5,070.0 100.00% Impervious Area




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 2-Year

Duration=19 min,

Inten=53.5 mm/hr



Runoff Depth=17 mm

Tc=10.0 min

C=1.00

0.0753 m³/s







7,012.0 0.90





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 2-Year

Duration=19 min,

Inten=53.5 mm/hr



Runoff Depth=15 mm

Tc=10.0 min

C=0.90

0.0937 m³/s



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









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

InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=0.636 m

Storage=127.2 m³

0.1554 m³/s

0.0970 m³/s




Inflow Area = 5,070.0 m²,100.00% Impervious, Inflow Depth = 17 mm for 2-Year eventInflow = 0.0753 m³/s @ 0.17 hrs, Volume= 85.8 m³Outflow = 0.0247 m³/s @ 0.43 hrs, Volume= 73.8 m³, Atten= 67%, Lag= 15.5 minPrimary = 0.0247 m³/s @ 0.43 hrs, Volume= 73.8 m³

Routing by Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrsPeak Elev= 100.012 m @ 0.43 hrs Surf.Area= 10,140.0 m² Storage= 68.8 m³



#1 99.990 m 10.1 m³ 1.00 mW x 5,070.00 mL x 0.01 mH Green Roof Media Storage50.7 m³ Overall x 20.0% Voids

#2 100.000 m 405.6 m³ 1.00 mW x 5,070.00 mL x 0.08 mH Green Roof





Pond 41P: Green Roof

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


Peak Elev=100.012 m

Storage=68.8 m³

0.0753 m³/s

0.0247 m³/s
























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 5-Year

Duration=19 min,

Inten=79.4 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.0411 m³/s













Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 Depth=6 mm

Tc=10.0 min

C=0.25

0.0248 m³/s







5,070.0 1.00 Green Roof





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.125

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 5-Year

Duration=19 min,

Inten=79.4 mm/hr



Runoff Depth=25 mm

Tc=10.0 min

C=1.00

0.1118 m³/s







7,012.0 0.90





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 5-Year

Duration=19 min,

Inten=79.4 mm/hr



Runoff Depth=23 mm

Tc=10.0 min

C=0.90

0.1391 m³/s













InflowPrimary

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


Peak Elev=0.904 m

Storage=180.9 m³

0.2377 m³/s

0.1324 m³/s















InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.125

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


Peak Elev=100.017 m

Storage=96.3 m³

0.1118 m³/s

0.0440 m³/s
























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 Depth=28 mm

Tc=10.0 min

C=0.90

0.0502 m³/s













Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 Depth=8 mm

Tc=10.0 min

C=0.25

0.0303 m³/s







5,070.0 1.00 Green Roof





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 10-Year

Duration=19 min,

Inten=97.1 mm/hr



Runoff Depth=31 mm

Tc=10.0 min

C=1.00

0.1368 m³/s







7,012.0 0.90





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 10-Year

Duration=19 min,

Inten=97.1 mm/hr



Runoff Depth=28 mm

Tc=10.0 min

C=0.90

0.1702 m³/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


Peak Elev=1.108 m

Storage=221.7 m³

0.2953 m³/s

0.1540 m³/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


Peak Elev=100.020 m

Storage=114.1 m³

0.1368 m³/s

0.0583 m³/s
























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 Depth=32 mm

Tc=10.0 min

C=0.90

0.0587 m³/s













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 25-Year

Duration=19 min,

Inten=113.4 mm/hr



Runoff Depth=9 mm

Tc=10.0 min

C=0.25

0.0354 m³/s







5,070.0 1.00 Green Roof





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 25-Year

Duration=19 min,

Inten=113.4 mm/hr



Runoff Depth=36 mm

Tc=10.0 min

C=1.00

0.1597 m³/s







7,012.0 0.90





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 25-Year

Duration=19 min,

Inten=113.4 mm/hr



Runoff Depth=32 mm

Tc=10.0 min

C=0.90

0.1988 m³/s













InflowPrimary

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


Peak Elev=1.307 m

Storage=261.5 m³

0.3491 m³/s

0.1724 m³/s















InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=100.024 m

Storage=129.9 m³

0.1597 m³/s

0.0721 m³/s






Runoff Area=4,496.0 m² 0.00% Impervious Runoff Depth=11 mmSubcatchment 37S: Pervious Tc=10.0 min C=0.25 Runoff=0.0419 m³/s 47.8 m³


















Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 Depth=38 mm

Tc=10.0 min

C=0.90

0.0694 m³/s













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 50-Year

Duration=19 min,

Inten=134.2 mm/hr



Runoff Depth=11 mm

Tc=10.0 min

C=0.25

0.0419 m³/s







5,070.0 1.00 Green Roof





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 50-Year

Duration=19 min,

Inten=134.2 mm/hr



Runoff Depth=42 mm

Tc=10.0 min

C=1.00

0.1891 m³/s







7,012.0 0.90





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.26

0.250.24

0.23

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

0.090.08

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 Depth=38 mm

Tc=10.0 min

C=0.90

0.2353 m³/s













InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=1.575 m

Storage=314.9 m³

0.4186 m³/s

0.1944 m³/s















InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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


Peak Elev=100.027 m

Storage=149.5 m³

0.1891 m³/s

0.0905 m³/s






Runoff Area=4,496.0 m² 0.00% Impervious Runoff Depth=12 mmSubcatchment 37S: Pervious Tc=10.0 min C=0.25 Runoff=0.0468 m³/s 53.3 m³


















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 Depth=43 mm

Tc=10.0 min

C=0.90

0.0775 m³/s













Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.052

0.05

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 100-Year

Duration=19 min,

Inten=149.8 mm/hr



Runoff Depth=12 mm

Tc=10.0 min

C=0.25

0.0468 m³/s







5,070.0 1.00 Green Roof





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.23

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 100-Year

Duration=19 min,

Inten=149.8 mm/hr



Runoff Depth=47 mm

Tc=10.0 min

C=1.00

0.2110 m³/s







7,012.0 0.90





Runoff

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

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 Depth=43 mm

Tc=10.0 min

C=0.90

0.2626 m³/s













InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.5

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0


Peak Elev=1.782 m

Storage=356.4 m³

0.4711 m³/s

0.2100 m³/s















InflowPrimary

Hydrograph

Time (hours)6543210

Flo

w

(m³/

s)

0.23

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


Peak Elev=100.030 m

Storage=163.7 m³

0.2110 m³/s

0.1047 m³/s

APPENDIX

C WATER QUALITY UNIT DETAILS

JF4-1-1 1 1 1.2 7.6 85

1

STANDARD OFFLINE

Thank you for the opportunity to present this information to you and your client.

CDN/Int'l: 1 (800) 565-4801 | US: 1 (888) 279-8826 www.ImbriumSystems.com

Regular scheduled inspections and maintenance is necessary to assure proper functioning of the

Jellyfish Filter. The maintenance interval is designed to be a minimum of 12 months, but this will

vary depending on site loading conditions and upstream pretreatment measures. Quarterly

inspections and inspections after all storms beyond the 5-year event are recommended until enough

historical performance data has been logged to comfortably initiate an alternative inspection interval.

Maintenance

Please see www.ImbriumSystems.com for more information.

Jellyfish Filter System RecommendationThe Jellyfish Filter model JF4-1-1 is recommended to meet the water quality objective by treating a

flow of 7.6 L/s, which meets or exceeds 90% of the average annual rainfall runoff volume based on

18 years of TORONTO CENTRAL rainfall data for this site. This model has a sediment capacity of

85 kg, which meets or exceeds the estimated average annual sediment load.

Sediment

Capacity (kg)

Treatment

Flow Rate

(L/s)

The Jellyfish Filter System

Jellyfish

Model

Jellyfish Filter Sizing Report

This report provides information for the sizing and specification of the Jellyfish Filter. When

designed properly in accordance to the guidelines detailed in the Jellyfish Filter Technical Manual,

the Jellyfish Filter will exceed the performance and longevity of conventional horizontal bed and

granular media filters.


Project Information

Location

Monday, March 04, 2019

Richview Square - Catchment 201

Date

Project Name

Jellyfish Filter Design Overview

15M-00048-03

Toronto

Project Number

Number of

High-Flo

Cartridges

Number of

Draindown

Cartridges

Manhole

Diameter

(m)

The patented Jellyfish Filter is an engineered stormwater quality treatment technology featuring

unique membrane filtration in a compact stand-alone treatment system that removes a high level

and wide variety of stormwater pollutants. Exceptional pollutant removal is achieved at high

treatment flow rates with minimal head loss and low maintenance costs. Each lightweight Jellyfish

Filter cartridge contains an extraordinarily large amount of membrane surface area, resulting in

superior flow capacity and pollutant removal capacity.

http://www.imbriumsystems.com/

90% Total Copper, 81% Total Lead, 70% Total Zinc

Free oil, Floatable trash and debris

l

l

l

2

Jellyfish Filter Treatment Functions

The ability to capture fine particles as indicated by an effluent d50 median of 3 microns

for all monitotred storm events, and a median effluent turbidity of 5 NTUs;

A median Total Phosphorus removal of 59%, and a median Total Nitrogen removal of

51%.

Pre-treatment and Membrane Filtration

A median TSS removal efficiency of 89%, and a median SSC removal of 99%;

CDN/Int'l: 1 (800) 565-4801 | US: 1 (888) 279-8826

Field Proven Peformance

Performance

The Jellyfish filter has been field-tested on an urban site with 25 TARP qualifying rain events and

field monitored according to the TARP field test protocol, demonstrating:

Particulate-bound pollutants such as nutrients, toxic metals, hydrocarbons and bacteria

Jellyfish efficiently captures a high level of Stormwater pollutants, including:

www.ImbriumSystems.com

59% TP removal & 51% TN removal89% of the total suspended solids (TSS) load, including particles less than 5 microns


Name:

State:

ID:

Record:

Co-ords:

JF4-1-1 1 1 1.2 2313 0.34 379 7.6 85

JF4-2-1 2 1 1.2 2313 0.34 379 12.6 142

JF6-3-1 3 1 1.8 5205 0.79 848 17.7 199

JF6-4-1 4 1 1.8 5205 0.79 848 22.7 256

JF6-5-1 5 1 1.8 5205 0.79 848 27.8 313

JF6-6-1 6 1 1.8 5205 0.79 848 28.6 370

JF8-6-2 6 2 2.4 9252 1.42 1469 35.3 398

JF8-7-2 7 2 2.4 9252 1.42 1469 40.4 455

JF8-8-2 8 2 2.4 9252 1.42 1469 45.4 512

JF8-9-2 9 2 2.4 9252 1.42 1469 50.5 569

JF8-10-2 10 2 2.4 9252 1.42 1469 50.5 626

JF10-11-3 11 3 3.0 14456 2.21 2302 63.1 711

JF10-12-3 12 3 3.0 14456 2.21 2302 68.2 768

JF10-12-4 12 4 3.0 14456 2.21 2302 70.7 796

JF10-13-4 13 4 3.0 14456 2.21 2302 75.7 853

JF10-14-4 14 4 3.0 14456 2.21 2302 78.9 910

JF10-15-4 15 4 3.0 14456 2.21 2302 78.9 967

JF10-16-4 16 4 3.0 14456 2.21 2302 78.9 1024

JF10-17-4 17 4 3.0 14456 2.21 2302 78.9 1081

JF10-18-4 18 4 3.0 14456 2.21 2302 78.9 1138

JF10-19-4 19 4 3.0 14456 2.21 2302 78.9 1195

JF12-20-5 20 5 3.6 20820 3.2 2771 113.6 1280

JF12-21-5 21 5 3.6 20820 3.2 2771 113.7 1337

JF12-22-5 22 5 3.6 20820 3.2 2771 113.7 1394

JF12-23-5 23 5 3.6 20820 3.2 2771 113.7 1451

JF12-24-5 24 5 3.6 20820 3.2 2771 113.7 1508

JF12-25-5 25 5 3.6 20820 3.2 2771 113.7 1565

JF12-26-5 26 5 3.6 20820 3.2 2771 113.7 1622

JF12-27-5 27 5 3.6 20820 3.2 2771 113.7 1679

3

Project Name: Richview Square - Catchment 201

Number of

High-Flo

Cartridges

Jellyfish

Model

Treatment

Flow Rate

(L/s)

Sediment

Capacity

(kg)

www.ImbriumSystems.comCDN/Int'l: 1 (800) 565-4801 | US: 1 (888) 279-8826

Recommendation

Design System Requirements

Number of

Draindown

Cartridges

Manhole

Diameter

(m)

Wet Vol

Below Deck

(L)

Sump

Storage

(m³)

Oil

Capacity

(L)

Treating 90% of the average annual runoff volume,

1395 m³, with a suspended sediment concentration of

60 mg/L.

7.3 L/s

45°30'N, 90°30'W

Phone #:

WSP Canada Group Ltd.

Sediment

Loading

100

1982 to 1999

Pretreatment Credit:

n/aPeak Release Rate:

n/a

90% of the Average Annual Runoff based on 18 years

of TORONTO CENTRAL rainfall data:

Flow

Loading

84 kg

Company:

Contact:

Notes

Total Area:

Runoff Coefficient:

Upstream Detention

0.27 ha

Project Number:

Location:

15M-00048-03

The Jellyfish Filter model JF4-1-1 is recommended to meet the water quality objective by treating a




Project Information Rainfall

Samer Elhallak

Designer Information

Drainage Area

0.8

TORONTO CENTRALMonday, March 04, 2019

Toronto

ON

Date:


Jellyfish Filter Design Notesl

Jellyfish Filter Typical Layout

l

l

l

l

l

l

l

l

4

3.6 40º 300 450


The Jellyfish Filter can be built at all depths of cover generally associated with conventional

stormwater conveyance systems. For sites that require minimal depth of cover for the stormwater

infrastructure, the Jellyfish Filter can be applied in a shallow application using a hatch cover. The

general minimum depth of cover is 36 inches (915 mm) from top of the underslab to outlet invert.

If driving head caclulations account for water elevation during submerged conditions the Jellyfish

Filter will function effectively under submerged condtions.

Jellyfish Filter systems may incorporate grated inlets depending on system configuration.

For sites with water quality treatment flow rates or mass loadings that exceed the design flow rate of

the largest standard Jellyfish Filter manhole models, systems can be designed that hydraulically

connect multiple Jellyfish Filters in series or alternatively Jellyfish Vault units can be designed.

2.4 52º 250 300

3.0 48º 300 450

1.2 62º 150 200

1.8 59º 200 250

Typically the Jellyfish Filter is designed in an offline configuration, as all stormwater filter systems

will perform for a longer duration between required maintenance services when designed and

applied in off-line configurations. Depending on the design parameters, an optional internal bypass

may be incorporated into the Jellyfish Filter, however note the inspection and maintenance

frequency should be expected to increase above that of an off-line system. Speak to your local

representative for more information.

Typically, 18 inches (457 mm) of driving head is designed into the system, calculated as the

difference in elevation between the top of the diversion structure weir and the invert of the Jellyfish

Filter outlet pipe. Alternative driving head values can be designed as 12 to 24 inches (305 to

610mm) depending on specific site requirements, requiring additional sizing and design assistance.

Typically, the Jellyfish Filter is designed with the inlet pipe configured 6 inches (150 mm) above the

outlet invert elevation. However, depending on site parameters this can vary to an optional

configuration of the inlet pipe entering the unit below the outlet invert elevation. The Jellyfish Filter can accommodate multiple inlet pipes within certain restrictions.

Model Diameter (m)Minimum Angle

Inlet / Outlet Pipes

Minimum Inlet Pipe

Diameter (mm)

Minimum Outlet Pipe

Diameter (mm)

While the optional inlet below deck configuration offers 0 to 360 degree flexibility between the inlet

and outlet pipe, typical systems conform to the following:


JF6-5-1 5 1 1.8 27.8 313

1

STANDARD OFFLINE

Thank you for the opportunity to present this information to you and your client.

CDN/Int'l: 1 (800) 565-4801 | US: 1 (888) 279-8826 www.ImbriumSystems.com

Regular scheduled inspections and maintenance is necessary to assure proper functioning of the

Jellyfish Filter. The maintenance interval is designed to be a minimum of 12 months, but this will

vary depending on site loading conditions and upstream pretreatment measures. Quarterly

inspections and inspections after all storms beyond the 5-year event are recommended until enough

historical performance data has been logged to comfortably initiate an alternative inspection interval.

Maintenance


Jellyfish Filter System RecommendationThe Jellyfish Filter model JF6-5-1 is recommended to meet the water quality objective by treating a




Sediment

Capacity (kg)

Treatment

Flow Rate

(L/s)

The Jellyfish Filter System

Jellyfish

Model

Jellyfish Filter Sizing Report

This report provides information for the sizing and specification of the Jellyfish Filter. When

designed properly in accordance to the guidelines detailed in the Jellyfish Filter Technical Manual,

the Jellyfish Filter will exceed the performance and longevity of conventional horizontal bed and

granular media filters.


Project Information

Location

Monday, March 04, 2019

Richview Square - Catchment 202

Date

Project Name

Jellyfish Filter Design Overview

15M-00048-03

Toronto

Project Number

Number of

High-Flo

Cartridges

Number of

Draindown

Cartridges

Manhole

Diameter

(m)

The patented Jellyfish Filter is an engineered stormwater quality treatment technology featuring

unique membrane filtration in a compact stand-alone treatment system that removes a high level

and wide variety of stormwater pollutants. Exceptional pollutant removal is achieved at high

treatment flow rates with minimal head loss and low maintenance costs. Each lightweight Jellyfish

Filter cartridge contains an extraordinarily large amount of membrane surface area, resulting in

superior flow capacity and pollutant removal capacity.


90% Total Copper, 81% Total Lead, 70% Total Zinc

Free oil, Floatable trash and debris

l

l

l

2

Jellyfish Filter Treatment Functions

The ability to capture fine particles as indicated by an effluent d50 median of 3 microns

for all monitotred storm events, and a median effluent turbidity of 5 NTUs;

A median Total Phosphorus removal of 59%, and a median Total Nitrogen removal of

51%.

Pre-treatment and Membrane Filtration

A median TSS removal efficiency of 89%, and a median SSC removal of 99%;

CDN/Int'l: 1 (800) 565-4801 | US: 1 (888) 279-8826

Field Proven Peformance

Performance

The Jellyfish filter has been field-tested on an urban site with 25 TARP qualifying rain events and

field monitored according to the TARP field test protocol, demonstrating:

Particulate-bound pollutants such as nutrients, toxic metals, hydrocarbons and bacteria

Jellyfish efficiently captures a high level of Stormwater pollutants, including:

www.ImbriumSystems.com

59% TP removal & 51% TN removal89% of the total suspended solids (TSS) load, including particles less than 5 microns


Name:

State:

ID:

Record:

Co-ords:

JF4-1-1 1 1 1.2 2313 0.34 379 7.6 85

JF4-2-1 2 1 1.2 2313 0.34 379 12.6 142

JF6-3-1 3 1 1.8 5205 0.79 848 17.7 199

JF6-4-1 4 1 1.8 5205 0.79 848 22.7 256

JF6-5-1 5 1 1.8 5205 0.79 848 27.8 313

JF6-6-1 6 1 1.8 5205 0.79 848 28.6 370

JF8-6-2 6 2 2.4 9252 1.42 1469 35.3 398

JF8-7-2 7 2 2.4 9252 1.42 1469 40.4 455

JF8-8-2 8 2 2.4 9252 1.42 1469 45.4 512

JF8-9-2 9 2 2.4 9252 1.42 1469 50.5 569

JF8-10-2 10 2 2.4 9252 1.42 1469 50.5 626

JF10-11-3 11 3 3.0 14456 2.21 2302 63.1 711

JF10-12-3 12 3 3.0 14456 2.21 2302 68.2 768

JF10-12-4 12 4 3.0 14456 2.21 2302 70.7 796

JF10-13-4 13 4 3.0 14456 2.21 2302 75.7 853

JF10-14-4 14 4 3.0 14456 2.21 2302 78.9 910

JF10-15-4 15 4 3.0 14456 2.21 2302 78.9 967

JF10-16-4 16 4 3.0 14456 2.21 2302 78.9 1024

JF10-17-4 17 4 3.0 14456 2.21 2302 78.9 1081

JF10-18-4 18 4 3.0 14456 2.21 2302 78.9 1138

JF10-19-4 19 4 3.0 14456 2.21 2302 78.9 1195

JF12-20-5 20 5 3.6 20820 3.2 2771 113.6 1280

JF12-21-5 21 5 3.6 20820 3.2 2771 113.7 1337

JF12-22-5 22 5 3.6 20820 3.2 2771 113.7 1394

JF12-23-5 23 5 3.6 20820 3.2 2771 113.7 1451

JF12-24-5 24 5 3.6 20820 3.2 2771 113.7 1508

JF12-25-5 25 5 3.6 20820 3.2 2771 113.7 1565

JF12-26-5 26 5 3.6 20820 3.2 2771 113.7 1622

JF12-27-5 27 5 3.6 20820 3.2 2771 113.7 1679

3

Project Name: Richview Square - Catchment 202

Number of

High-Flo

Cartridges

Jellyfish

Model

Treatment

Flow Rate

(L/s)

Sediment

Capacity

(kg)


Recommendation

Design System Requirements

Number of

Draindown

Cartridges

Manhole

Diameter

(m)

Wet Vol

Below Deck

(L)

Sump

Storage

(m³)

Oil

Capacity

(L)

Treating 90% of the average annual runoff volume,

5017 m³, with a suspended sediment concentration of

60 mg/L.

23.1 L/s

45°30'N, 90°30'W

Phone #:

WSP Canada Group Ltd.

Sediment

Loading

100

1982 to 1999

Pretreatment Credit:

n/aPeak Release Rate:

n/a

90% of the Average Annual Runoff based on 18 years

of TORONTO CENTRAL rainfall data:

Flow

Loading

301 kg

Company:

Contact:

Notes

Total Area:

Runoff Coefficient:

Upstream Detention

1.15 ha

Project Number:

Location:

15M-00048-03

The Jellyfish Filter model JF6-5-1 is recommended to meet the water quality objective by treating a




Project Information Rainfall

Samer Elhallak

Designer Information

Drainage Area

0.71

TORONTO CENTRALMonday, March 04, 2019

Toronto

ON

Date:


Jellyfish Filter Design Notesl

Jellyfish Filter Typical Layout

l

l

l

l

l

l

l

l

4

3.6 40º 300 450


The Jellyfish Filter can be built at all depths of cover generally associated with conventional

stormwater conveyance systems. For sites that require minimal depth of cover for the stormwater

infrastructure, the Jellyfish Filter can be applied in a shallow application using a hatch cover. The

general minimum depth of cover is 36 inches (915 mm) from top of the underslab to outlet invert.

If driving head caclulations account for water elevation during submerged conditions the Jellyfish

Filter will function effectively under submerged condtions.

Jellyfish Filter systems may incorporate grated inlets depending on system configuration.

For sites with water quality treatment flow rates or mass loadings that exceed the design flow rate of

the largest standard Jellyfish Filter manhole models, systems can be designed that hydraulically

connect multiple Jellyfish Filters in series or alternatively Jellyfish Vault units can be designed.

2.4 52º 250 300

3.0 48º 300 450

1.2 62º 150 200

1.8 59º 200 250

Typically the Jellyfish Filter is designed in an offline configuration, as all stormwater filter systems

will perform for a longer duration between required maintenance services when designed and

applied in off-line configurations. Depending on the design parameters, an optional internal bypass

may be incorporated into the Jellyfish Filter, however note the inspection and maintenance

frequency should be expected to increase above that of an off-line system. Speak to your local

representative for more information.

Typically, 18 inches (457 mm) of driving head is designed into the system, calculated as the

difference in elevation between the top of the diversion structure weir and the invert of the Jellyfish

Filter outlet pipe. Alternative driving head values can be designed as 12 to 24 inches (305 to

610mm) depending on specific site requirements, requiring additional sizing and design assistance.

Typically, the Jellyfish Filter is designed with the inlet pipe configured 6 inches (150 mm) above the

outlet invert elevation. However, depending on site parameters this can vary to an optional

configuration of the inlet pipe entering the unit below the outlet invert elevation. The Jellyfish Filter can accommodate multiple inlet pipes within certain restrictions.

Model Diameter (m)Minimum Angle

Inlet / Outlet Pipes

Minimum Inlet Pipe

Diameter (mm)

Minimum Outlet Pipe

Diameter (mm)

While the optional inlet below deck configuration offers 0 to 360 degree flexibility between the inlet

and outlet pipe, typical systems conform to the following:


Montrin Richview GP Inc. Stormwater Management Report€¦ · Montrin Richview GP Inc.

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