FUNCTIONAL SERVICING & ST ORMWATER MANAGEMENT ...

No. Revision
Prepared For:
City of Toronto
8395 Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 Tel: (905) 326-1404 File Number: 18074
Primaris Management Inc.
Dufferin Grove Village
Project No.: 18074
EXECUTIVE SUMMARY
This Functional Servicing and Stormwater Management Report has been prepared on behalf of Primaris Management Inc. in support of a Re-Zoning application, to provide for site specific regulations for the site. This Report presents a site servicing strategy for the proposed development that addresses the requirements of the applicable regulatory agencies and provides the basis for detailed servicing design. The servicing strategy for the proposed development is summarized as follows:
WATER SERVICING:
• The proposed development is to be serviced by two (2) connections to the existing 150mmø watermain located in the north side of Croatia Street. The water demand requirement of the proposed development for Maximum Day Demand plus Fire Flow is 12,246 L/min and 8,134 L/min for the west and east block respectively. The proposed development results in an increase in Maximum hour and Maximum Day demand.
FOUNDATION DRAINAGE:
• The short-term discharge rate is expected to be 1,400 m3/day (16.2 L/s). The discharge will be to the proposed 1200mmø combined sewer that is to be relocated in Croatia Street and Dufferin Street. A suitable treatment method will be implemented to meet Toronto Table 1 Sanitary/Combined Sewer Discharge Limits prior to discharge to the municipal combined sewer. The anticipated construction dewatering rate is significantly below the proposed peak sanitary discharge rate of 2,741 m3/day (32.30 L/s). The short-term discharge to the combined sewer system will cease before the site is occupied. As such, there is sufficient capacity in the municipal system to accommodate the short-term groundwater discharge
• The long-term discharge rate is estimated to be 655 m3/day (7.58 L/s). Discharge of foundation drains will be in accordance with Toronto Municipal Code, Chapter 681 Sewers. The quality limits for discharge to the combined sewer will satisfy the limits as listed in Table 1 – Limits for Sanitary and Combined Sewer Discharge. As the anticipated flows are in excess of 50 m3/day, a PTTW from the MOECP will be required. A Long Term Discharge Permit will also be required from the City of Toronto.
Project No.: 18074
SANITARY SERVICING:
• The proposed development is to be serviced by two (2) new sanitary connections to the existing 300mmø combined sewer and the proposed 1200mmø combined sewer located in Croatia Street. The peak sanitary flow of the existing site is 1.16 L/s. The peak sanitary design flow of the proposed development is 32.30 L/s (including peak groundwater foundation drainage of 7.58 L/s).
• The proposed storm water management measures will result in an overall reduction in flows into the combined sewer system as future storm flows will be controlled and redirected to the 450mmø storm sewer on Dufferin Street. As such, the existing combined sewer has capacity to accommodate the dry-weather flow, and the 2-year storm flow without surcharge.
• The existing 1200mmø combined brick sewer that cuts through the site will be removed and a new 1200mmø brick sewer will be installed to convey flows easterly on Croatia Street to Dufferin Street and then southerly on Dufferin Street.
STORMWATER SERVICING:
• Under existing conditions, the existing 450mmø storm sewer on Dufferin Street mainly collects storm runoff in the road allowance. Storm runoff from the proposed site discharges to the existing 1200mmø combined sewer that runs across the site. The proposed development will be serviced by one (1) connection to the existing 450mmø storm sewer on Dufferin Street. The City of Toronto’s Wet Weather Flow Management Policy identifies performance objectives for runoff from new development sites including water quantity, quality and water balance.
• Quantity - Quantity control will be provided on-site by approximately 387 m3 of underground storage tank in combination with an inlet control to ensure that the 100- year post development peak flows are attenuated to the 2-year predevelopment allowable release rates to Dufferin Street.
• Water Balance – A water balance volume of 49.7 m3 will be retained through the reuse of stormwater internally within the building. Further details of internal reuse to be provided by the mechanical consultant.
• Quality – Roof coverage is approximately 80% of the total site area. Runoff from rooftop surfaces and terraces is considered clean discharge. However, as there is a significant portion of the site that will generate oil and grit, a filtration system will be provided within the storm tank to achieve the required 80% TSS removal.
Project No.: 18074
4.0 FOUNDATION DRAINAGE ......................................................................... 12
5.0 SANITARY SERVICING .............................................................................. 14
6.0 STORMWATER SERVICING ...................................................................... 16
6.1 Existing Drainage ....................................................................................... 16
6.4 Quantity Control ......................................................................................... 20
6.5 Water Balance ............................................................................................ 21
6.6 Quality Control ........................................................................................... 22
Figure 4 Existing Storm Drainage Plan
Figure 5 Proposed Storm Schematic
LIST OF APPENDICES
Appendix A Topographic Survey, Prepared by Speight, Van Nostrand & Gibson
Limited
Appendix B Water Demand Calculations
• Domestic and Fire Demand Calculations
Appendix C Hydrogeological Investigation
Appendix D Sanitary Design Flow Calculations
• Sanitary Demand Calculations
• Allowable Release Rate Calculations
1.0 INTRODUCTION
1.1 BACKGROUND
This Functional Servicing and Stormwater Management Report has been prepared on behalf
of Primaris Management Inc. in support of a Re-Zoning application for a 1.561 ha site. This
application proposes to re-designate the commercial zoning of the subject site.
The subject site is located at the southwest corner of Dufferin Street and Croatia Street in the
City of Toronto. The proposed development will encompass the existing associated parking
areas to the north and east of Dufferin Mall, as well as the existing KFC building. The site is
bound by school lands to the north that are proposed to be redeveloped as a large mixed-use
neighborhood, residential lands to the east, and commercial lands to the south and west. The
existing church fronting Croatia Street will remain. Figure 1 – Site Location illustrates the
subject site within the context of its surroundings.
The proposed mixed use development will consist of four (4) residential towers, with retail
units on the first and second floor and a future parkland dedication. The 0.156 ha park block
fronting Dufferin Street will be conveyed to the City of Toronto and will not be included in the
stormwater analysis area. The remaining 1.405 ha site will comprise of a total of 1135
residential units and 11,639 m2 of retail space. There will be three (3) levels of shared
underground parking. Refer to Appendix A for the Site Plan prepared by Quadrangle
Architects Limited.
This report has been prepared to address the site servicing strategy (stormwater, sanitary,
and water) in support of a Re-Zoning application. The proposed servicing works (including
stormwater conveyance) will be designed to meet City of Toronto Design Guidelines.
DUFFERIN MALL EXPANSION
900 DUFFERIN STREET
8395 Jane St., Suite 100, Vaughan, ON L4K 5Y2Phone 905.326.1404Fax 905.326.1405
COUNTERPOINT ENGINEERING INC.
2.0 STUDY PARAMETERS
This servicing assessment is based on the review of the following documents and drawings:
• Architectural Plans prepared by Quadrangle Architects Limited
• Hydrogeological Investigation prepared EXP Services Inc.
• Plan and Profile Drawings, Dufferin Street (D-198, D-203, D-241, D-307), Croatia
Street (A-46_AWDE ST) provided by City of Toronto
• City of Toronto Design Criteria for Sewers and Watermains, prepared by City of
Toronto, Revised November 2009
• City of Toronto Wet Weather Flow Management Guidelines, prepared by City of
Toronto, Revised November 2006
3.1 EXISTING WATER SUPPLY
There is an existing 300mmø watermain located in the east side of Dufferin Street, as well as
an existing 150mmø watermain in the north side of Croatia Street. There is an existing
hydrant located on the east side of Dufferin Street adjacent to the site, and a hydrant located
on the north side of Croatia Street directly across the proposed development.
3.2 PROPOSED WATER SUPPLY
The site will be serviced by the existing 150mmø watermain located in the north side of
Croatia Street. Two (2) connections to the aforementioned 150mmø watermain is proposed
for the west and east block. Refer to Figure 2 – Proposed Watermain Schematic for the
location of the existing and proposed watermain connections.
The City of Toronto’s design criteria states that the water demand used for watermain size
selection should be sufficient to satisfy maximum day demand plus fire flow or the peak hour
demand, whichever is greater. Fire flow for residential areas will not be less than 4,800 L/min
for a 2 hour duration in addition to the maximum daily domestic demand, delivered with a
residual pressure of not less than 140kPa. For commercial, institutional and industrial areas,
the minimum fire flow available will not be less than 5,000 L/min for 4 hours, delivered with a
residual pressure of not less than 140kPa. Fire demand was calculated as per the Fire
Underwriter’s Survey (FUS) guidelines (1999). The table below summarized the water
demand for the proposed development.
West Block East Block
Maximum Day Demand + Fire
Flow Demand 12,246 8,134
Refer to Appendix B for the supporting calculations of the following proposed flows:
Project No.: 18074
City of Toronto design criteria dictates the following system pressure requirements:
• Average Day and Maximum Day range = 350kPa to 550kPa
• Minimum hour and peak hour range = 275kPa to 700kPa
• Minimum pressure under any non-fire demand scenario = not less than 275kPa
• Minimum residual pressure during maximum day plus fire scenarios = not less than
140kPa
• Maximum static pressure = 590kPa
A hydrant flow test has been scheduled and will be completed within the next few weeks. The
test is in queue given that the moratorium on testing recently ended on April 15, 2019. Based
on the fire demand requirements, we do not anticipate any pressure and flow issues that
would necessitate external watermain upgrades. Refer to Appendix B for the supporting
calculations.
DN
T
900 DUFFERIN STREET
PROPOSED WATERMAIN SCHEMATIC
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4.0 FOUNDATION DRAINAGE
Discharge of foundation drains must be in accordance with Toronto Municipal Code, Chapter
681 Sewers. The quality limits for discharge in the sewers must satisfy the limits as listed in
Table 1 – Limits for Sanitary and Combined Sewer Discharge and/or Table 2 – Limits for
Storm Sewer Discharge of Chapter 681. Construction Site Dewatering will require a complete
Permit To Take Water (PTTW) from the Ministry of Environment, Conservation and Parks
(MOECP) for water taking in excess of 400 m3/day. Groundwater taking between 50m3/day
and 400 m3/day will require a limited PTTW via an online application process through the
Environmental Activity and Sector Registry (EASR). Groundwater taking from a proposed
building structure by means of a PWDS will require a PTTW when water taking is greater
than 50m3/day. Additionally a Discharge Permit is required from the City of Toronto for
temporary and long-term discharges to the municipal sewer system.
A Hydrogeological Investigation was prepared by EXP Services Inc., dated May 8, 2019 for
the proposed development.
Short Term (Construction)
Quantity – The report indicates a peak dewatering pumping rate for proposed construction
activities to be approximately 1,400 m3/ day (16.2 L/s). A Category 3 PTTW from the MOECP
will be required as the estimated dewatering flow rate is greater than 400 m3/day. The
discharge will be to the proposed 1200mmø combined sewer that is to be relocated on
Croatia Street and Dufferin Street. The short-term discharge to the combined sewer system
will cease before the site is occupied. As such, there is sufficient capacity in the municipal
system to accommodate the short-term groundwater discharge.
Quality – Exceedances of Table 1 were identified by EXP Services Inc. A suitable treatment
method will be implemented to meet Toronto Table 1 Sanitary/Combined Sewer Discharge
Limits prior to discharge to the municipal combined sewer. Details of Construction (short-
term) dewatering will be provided through Private Water Discharge Approval Application as
required by Toronto Water.
Quantity - The report indicates a preliminary long-term discharge rate of approximately 655
m3/day (7.58 L/s). The park block is not expected to require long-term discharge. As the
anticipated flows are in excess of 50 m3/day, a PTTW from the MOECP will be required. A
permit with the City of Toronto will also be required for the Long Term Discharge of Private
Water.
A conventional sub-floor Permanent Drainage System (PDS) with perimeter weeping tile will
be utilized. Foundation drainage will be collected in a sump and then discharged to the
combined sewer on Croatia Street via the Sanitary Control Maintenance Access Hole. A
sampling access point will be installed at ground level at the property line to ensure quality
and quantity control is maintained. Please refer to Figure 3 – Proposed Sanitary Schematic
for details.
Quality - The report indicated that the water quality test results were suitable to be discharged
into the sanitary sewer system during long-term dewatering without a treatment system.
However, a suitable pre-treatment will be implemented to meet Toronto Municipal Code
Chapter 681 Table 1 Sanitary/Combined Sewer Discharge Limits should the long-term
foundation drainage is discharged into the storm sewer system.
Project No.: 18074
5.1 EXISTING SANITARY SERVICING
There is an existing 1200mmø combined brick sewer that runs diagonally through the site
and ultimately outlets to a 1200mmø combined concrete sewer on Dufferin Street that
conveys flows south to College Street. There is an existing 300mmø combined sewer on
Croatia Street that conveys flows to the aforementioned 1200mmø combined brick sewer, as
well as an existing 375mmø combined sewer on Dufferin Street. Based on the existing
conditions and City criteria the existing peak sanitary flow is approximately 1.16 L/s.
5.2 PROPOSED SANITARY SERVICING
The existing aforementioned 1200mmø combined brick sewer will be removed and a new
1200mmø brick sewer will installed to convey flows easterly on Croatia Street to Dufferin
Street and then southerly on Dufferin Street. The site will be serviced by two (2) new
connections to the proposed 1200mmø combined sewer on Croatia Street.
Refer to Figure 3 – Proposed Sanitary Schematic for the proposed location of the sanitary
and groundwater sampling access point location.
Using the City of Toronto Sanitary Design criteria the equivalent population for the proposed
residential/commercial development is approximately 2221 persons. The peak sanitary flow
for the proposed development has been calculated to be 32.30 L/s. This peak flow rate
includes the peak foundation flow from the permanent drainages system based on a pump
rate of 121 USgpm. Refer to Appendix D for detailed calculations.
There will be a significant reduction of flows into the existing combined sewer system as a
result of the stormwater management plan for the proposed development. Details of the
reduction in total flows to the municipal combined sewer system are discussed in further
detail in Section 6. The reduction in flows into the combined sewer system will provide a net
benefit to the municipal combined system and there is sufficient capacity to accommodate the
proposed site.
DN
T
900 DUFFERIN STREET
PROPOSED SANITARY SCHEMATIC
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THE EXISTING 1200mm COMBINED SEWER WITHIN SITE WILL BE REMOVED AND NEW SANITARY TRUNK WILL CONSTRUCTED IN CROATIA AND DUFFERIN STREET.
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6.0 STORMWATER SERVICING
6.1 EXISTING DRAINAGE
There is an existing 450mmø storm sewer in Dufferin Street that conveys flows south to
College Street. Under existing conditions, the existing 450mmø storm sewer in Dufferin Street
mainly collects storm runoff in the road allowance. Strom runoff from the proposed site is
discharged into the existing 1200mmø combined sewer that cuts across the site. Refer to
Figure 4 – Existing Storm Drainage for the existing drainage patterns.
Table 1 – Existing Site Uncontrolled Runoff
Storm Event
Existing Site
A=
C=
0.127
BLDG1
0.9
A=
C=
0.046
BLDG2
0.90
A=
C=
0.139
100
0.85
EXISTING STORM DRAINAGE PLAN
900 DUFFERIN STREET
OVERLAND FLOW DIRECTION
DRAINAGE AREA BOUNDARY
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July 2019 Page 18
6.2 PROPOSED STORMWATER SERVICING
This report has been prepared in accordance with the criteria set by the City of Toronto
Weather Flow Management Guidelines (WWFMG). The site will be serviced by one (1)
connection to the existing 450mmø storm sewer in Dufferin Street. Refer to Figure 5 –
Proposed Storm Schematic for the existing and proposed storm sewer layout.
Under proposed conditions, the building comprises approximately 80% of the 1.405 ha site.
Approximately 0.078 ha along the site frontage drains uncontrolled to Dufferin Street and
Croatia Street.
6.3 ALLOWABLE RELEASE RATE
The sites imperviousness under existing conditions is higher than 50%. Under Wet Weather
Guidelines the maximum value of C (Runoff Coefficient) used in calculating the pre-
development peak runoff rate is limited to 0.50 for the 2-year storm event. As the existing
properties are greater than 50% impervious this rule applies.
The allowable minor system discharge from the subject site is calculated as follows:
QA = C x A x i x N (l/s)
Table 2: Allowable Release Rate
Variables
Tc (min) 10
Q - Release Rate (l/s) 172.1
The allowable release rate in Table 2 is less than the 2-year release rate under existing
conditions. Refer to Appendix E for these calculations as well as all associated storm
calculations discussed in this section.
PARK AREA: 1,561 m² (10%)
DN
T
900 DUFFERIN STREET
PROPOSED STORM SCHEMATIC
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STORM TANK ACCESS
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6.4 QUANTITY CONTROL
The allowable site release rate for the proposed development was determined by calculating
the site 2-year peak flow with a maximum value of 50% impervious as per the City of Toronto
Wet Weather Flow Management Guidelines. The allowable release rate to the existing
450mmø storm sewer for the proposed development was determined to be 172.1 L/s.
Uncontrolled Area of 0.078 ha will produce a peak runoff of 48.8 L/s during the 100-year
storm event.
Quantity control will be provided on-site by an underground storage tank within the P1 level at
the east block in combination with an inlet control device to ensure that the 100 year post
redevelopment peak flows from the site are attenuated to a 2 year allowable release rate of
123.3 L/s. A storage volume of approximately 387 m3 will be required to control the 100-year
post development flows to the allowable release rate. Refer to Appendix E for detailed
calculations.
Table 3 – Peak Flow and Storage Summary - 100-Year Storm Event
Area ID Area (ha)
SITE 1.327 0.83 10 TBD 387 123.3
Total 1.405 387 172.1 1. On-site storage will be provided via an underground storage tank located within the building. 2. Refer to Appendix E for modified rational calculations.
In situations where the orifice control is not sufficient, the at grade access lid to the
underground storage tank at the P1 level will allow water to discharge overland to Dufferin
Street.
The design of all internal piping within the building must provide adequate capacity for full
capture and conveyance of all flows generated by storms up to and including the 100-year
rainfall event. All design and associated calculations for the internal storm system, including
the design of the internal inlet structures, piping and mechanical appurtenances is to be
completed by the Mechanical Engineer.
Project No.: 18074
6.5 WATER BALANCE
The Wet Weather Flow Guidelines indicate that the minimum on-site runoff retention requires
the proponent to retain all runoff from a small design rainfall event – typically 5 mm (In
Toronto, storms with 24 hour volumes of 5 mm or less contribute about 50% of the total
average annual rainfall volume). This runoff must be retained through infiltration,
evapotranspiration or rainwater reuse.
To achieve the water balance objectives, the site was categorized by surface types:
impervious asphalt/paved/roof, pervious green roof/landscaped areas. The initial abstraction
values for the impervious surfaces and pervious surfaces were 1 mm and 5 mm, respectively.
The initial abstraction was determined based on percent of surface area and initial abstraction
values of each surface type.
Without any specific on-site retention measures, the proposed development would achieve
the following levels of water balance as seen in Table 4.
Table 4 – Achieved Water Balance
Site Description Fraction of Site Area Initial
Abstraction (mm)
Asphalt 20% 0.278 ha 1.0 0.20
Pervious / Green Roof Area 11% 0.162 ha 5.0 0.58
Total 100.0% 1.405 ha 1.46
Based on Table 4, the site will have a shortfall of 3.54 mm (5 mm - 1.46 mm) of initial
abstraction. This is equivalent to approximately 49.7 m3 of storage. To achieve water balance
requirements, a water re-use system will be employed to provide the additional storage
indicated above.
6.6 QUALITY CONTROL
The proposed building covers approximately 80% of the site resulting in the majority of site
runoff being generated from rooftop surfaces. Runoff from rooftop surfaces is generally
considered to be clean and does not require water quality treatment but as there is a
significant portion of the site that will generate oil and grit, water quality measures will be
required. A filtration system will be provided within the storm tank to achieve the required
80% TSS removal. The runoff from the future public park will be considered clean therefore
no quality control will be required for this area.
7.0 CONCLUSIONS
This Functional Servicing and Stormwater Management Report presents a site servicing
strategy for the proposed development that addresses the requirements of the applicable
design guidelines and provides the basis for detailed servicing design.
We trust this report sufficiently addresses the site servicing requirements and allows for
approval of the proposed Re-zoning Application of the subject site for the proposed use
described herein. Should there be any questions or comments, please feel free to contact the
undersigned.
Sincerely,
Project No.: 18074
July 2019 Page 23
This Report was prepared by Counterpoint Engineering Inc. for the exclusive use of the ‘Client’ and in
accordance with the Terms and Conditions set out in the Agreement between Counterpoint Engineering
Inc. and said Client. The material contained in this Report and all information relating to this activity
reflect Counterpoint Engineering’s assessment based on the information made available at the time of
preparation of this report and do not take into account any subsequent changes that may have occurred
thereafter. It should be noted that the information included in this report and data provided to
Counterpoint Engineering has not been independently verified. Counterpoint Engineering Inc. represents
that it has performed services hereunder with a degree of care, skill, and diligence normally provided by
similarly-situated professionals in the performance of such services in respect of projects of similar
nature at the time and place those services were rendered. Counterpoint Engineering Inc. disclaims all
warranties, or any other representations, or conditions, either expressed or implied. With the exception of
any designated ‘Approving Authorities’ to whom this report was submitted to for approval by
Counterpoint Engineering Inc., any reliance on this document by a third party is strictly prohibited without
written permission from Counterpoint Engineering Inc.. Counterpoint Engineering Inc. accepts no
responsibility for damages, if any, suffered by a third party as a result of decisions made or actions based
on this Report.
1 18 .48 1
BIKE STOR. 33 SPACES 65 m²
HYDRO VAULT 92 m²
M O
VI N
G 19
m ²
M O
VI N
G 22
m ²
3
SITE AREA: 15,610 m² PARK AREA: 1,561 m² (10%)
35 87
22 00
5203
109.24 F.F.E.
109.73 F.F.E.
APPLICATION
108.90
108.56
110.14
PARKING EXHAUST
PARKING EXHAUST
PARKING EXHAUST
VERTICAL CLEARANCE MIN. 1.9m PROVIDED AT ALL BICYCLE SPACES
LEGEND - BICYCLE PARKING
4.4m VERTICAL CLEARANCE
FINISH FLOOR ELEVATION
00000 PROPOSED ELEVATION
FIRE ACCESS ROUTE HEAVY DUTY PAVING. ASSEMBLY TO BE DESIGNED TO MEET THE LOADS IMPOSED BY FIRE FIGHTING EQUIPMENT.
FIRE HYDRANT
SIAMESE CONNECTION
MANHOLE COVER
00 0.0
LEGEND:
Quadrangle
Quadrangle Architects Limited 901 King Street West, Suite 701 Toronto, ON M5V 3H5 t 416 598 1240 www.quadrangle.ca
P R O J E C T S C A L E D R A W N R E V I E W E D
I S S U E R E C O R D
R E V I S I O N R E C O R D
Note: This drawing is the property of the Architect and may not be reproduced or used without the expressed consent of the Architect. The Contractor is responsible for checking and verifying all levels and dimensions and shall report all discrepancies to the Architect and obtain clarification prior to commencing work.
for
Ground Floor Plan
Project: Dufferin Grove Village
Offices 3.3 persons/100m 2
1B / 1B+D 2B / 2B + D 3B / 3B+D Commercial Area
(m 2 )
TOTAL POPULATION 503 614 221 104
1B / 1B+D 2B / 2B + D 3B / 3B+D Commercial Area
(m 2 )
City of Toronto Watermain Guidelines
Per Capita Demand
Residential 0.70 2.48 1.65
Commercial 0.84 1.20 1.10
Industrial 0.84 0.90 1.10
Institutional 0.84 0.90 1.10
Apartment 0.84 2.50 1.30 *Values used for Residential (Multi-Unit) Land Use
Land Use Population Minimum Hour
(l/min)
Commercial 104 11.6 17 15
Totals 1442 160.7 460 246 12000 2.00 12,246
Water Demand based on Equivalent Population (East Block)
Land Use Population Minimum Hour
(l/min)
Commercial 24 2.6 4 3
Totals 779 86.7 254 134 8000 2.00 8,134
* See attached table in Appendix B for Fire Flow Duration
8000
12000
Counterpoint Engineering Inc.
Fire Underwriters Survey
Class Factor
Type of Construction: NC
Contents Factor: LC
F= 10890L/min + -1634 L/min = 9,257 L/min
Occupancy Reduction/Surcharge (East Tower)
F= 10940L/min + -1641 L/min = 9,299 L/min
3) System Type Reduction (West Tower)
NFPA 13 Sprinkler: YES 30%
Standard Water Supply: YES 10%
Fully Supervised: YES 10%
Note: Assuming non-combustible building. Assuming Vertical Openings are adequately protected.
Area is the total of the largest floor of East Block (Level 4) plus 25% of the next 2 adjoining floors above.
Type of Construction
Note: Assuming non-combustible building. Assuming Vertical Openings are adequately protected.
Area is the total of the largest floor of East Block (Level 4) plus 25% of the next 2 adjoining floors above.
System Type Reduction (East Tower)
NFPA 13 Sprinkler: YES 30%
Standard Water Supply: YES 10%
Fully Supervised: YES 10%
4) Separation Charge (West Tower)
Building Face Dist(m) Charge
= 6,943 L/min
F= 4628L/min + 6943L/min = L/min (2,000L/min<F<45,000L/min)
F= L/min (round to the nearest 1,000L/min)
F= L/s
F= gpm
= 3,487 L/min
F= 4649L/min + 3487L/min = L/min (2,000L/min<F<45,000L/min)
F= L/min (round to the nearest 1,000L/min)
F= L/s
F= gpm
Site Area: 1.561 ha
Existing Equivalent Population Calculations
As per Design Criteria for Sewers and Watermains - First Edition November 2009 City of Toronto
`
Single Family Dwelling 3.5 ppu
1BR/1BR+Den 1.4 ppu
2BR/2BR+Den/ 2.1 ppu
3BR/3BR+Den 3.1 ppu
2 )
Population TOTAL
Office/Retail Average flow 180,000 litres/floor hectare/day
Infiltration 0.26 litres/second/ha
Infiltration 0.41 l/s
Site Area: 1.561 ha
Proposed Sanitary Flow Calculations As per Design Criteria for Sewers and Watermains - First Edition November 2009 City of Toronto
Design flow = average daily dry weather flow x peaking factor + infiltration
Persons Per Unit and per Land Use
1BR/1BR+Den 1.4 ppu
2BR/2BR+Den/ 2.1 ppu
3BR/3BR+Den 3.1 ppu
1B / 1B+D 2B / 2B + D 3B / 3B+D Total Units Area (m 2 )
Residential 569 461 105 1135
Commercial 11,639
TOTAL UNITS / AREA (m 2 ) 569 461 105 1135 11,639
Population
Commercial - - - 129
Infiltration 0.26 litres/second/ha
Harmon Peaking Factor
))
Commercial Flow 2.42 l/s
Flow 32.30 l/s
SITE 1.327 0.83 10 TBD 387 123.3 Orifice Plate TBD
UNC 0.078 0.9 10 0 0 48.8 Uncontrolled
1.405 387 172.1
AREA ID SITE
0.162 0.35 0.0567
0.000 0.25 0.0000
0.200 0.90 0.1800
0.965 0.90 0.8685
1.327 Total 1.1052
AREA ID Uncontrolled
0.000 0.35 0.0000
0.000 0.25 0.0000
0.078 0.90 0.0702
0.000 0.90 0.0000
0.078 Total 0.0702
Non-Green Roof Area
Rational Method - 2 Year Predevelopment Rational Method - 5 Year Predevelopment Rational Method - 10 Year Predevelopment
Event: 2 years Event: 5 years Event: 10 years
ABC's: A 21.8 ABC's: A 32 ABC's: A 38.7
C 0.78 C 0.79 C 0.8
Time of Concentration: t 10 min Time of Concentration: t 10 min Time of Concentration: t 10 min
Runoff Coefficient: C 0.86 Runoff Coefficient: C 0.86 Runoff Coefficient: C 0.86
Site Area A 1.561 ha Site Area A 1.561 ha Site Area A 1.561 ha
Intensity i 88.19 mm/hr Intensity i 131.79 mm/hr Intensity i 162.27 mm/hr
i=A/(T) c
i=A/(T) c
i=A/(T) c
Flow Q 0.33 m 3 /s Flow Q 0.49 m
3 /s Flow Q 0.61 m
3 /s
Q=CiA/360 328.9 l/s Q=CiA/360 491.5 l/s Q=CiA/360 605.1 l/s
Rational Method - 25 Year Predevelopment Rational Method - 50 Year Predevelopment Rational Method - 100 Year Predevelopment
Event: 25 years Event: 50 years Event: 100 years
ABC's: A 45.2 ABC's: A 53.5 ABC's: A 59.7
C 0.8 C 0.8 C 0.8
Time of Concentration: t 10 min Time of Concentration: t 10 min Time of Concentration: t 10 min
Runoff Coefficient: C 0.86 Runoff Coefficient: C 0.86 Runoff Coefficient: C 0.86
Site Area A 1.561 ha Site Area A 1.561 ha Site Area A 1.561 ha
Intensity i 189.52 mm/hr Intensity i 224.32 mm/hr Intensity i 250.32 mm/hr
i=A/(T) c
i=A/(T) c
i=A/(T) c
Flow Q 0.71 m 3 /s Flow Q 0.84 m
3 /s Flow Q 0.93 m
3 /s
Q=CiA/360 706.7 l/s Q=CiA/360 836.5 l/s Q=CiA/360 933.5 l/s
Project Name:
Project Number:
Site Area To Dufferin Street
Event: 2 years
ABC's: A 21.8
Runoff Coefficient: C 0.5
Intensity i 88.19 mm/hr
Q=CiA/360 172.1 l/s
Site Area To Dufferin Street
Event: 100 years
ABC's: A 59.7
Runoff Coefficient: C 0.9
Intensity i 250.32 mm/hr
Q=CiA/360 48.8 l/s
Project Number: 18074
c 0.800
Time Rainfall Intensity
3 ) (m
3 ) (m
Rainfall Data
Site Data
counterpoint engineering
Project Number: 18074
c 0.800
Time Rainfall Intensity
3 ) (m
3 ) (m
Rainfall Data
Site Data
City of Toronto's Green Standard Tier 1 Section QW 2.2
1 mm
5 mm
1 mm
Area Units
0.965 ha
0.278 ha
0.162 ha
1.405 ha
Initial Abstraction= Percent Impervious (Roof) *R + Percent Impervious (Asphalt)* I + Percent Previous Green Roof * P
Initial Abstraction= 0.69 x 1mm + 0.20 x 1mm + 0.12 x 5mm
Initial Abstraction (credit)= 1.46 mm
Required Development Retention = (Excess Rainfall- Initial Abstraction) * (Total Development Area)
Required Development Retention = (5mm - 1.5 mm) x ( 1.405 )ha
Required Development Retention (debit)= 49.7 m 3
11.5%
100%
Type of Area
4-18074_Water Balance

FUNCTIONAL SERVICING & ST ORMWATER MANAGEMENT ...

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