1 Issued for Re-Zoning August 15, 2019
No. Revision Date
Prepared For:
H&R REIT- 145 Wellington
FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT 145 Wellington Street West
City of Toronto Toronto & East York District
8395 Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 Tel: (905) 326-1404 File Number: 19015
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 2
EXECUTIVE SUMMARY This Functional Servicing and Stormwater Management Report has been prepared on behalf of H&R REIT-145 Wellington in support of a Rezoning Approval application, to provide for the redevelopment of the lands municipally know as 145 Wellington Avenue West. 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 connections for the residential and office comments to the existing watermain on the north side of the development, on Wellington Street West. A secondary fire connection will be provided from the existing watermain on Simcoe Street as the proposed development exceeds 84 m in height.
• The water demand requirement of the proposed development for Maximum Day Demand plus Fire Flow is 9,228 L/min. The proposed development results in an increase in Maximum hour and Maximum Day demand. Site specific watermain pressure tests indicate that the existing watermain has an available fire flow of 41,620 L/min and meets the required water demand for the proposed development.
FOUNDATION DRAINAGE:
• The maximum short-term discharge rate is estimated to be 102 m3/day (1.18 L/s). This rate includes a 25 mm rainfall event.
• The long-term foundation drainage discharge rate is estimated to be 20 m3/day (0.23 L/s). A peak flow rate of 20 USgpm (1.26 L/s) has been incorporated into the sanitary analysis. Discharge of foundation drains will be in accordance with Toronto Municipal Code, Chapter 681 Sewers.
• The quality limits for discharge to the sanitary sewer will satisfy the limits as listed in Table 1 – Limits for Sanitary and Combined Sewer Discharge.
SANITARY SERVICING:
• The proposed mixed-use building will be serviced by two sanitary connections to the 600mm x 900mm combined sewer on Wellington Street West. The estimated peak sanitary flow of the existing site is 3.16 L/s.
• The peak sanitary design flow of the proposed development is 14.06 L/s (which includes anticipated peak groundwater flow of 1.26 L/s (20 USgpm) which is a 10.90 L/s increase in flow.
• The increase in sanitary flows will be offset by the reduction in storm flows.
H&R Reit-145 Wellington
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Project No.: 19015
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STORMWATER SERVICING:
• The proposed development will be serviced by a new storm connection to the existing 600 mm x 900 mm combined sewer in Wellington Street West via a 200 mm storm connection. 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 45 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 Wellington Street West.
• Water Balance – A water balance volume of 5.8 m3 is required and 5.8 m3 will be retained through the re-use of stormwater internally within the building. Further details of internal reuse to be provided by the mechanical consultant during Site Plan Approval stage.
• Quality – Roof coverage is approximately 95% of the total site area. Runoff from rooftop surfaces and terraces is considered clean discharge and quality flow is not required for this drainage.
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Project No.: 19015
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TABLE OF CONTENTS
EXECUTIVE SUMMARY ...................................................................................... 1
TABLE OF CONTENTS ....................................................................................... 4
List of Figures ..................................................................................................... 5
List of Appendices .............................................................................................. 5
1.0 INTRODUCTION ............................................................................................ 6
1.1 Purpose ......................................................................................................... 6
1.2 Background .................................................................................................. 6
2.0 STUDY PARAMETERS ................................................................................. 9
3.0 WATER SUPPLY ......................................................................................... 10
3.1 Existing Water Supply ............................................................................... 10
3.2 Proposed Water Supply ............................................................................. 10
4.0 FOUNDATION DRAINAGE ......................................................................... 13
5.0 SANITARY SERVICING .............................................................................. 15
5.1 Existing Sanitary Servicing ....................................................................... 15
5.2 Proposed Sanitary Servicing .................................................................... 15
6.0 STORMWATER SERVICING ...................................................................... 16
6.1 Existing Stormwater Servicing ................................................................. 16
6.2 Existing Drainage ....................................................................................... 16
6.3 Allowable Release Rate ............................................................................. 19
6.4 Proposed Stormwater Servicing ............................................................... 20
6.5 Quantity Control ......................................................................................... 22
6.6 Water Balance ............................................................................................ 24
6.7 Quality Control ........................................................................................... 25
7.0 CONCLUSIONS ........................................................................................... 25
H&R Reit-145 Wellington
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Project No.: 19015
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LIST OF FIGURES
Figure 1 Site Location
Figure 2 Proposed Servicing Schematic
Figure 3 Existing Storm Drainage
Figure 4 Proposed Storm Drainage
LIST OF APPENDICES
Appendix A Topographic Survey, Speight, Van Nostrand & Gibson Limited
Site Plan, Turner Fleischer Architects Inc.
Historical Mechanical Plans
Appendix B Water Demand Calculations
Appendix C Sanitary Design Flow Calculations
Appendix D Stormwater Design Calculations
Appendix E Geohydrology Assessment Cover and Conclusion pages, prepared by
McClymont & Rak
Groundwater Discharge Letter, prepared by Smith + Andersen
H&R Reit-145 Wellington
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Project No.: 19015
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1.0 INTRODUCTION
1.1 PURPOSE
Counterpoint Engineering Inc. has been retained by H&R REIT-145 Wellington to prepare this
Functional Servicing and Stormwater Management Report (FSR) in support of a Rezoning
Approval application for the proposed redevelopment of the lands municipally know as 145
Wellington Street West (the ‘site’).
The purpose of this report is to provide the site servicing strategy (stormwater, sanitary, and
water) in accordance with the City of Toronto Design Guidelines and Wet Weather Flow
Management Guidelines (WWFMG).
1.2 BACKGROUND
The subject site lies within the financial district in the City of Toronto. It is located on the
southeast corner of Wellington Street West and Simcoe Street. The site is bound by
commercial buildings to the north, east, west, and a parking lot to the south for a mixed use
building. Figure 1 – Site Location illustrates the subject site within the context of its
surroundings. Existing underground servicing infrastructure is available on Simcoe Street and
Wellington Street West. The site currently contains a high-rise 13 storey office building. For
the existing conditions a topographical survey of the site has also been included in Appendix
A.
The proposed development will consist of a 65-storey mixed-use building, with retail fronting
Wellington Street West on the ground level, office space on levels 2 – 13, and 476 residential
units on the remaining levels. Four (4) levels of underground are also proposed with access
via the public laneway located on the east side of the development. Refer to Appendix A for
the proposed Site Plan prepared by Turner Fleischer Architects Inc.
The proposed built form comprises a podium and one point tower. As per the City’s servicing
requirements, every point tower shall have its own independent service connection to the
municipal potable water and sewer services and any podium that provides a base for more
than one point tower shall also have its own independent service connection to the municipal
potable water, storm, and sanitary sewer services. However due to the mixed-use nature of
the proposed building, two (2) water service connections, two (2) sanitary service connections
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 7
and one (1) shared stormwater management facility will be required for this development to
service the office and residential components.
For the purposes of this report the servicing strategy and stormwater investigation will be
performed on the 0.148 ha area of the property specifically being developed to accommodate
the proposed development.
This FSR has been prepared to address the site servicing strategy (stormwater, sanitary, and
water) in support of a Rezoning application. The proposed servicing works (including
stormwater conveyance) will be designed to meet City of Toronto Design Guidelines.
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
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2.0 STUDY PARAMETERS
This servicing assessment is based on the review of the following documents and drawings:
• Architectural Plans prepared by Turner Fleischer
• Geohydrology Report prepared by McClymont & Rak Engineers
• Plan and Profile Drawings, Wellington Street (R-102), provided by City of Toronto
• Plan and Profile Drawings, Wellington Street (W-1), provided by City of Toronto
• Plan and Profile Drawings, Simcoe Street (S-201), provided by City of Toronto
• Plan and Profile Drawings, Proposed Lane (L-2632), provided by City of Toronto
• City of Toronto DMOG Drawings (5-B-27, 5-B-33), prepared by City of Toronto
• City of Toronto Wet Weather Flow Management Guidelines, prepared by City of
Toronto, Revised November 2006
• City of Toronto Sewer Atlas Maps, prepared by City of Toronto, Third Edition
January 2010
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
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3.0 WATER SUPPLY
3.1 EXISTING WATER SUPPLY
There is an existing 300 mmø watermain on the south side of Wellington Street West, an
existing 600 mmø watermain on the east side of Simcoe Street and an existing 150 mmø
watermain on the west side of Simcoe Street adjacent to the site. Historical mechanical plans
indicate that the existing building is serviced with a 200 mmø watermain connection off of
Wellington Street West. Refer to Appendix A for the historical mechanical plans. This
connection will be abandoned during the demolition of the existing building. There is an
existing hydrant on the south side of Wellington Street West, approximately 36 m east of the
site, a hydrant on the northwest corner of Simcoe Street and Wellington Street West
approximately 28 m from the site and a hydrant on the west side of Simcoe Street
approximately 50m south of the site.
3.2 PROPOSED WATER SUPPLY
The proposed development will be serviced by the aforementioned 300 mmø watermain on
the south side of Wellington Street West. One ‘H’ connection (fire + domestic) and one
domestic connection are proposed for the office and residential components on the north side
of the development.
As per Building Code 3.2.9.7 (4), since the proposed building is more than 84 m high,
measured between grade and the ceiling level of the top storey, the building shall be served
by no fewer than two sources of water supply from a public water system. Therefore, a 150
mmø fire connection on the west side of the development from the 150 mmø watermain
located on the west side of Simcoe Street will be utilized as the second source of water
supply. Refer to Figure 2 – Serving Schematic for the proposed watermain servicing
schematic.
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
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
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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).
Refer to Appendix B for the supporting calculations of the following proposed flows:
• Maximum Hour Demand = 155.5 L/min
• Maximum Day Demand = 227.8L/min
• Fire Flow Demand (2.0 hours) =9000 L/min
• Maximum Day Demand plus Fire Flow Demand = 9,228 L/min (governs)
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 = 690kPa
A flow and pressure test was conducted on the existing 300 mmø watermain at a hydrant on
the south side of St. Mary Street, just south of the subject site. Refer to Appendix B for the
flow test results. Based on the flow test results the existing watermain has a static pressure of
344kPa (50psi) and a residual pressure of 331kPa (48psi) at a flow of 7,495 L/min. (1,980
GPM). Based on these results and utilizing the accepted calculation method of the National
Fire Protection Agency (NFPA), the available flow from this main at the minimum residual
pressure allowed by City of Toronto criteria of 140kPA would be approximately 41,620 L/min.
Refer to Appendix B for the supporting calculations.
TYPE 'G'
LOADING
TYPE 'B'
LOADING
15% SLOPE UP
FROM U/G PARKING 2
5% SLOPE UP
TO GRADE
AIR SHAFT
AIR SHAFT
ELECTRICAL
3.5M CLEAR
HEIGHT
FLOOR
MEZZ.
ABOVE
FFE @ 83.40
PROPOSED
STAIR
FFE @ 83.40
FFE @ 82.90
FFE @ 83.40
LINE OF
TOWER
ABOVE
10% SLOPE UP
FROM U/G PARKING 2
FFE @ 82.85
FFE @ 82.90
PROPOSED STORM
CONNECTION
WELLINGTON STREET WEST
SIM
CO
E STREET
PROPOSED RESIDENTIAL
BUILDING WATERMAIN
"H" CONNECTION:
150mm FIRE
100mm DOMESTIC
PROPOSED OFFICE AND RESIDENTIAL
SANITARY CONNECTIONS
PROPOSED OFFICE
WATERMAIN CONNECTION:
150mm DOMESTIC
PROPOSED 150mm SECONDARY
WATERMAIN FIRE CONNECTION
· ³· ³
EXISTING CB TO BE REMOVED
AND NEW CB INSTALLED
8395 Jane St., Suite 100, Vaughan, ON L4K 5Y2Phone 905.326.1404Fax 905.326.1405
COUNTERPOINT ENGINEERING INC.
145 WELLINGTON STREET WEST
COMMERCIAL/RESIDENTIAL DEVELOPMENT
PROPOSED SERVICING SCHEMATIC
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
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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 Ontario Ministry of the Environment, Conservation
and Parks (MECP) 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 Geohydrology Assessment was prepared by McClymont & Rak., dated July 2019 for the
proposed development.
Short Term (Construction)
Quantity – Maximum groundwater rates are expected to be 102m3/ day. (18.7 USG/min, 1.18
L/s). This rate includes the removal of a 25 mm precipitation rainfall event. A limited PTTW
from the MECP will be required. The discharge will be to the 600mm x 900 mm combined
sewer located on the south side of Wellington Street West. Note, no storm infrastructure
exists on Wellington Street West or Simcoe Street in front of the proposed development, only
the combined sewer is available for discharge. As discussed later in Section 5.0 Sanitary
Servicing and Section 6.0 Stormwater Servicing there will be an overall reduction from
pre-development to post -development flows to the 600 x 900 mm combined sewer on
Wellington Street West. The short term groundwater rate is less than the combined long-
term groundwater rate and ultimate design sanitary flows to the combined sewer system. 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.
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 14
Quality –The discharge will be treated (if required) to Toronto Table 1 Sanitary/Combined
Sewer Discharge Limits prior to discharge to the municipal combined sewer. No
exceedances of Table 1 (Limits for Sanitary & Combined Sewers Discharge) were identified
by McClymont Rak Engineers Inc. from samples collected.
Details of Construction (short-term) dewatering will be provided through Private Water
Discharge Approval Application as required by Toronto Water.
Long Term Discharge
Quantity – The report indicates an estimated long-term discharge rate of 20 m3/day (0.23
L/s). A pump rate of 20 USG/min (1.26 L/s) from the permanent drainage system will be
used in the sanitary analysis. A permit with the City of Toronto will be required for the Long
Term Discharge of Private Water.
A conventional sub-floor Permanent Drainage System (PDS) with perimeter weeping is
proposed for this development. The peak groundwater flow rate will be pumped to the
sanitary control maintenance access hole (via the sampling access point) on the northeast
side of the development and then discharged to the combined sewer on Wellington Street
West. Refer to the Groundwater Discharge Letter prepared by Smith + Andersen for
confirmation of the pumped long term discharge rate in Appendix E. The sampling port will
be installed at ground level at the property line to ensure quality and quantity control is
maintained.
Quality –The discharge will be treated (if required) to Toronto Table 1 Sanitary/Combined
Sewer Discharge Limits prior to discharge to the municipal combined sewer. No
exceedances of Table 1 (Limits for Sanitary & Combined Sewers Discharge) were identified
by McClymont Rak Engineers Inc. from samples collected.
Details of the treatment system (if required), sub slab foundation system, sump pit sizing,
water meter location and specification to be provided, by others, at the time of Long Term
Discharge Application
Refer to the cover page and conclusion page of the Geohydrology Assessment in
Appendix E.
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
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5.0 SANITARY SERVICING
5.1 EXISTING SANITARY SERVICING
There is an existing 600 mm x 900 mm brick combined sewer located in the center of
Wellington Street West on the north side of the development and an existing 1800 mmø brick
combined sewer located west side of Simcoe Street on the west side of the development.
The 600 mm x 900 mm brick combined sewer on Wellington Street West conveys flows west
to the 1800 mmø brick combined sewer on Simcoe Street. The flows are conveyed south on
Simcoe Street to Front Street ultimately discharging into the 1500 mm x 975 mm brick
sanitary trunk sewer.
Historical mechanical plans indicate that the existing building is serviced with a 200 mmø
sanitary connection off of Wellington Street West to the existing 600 mm x 900 mm combined
sewer. Refer to Appendix A for the historical mechanical plans. Based on existing conditions
it is estimated that the existing peak sanitary flow is approximately 3.16 L/s to the 600 mm x
900 mm combined sewer on Wellington Street West. Refer to Appendix C for existing
sanitary flow calculations.
5.2 PROPOSED SANITARY SERVICING
The proposed mixed-use building will be serviced by two sanitary connections to the 600 mm
x 900 mm combined sewer on Wellington Street West. As previously mentioned in Section
1.2, the proposed mixed use, office and residential, will require separate sanitary
connections. Refer to Figure 2 – Serving Schematic for the proposed sanitary servicing
schematic.
Using the City of Toronto Sanitary Design criteria the equivalent population for the proposed
residential/commercial development is approximately 1396 persons. The peak sanitary flow
for the proposed development has been calculated to be 14.06 L/s. This peak flow rate
includes the peak anticipated foundation flow from the permanent drainages system based on
an assumed pump rate of 20 USgpm (1.26 L/s). Refer to Appendix C for detailed
calculations. The proposed development results in an overall increase of 10.9 L/s in the peak
sanitary flow to the combined sewer system on Wellington Street West.
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 16
As no storm infrastructure exists on Wellington Street West, the increase in sanitary flows
under post development conditions will be offset by the decrease in storm flows as a result of
the on-site stormwater management quantity control (as per the City's WWFM guidelines) to
the existing combined sewer. The proposed development will result in an overall reduction in
flows downstream of the development and an improvement, which is discussed later in this
report in Section 6.0 Stormwater Servicing. There will be no increase in flows to the
combined sewer on Wellington Street West. Therefore, it can be concluded there will be no
increase in Combined Sewer Overflow (CSO) and as such the development is in compliance
with MECP Procedure F-5-5 and a new sanitary sewer connection to a combined sewer
should be permitted.
6.0 STORMWATER SERVICING
6.1 EXISTING STORMWATER SERVICING
No storm sewer exists on Wellington Street West or Simcoe Street West adjacent to the site.
Based on the City’s Plan and Profiles, a storm sewer exists in the laneway to the east of the
site that conveys flows north from an existing catchbasin the 600 mm x 900 mm combined
sewer on Wellington Street West.
Historical mechanical plans indicate that the existing building is serviced with a 250 mmø
storm connection off of Wellington Street West to the existing 600 mm x 900 mm combined
sewer. Refer to Appendix A for the historical mechanical plans.
6.2 EXISTING DRAINAGE
The existing buildings comprises the majority of the 0.148 ha development area. The existing
building and the north frontage of the site (0.138 ha) drain uncontrolled to the 600 mm x 900
mm combined sewer located in the center of Wellington Street West. The site frontage on the
west (0.010 ha) drain uncontrolled to the 1800 mmø combined sewer located in the west side
of Simcoe Street. The 900 mm x 600mm combined sewer conveys flows west to the 1800
mmø combined sewer in Simcoe Street at the intersection of Wellington Street West and
Simcoe Street.
H&R Reit-145 Wellington
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Project No.: 19015
August 2019 Page 17
Refer to Figure 3 – Existing Storm Drainage. The existing drainage is summarized below:
• Area 101 – 0.010 ha, C = 0.9 (to Simcoe Street)
• Area 102 – 0.138 ha, C = 0.9 (to Wellington Street West)
Under existing conditions, the uncontrolled storm flows to the combined sewer system are
summarized in the below table:
Table 1 – Predevelopment Flows
Storm Event
Total Uncontrolled
Storm Runoff (L/s)
2-Year 33
5-Year 49
10-Year 60
25-Year 70
50-Year 83
100-Year 93
As the existing drainage for the site is confluent at the intersection of Wellington Street West
and Simcoe Street, the site will be analyzed as one area for calculating the allowable release
rate.
A=
C=
0.138
102
0.90
A=
C=
0.010
101
0.90
WELLINGTON STREET WEST
SIM
CO
E STREET
8395 Jane St., Suite 100, Vaughan, ON L4K 5Y2Phone 905.326.1404Fax 905.326.1405
COUNTERPOINT ENGINEERING INC.
145 WELLINGTON STREET WEST
COMMERCIAL/RESIDENTIAL DEVELOPMENT
8395 Jane St., Suite 100, Vaughan, ON L4K 5Y2
A=
C=
0.138
102
0.90
EXISTING STORM DRAINAGE
H&R Reit-145 Wellington
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Project No.: 19015
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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 using the 0.148 ha
at a runoff coefficient of 0.5 as follows:
QA = C x A x i x N (L/s)
Table 2 - Allowable Release Rate
Variables Site
A - Site Area (ha) 0.148
Tc (min) 10
C - Runoff Coefficient 0.50
i - Intensity 88.19
N – Constant 2.778
Q - Release Rate (L/s) 18.1
The allowable release rate from the site is 18.1 L/s. Refer to Appendix D for allowable
release rate calculations.
However, as only combined infrastructure exists along the proposed site frontage it must also
be demonstrated that the site post development discharge will not exceed the pre-
development sanitary and 2 year pre-development storm based on the Wet Weather Flow
Management Guidelines.
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Project No.: 19015
August 2019 Page 20
The site 2-year predevelopment storm flows and existing sanitary flows and post
development storm and sanitary flows are summarized in the below table.
Table 3 – Predevelopment and Post Development Flows
Predevelopment Postdevelopment
Storm Event
Storm Runoff (L/s)
Sanitary Flows (L/s)
Total Flows to
Combined Sewer (L/s)
Allowable Storm Runoff (L/s)
Sanitary Flows (L/s)
Total Flows to Combined Sewer (L/s)
2-Year 33 3.16 36.2 18.1 14.06 32.16
Table 3 above demonstrates that controlling the post development storm flows to 18.1 L/s
will ensure that the increase in peak sanitary flows of 10.9 L/s (which includes groundwater
discharge) will not result in an increase in flows to the combined sewer downstream of the
site. Therefore, the site’s storm flows will be controlled to 18.1 L/s.
6.4 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 the 600 mm x
900 mm combined sewer located in the center of Wellington Street West. Refer to Figure 2 –
Serving Schematic for the proposed sanitary servicing schematic.
Under proposed conditions, the building and frontage along Wellington Street West will be
serviced by a storm connection off of Wellington Street West. Additionally, a 0.014 ha area
along the west limit of the development flows uncontrolled to Simcoe Street. Refer to Figure
4 – Proposed Storm Drainage.
A=
C=
0.136
SITE
0.88
A=
C=
0.012
UNC
0.90
WELLINGTON STREET WEST
SIM
CO
E STREET
A=
C=
0.136
SITE
0.88
8395 Jane St., Suite 100, Vaughan, ON L4K 5Y2Phone 905.326.1404Fax 905.326.1405
COUNTERPOINT ENGINEERING INC.
145 WELLINGTON STREET WEST
COMMERCIAL/RESIDENTIAL DEVELOPMENT
PROPOSED STORM DRAINAGE
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145 Wellington Street West
Project No.: 19015
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6.5 QUANTITY CONTROL
The allowable site release rate for the proposed development was determined by calculating
the 2-year peak flow with a maximum value of 50% impervious as per the City of Toronto Wet
Weather Flow Management Guidelines. Using site area, the allowable release rate to 600
mm x 900mm combined sewer on Wellington Street West for the proposed development was
determined to be 18.1 L/s.
The uncontrolled area (UNC) will produce a peak runoff of 7.5 L/s during the 100-year storm
event.
Quantity control will be provided on-site by an underground storage tank within the building
on the P1 in the northwest corner of the building to ensure that the 100 year post
redevelopment peak flows from the site are attenuated to the 2 year allowable release rate of
18.1 L/s. A storage volume of approximately 45 m3 will be required to control the 100-year
post development flows to the allowable release rate. Note that an additional 5.8 m3 volume
will be available for the water reuse cistern portion of the tank. Refer to Appendix D for
detailed calculations.
Table 4 – Peak Flow and Storage Summary - 100-Year Storm Event
Area ID
Area
(ha)
Runoff
Coefficient
tc
(min)
Storage
Available
(m3)
Storage
Required
(m3)
Release
Rate (L/s) Description
UNC 0.012 0.90 10 0 0 7.5 Uncontrolled
SITE 0.136 0.88 10 TBD 45 10.0 TBD @ SPA
Total 0.148 TBD 45 17.5
1. On-site storage will be provided via an underground storage tank located I the north west corner of the P1 level.
2. Refer to Appendix D for modified rational calculations.
As shown in Table 4 above, the proposed site release rate of 17.5 L/s during the 100-year
storm event will be less than the allowable release rate of 18.1 L/s. Refer to Appendix D for
storage volume calculations.
In emergency and extreme weather conditions the at grade access lid to the underground
storage tank located in the northwest corner of the development will allow water to discharge
H&R Reit-145 Wellington
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Project No.: 19015
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overland to Wellington Street West. The access lid is to be as per OPSD 401.010 – Type B –
Open Cover.
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.
As discussed previously in Section 6.3, controlling the post development storm flows to 18.1
L/s will ensure that the increase in peak sanitary flows of 10.9 L/s (which includes
groundwater discharge) will not result in an increase in flows to the combined sewer
downstream of the site and will result in an improvement.
Table 5 below summarizes the predevelopment and post development flows for the storm
flows and sanitary flows to the 600 mm x 900 mm combined sewer. Under proposed
conditions there will be a decrease in flows to the existing 600 mm x 900 mm combined
sewer in Wellington Street West.
Table 5 – Site Predevelopment and Post Development Flows
Predevelopment Postdevelopment
Storm
Event
Storm
Runoff
(L/s)
Sanitary
Flows
(L/s)
Total Flows
to
Combined
Sewer (L/s)
Storm
Runoff
(L/s)
Sanitary
Flows
(L/s)
Total Flows
to
Combined
Sewer (L/s)
2-Year 33 3.16 36.2 12.6 14.06 26.7
100-Year 93 3.16 96.2 17.5 14.06 31.6
In the 2-year event, the flows to the combined sewer decreases by 9.5 L/s in the post
development conditions. The proposed development will result in an overall reduction in flows
downstream of the development and an improvement to the combined infrastructure.
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 24
6.6 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. As the building footprint occupies the majority of the
site the opportunity for infiltration is not feasible.
This development will incorporate water reuse internally within the building and externally for
irrigation of the landscaping.
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. Based on the site area of 0.148 ha, a 5 mm - 24 hour storm is
equivalent to approximately 7.4m3 of total site storage. (1480m2 x 0.005 m). Without any
specific on-site retention measures, the proposed development would achieve the following
levels of water balance as seen in Table 6.
Table 6 – Achieved Water Balance
Site Description Fraction of Site Area Initial
Abstraction (mm)
Overall Initial Abstraction (mm)
Non-Green Roof / Impervious Area 97% 0.143 ha 1.0 0.97
Asphalt 0% 0.000 ha 1.0 0
Pervious / Green Roof Area 3% 0.005 ha 5.0 0.17
Total 100% 0.148 ha 1.14
Based on Table 8 the site will have a shortfall of 3.86 mm (5 mm – 1.14 mm) of initial
abstraction. This is equivalent to 5.8 m3 of storage. To achieve water balance requirements, a
water re-use system will be employed to provide the additional storage indicated above.
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 25
The water balance target will be achieved through irrigation of landscaped areas and and
treated grey water for retail and commercial fixtures. Further details of re-use to be provided
at Site Plan Approval stage.
The re-use storage tank will form part of the underground stormwater storage tank provided
for quantity control. The underground storage tank will outlet at an elevation such that an
additional 5.8 m3 will be available in the stormwater management tank.
6.7 QUALITY CONTROL
The proposed building/roof area covers approximately 95% 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.
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 Settlement Proposal and future Site Plan Approval application with
respect to the subject site for the proposed use described herein. Should there be any
questions or comments, please feel free to contact the undersigned.
Sincerely,
Counterpoint Engineering Inc. Emily McNamee, P.Eng. 416-910-7525 [email protected]
H&R Reit-145 Wellington
145 Wellington Street West
Project No.: 19015
August 2019 Page 26
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.
Counterpoint Engineering Inc.Water Demand Design Calculations
Project: 145 Wellington
Project No: 19015
Location: Toronto, Ontario
Site Area: 0.148 ha
Population
1BR/1BR+Den 1.4 ppu
2BR/2BR+Den 2.1 ppu
3BR/3BR+Den 3.1 ppu
Commercial / Retail 1.1 persons/100m2
Offices 3.3 persons/100m2
Retail Office
1B / 1B+D 2B / 2B + D 3B / 3B+D Total Units Area (m2) Area (m
2)
Ground - - - 0 160 235
Level 2 - - - 0 - 1143
Level 3 - - - 0 - 1229
Level 4 - - - 0 - 1247
Level 5 - - - 0 - 1258
Level 6 - - - 0 - 1270
Level 7 - - - 0 - 1281
Level 8 - - - 0 - 1292
Level 9 - - - 0 - 1303
Level 10 - - - 0 - 1315
Level 11 - - - 0 - 1326
Level 12 - - - 0 - 1334
Level 13 - - - 0 - 432
Level 14 - - - 0 - -
Level 15 - 65 204 221 51 476 - -
TOTAL UNITS / AREA (m2) 204 221 51 476 160 14664
Population
1BR / 1B + D
Population
2BR / 2BR + D
Population 3BR /
3BR + D
TOTAL
POPULATION
Residential 286 465 159 910
Commercial - - - 2
Office - - - 484
Total Equivalent Population 1396
City of Toronto Watermain Guidelines
Per Capita Demand
Single Family 320 (L/capita/day)
Multi-Unit 191 (L/capita/day)
Peaking Factors
Land Use Minimum Hour Maximum Hour Maximum Day
Residential 0.70 2.48 1.65
Commercial 0.84 1.20 1.10 *Values used for Commercial Land Use
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
Proposed Site
TowerTotal TFA per
floor (m2)
Ground 692
Mezz 163
Level 2 1249
Level 3 1335
Level 4 1344
Level 5 1355
Level 6 1366
Level 7 1377
Level 8 1389
Level 9 1400
Level 10 1411
Level 11 1422
Level 12 1430
Level 13 1447
Level 14-65 39762
Level 24 674
Level 25 680
Level 26 720
Level 27-65 688
TOTAL AREA (m2) 59903
Water Demand based on Equivalent Population
PopulationMinimum Hour
(L/min)
Maximum Hour
(L/min)
Maximum Day
(L/min)
Fire Flow
Required
(L/min)
Fire Flow
Duration (hr)*
Max Day +
Fire Flow
(L/min)2 0.2 0.3 0.3 0
484 53.9 77.0 70.6 71
910 101.4 33.6 156.9 157
1396 155.5 111.0 227.8 9000 2.00 9,228
* See attached table in Appendix B for Fire Flow Duration
Totals
Residential Units
Land Use
Retail
Residential
Office
Counterpoint Engineering Inc.
REQUIRED FIRE FLOW WORKSHEET - PROPOSED YONGE STREET RETAIL
Fire Underwriters Survey
Project : 145 Wellington
Project No: 19015
Guide for Determination of Required Flow Copyright I.S.O
Class Factor
WF Wood Frame 1.5
OC Ordinary Construction 1.0
NC Non-Combustible 0.8
FC Fire-Resistive 0.6
% Reduction
NC Non-Combustible 25
LC Limited Combustible 15
C Combustible 0
FB Free Burning 15
RB Rapid Burning 25
1) Fire Flow
Type of Construction: NC
C= 0.8
A*= 1831 m2
F= 7,531 L/min 8,000 L/min
2) Occupancy Reduction/Surcharge
Contents Factor: LC
Reduction/Surcharge of -15% = -1,130 L/min
F= 8000L/min + -1130 L/min = 6,870 L/min
3) System Type Reduction
NFPA 13 Sprinkler: YES 30%
Standard Water Supply: YES 10%
Fully Supervised: NO 0%
Total 40%
Reduction of 40% L/min = 2,748 L/min
F= 6870L/min - 2,748 L/min = 4,122 L/min
4) Separation Charge
Building Face Dist(m) Charge
North 20 15%
East 5 20%
South 0 25%
West 25 10%
Total 70% of 6870.4 L/min = 4,809 L/min
(max exposure charge can be 75%)
F= 4122L/min + 4809L/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
9,000
150
2,378
Type of Construction
Contents
(round to the nearest 1,000L/min)
*Note: Assuming fire resistive building. Assuming Vertical Openings are adequately protected.
Area is the total of the largest floor (level 13) plus 25% of the next 2 adjoining floors above.
8,932
counterpoint engineering
NFPA Theoretical Flow Calculations
Project Name: 145 Wellington
Project Number: 19015
QF = 29.83 x c x d2 x p
0.5, where
QF = observed flow (US GPM)
c = hydrant nozzle coefficient (0.90 - 0.95)
d = nozzle diameter (in)
p = observed pitot pressure
QR = QF x hF0.54
/ hR0.54
, where
QR = available flow
QF = observed flow (US GPM)
hF = drop from measured static to desired baseline pressure
hR = drop from measured static to measured residual pressure
Based on flow test results obtained by Lozzi Aqua Check, June 19,2 019 at 43 Simcoe Street West Side
c = 0.9
d = 2.5 in
number of ports = 2
p = 25
QF = 1678 US GPM
Measured Static Pressure = 85 psi
Measured Residual Pressure = 83 psi
Desired Residual Pressure = 20 psi , minimum per City of Toronto design criteria
QR = 10995 US GPM per fire conneciton
41,620 L/min
Based on National Fire Protection Association Guidelines, the available flow at the minimum residual pressure of
20psi can be calculated based on the observed flow at the observed pressure readings, as follows:
Lozzi Aqua Check
4820 18th Sideroad Massimo Lozzi Cell: 416 990-2131
Schomberg, Ontario E-mail: [email protected]
L0G-1T0
Hydrant Flow Test Form
Job Location: 43 Simcoe St Date: June 19,2019
Test Data
Time of Test: 10:00 am
Location of Hydrant: Simcoe St west side at # 43
Main Size:150 PVC Static Pressure: 85 psi
Note :Flow test conducted in accordance with NFPA Std 291
Number of Outlets & Orifice Size Pitot Pressure (psi) Flow (U.S. G.P.M.)
Residual Pressure (psi)
1. Static 0 0 85
2. 1 x 2 ½ 45 1123 84
3. 2 x 2 ½ 25 1674 83
PR
ES
SU
RE P
SIG
0
36.3
72.5
108.8
145
FLOW U.S. GPM0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300
counterpoint engineering
NFPA Theoretical Flow Calculations
Project Name: 145 Wellington
Project Number: 19015
QF = 29.83 x c x d2 x p
0.5, where
QF = observed flow (US GPM)
c = hydrant nozzle coefficient (0.90 - 0.95)
d = nozzle diameter (in)
p = observed pitot pressure
QR = QF x hF0.54
/ hR0.54
, where
QR = available flow
QF = observed flow (US GPM)
hF = drop from measured static to desired baseline pressure
hR = drop from measured static to measured residual pressure
Based on flow test results obtained by Lozzi Aqua Check, June 19,2 019 at 40 University Ave on Wellington Street West.
c = 0.9
d = 2.5 in
number of ports = 2
p = 45
QF = 2251 US GPM
Measured Static Pressure = 85 psi
Measured Residual Pressure = 84 psi
Desired Residual Pressure = 20 psi , minimum per City of Toronto design criteria
QR = 21448 US GPM per fire conneciton
81,189 L/min
Based on National Fire Protection Association Guidelines, the available flow at the minimum residual pressure of 20psi can be
calculated based on the observed flow at the observed pressure readings, as follows:
Lozzi Aqua Check
4820 18th Sideroad Massimo Lozzi Cell: 416 990-2131
Schomberg, Ontario E-mail: [email protected]
L0G-1T0
Hydrant Flow Test Form
Job Location: 40 University Ave Date: June 19,2019
Test Data
Time of Test: 10:30 am
Location of Hydrant: at 40 University Ave on Wellington St W
Main Size:300 CI Static Pressure: 85 psi
Note :Flow test conducted in accordance with NFPA Std 291
Number of Outlets & Orifice Size Pitot Pressure (psi) Flow (U.S. G.P.M.)
Residual Pressure (psi)
1. Static 0 0 85
2. 1 x 2 ½ 60 1297 84
3. 2 x 2 ½ 45 2246 84
PR
ES
SU
RE P
SIG
0
36.3
72.5
108.8
145
FLOW U.S. GPM0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300
Counterpoint Engineering Inc.Existing Sanitary Flow - 145 Wellington Street West
Project: 145 Wellington Street West
Project No: 19015
Location: Toronto, Ontario
Site Area: 0.148 ha
Existing Equivalent Population 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
Single Family Dwelling 3.5 ppu
1BR/1BR+Den 1.4 ppu
2BR/2BR+Den/ 2.1 ppu
3BR/3BR+Den 3.1 ppu
Commercial / Retail 1.1 persons/100m2
Offices 3.3 persons/100m2
Office
# of Houses Total Units Area (m2)
Existing 13 Storey (145 Wellington) - - 15185
TOTAL UNITS / AREA (m2) 0 0 15185
Single
Family
Dwelling
TOTAL
POPULATION
Residential 0 0
Office - 502
Total Equivalent Population 502
.
Peak flow Design Parameters
Industrial/Commercial/Institutional 250 L/person/day
Commercial Average flow 180,000 L/ha/day *used for office and retail
Infiltration 0.26 L/second/ha
Harmon Peaking Factor
PF = 1 + (14/(4+(P/1000)1/2
))
Total Population
Harmon
Peak Factor
502 3.97
Office Flow 3.16 L/s *based on floor area
Infiltration 0.00 L/s *included in the 180,000 L/ha/day
Total Peak
Flow 3.16 L/s
Residential Units
Counterpoint Engineering Inc.
Project: 145 Wellington Street West
Project No: 19015
Location: Toronto Ontario
Site Area: 0.148 ha
Proposed Sanitary Flow CalculationsAs 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
Commercial / Retail 1.1 persons/100m2
Offices 3.3 persons/100m2
Retail Office
1B / 1B+D 2B / 2B + D 3B / 3B+D Total Units Area (m2) Area (m
2)
Ground - - - 0 160 235
Level 2 - - - 0 - 1143
Level 3 - - - 0 - 1229
Level 4 - - - 0 - 1247
Level 5 - - - 0 - 1258
Level 6 - - - 0 - 1270
Level 7 - - - 0 - 1281
Level 8 - - - 0 - 1292
Level 9 - - - 0 - 1303
Level 10 - - - 0 - 1315
Level 11 - - - 0 - 1326
Level 12 - - - 0 - 1334
Level 13 - - - 0 - 432
Level 14 - - - 0 - -
Level 15 - 65 204 221 51 476 - -
TOTAL UNITS / AREA (m2) 204 221 51 476 160 14664
Population
1BR / 1B + D
Population
2BR / 2BR + D
Population
3BR / 3BR
+ D
TOTAL
POPULATION
Residential 286 465 159 910
Commercial - - - 2
Office - - - 484
Total Equivalent Population 1396
Peak flow Design Parameters
Residential Average flow 240 litres/person/day
Commercial Average flow 180,000 litres/ha/day
Infiltration 0.26 litres/second/ha
Harmon Peaking Factor
PF = 1 + (14/(4+(P/1000)1/2
))
Residential Population
Harmon
Peak Factor
910 3.83
Residential Flow 9.67 L/s *based on population
Retail Flow 0.03 L/s *based on floor area
Office Flow 3.05 L/s *based on floor area
Infiltration 0.04 L/s
Groundwater Flows 1.26 L/s *based on a 20gpm pump
Flow 14.06 L/s
Residential Units
counterpoint engineeringPredevelopment Flows - Total Site Area
145 Wellington Street West
19015
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 0.9 Runoff Coefficient: C 0.9 Runoff Coefficient: C 0.9
Site Area A 0.148 ha Site Area A 0.148 ha Site Area A 0.148 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 0.03 m3/s Flow Q 0.05 m
3/s Flow Q 0.06 m
3/s
Q=CiA/360 33 L/s Q=CiA/360 49 L/s Q=CiA/360 60 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 0.9 Runoff Coefficient: C 0.9 Runoff Coefficient: C 0.9
Site Area A 0.148 ha Site Area A 0.148 ha Site Area A 0.148 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 0.07 m3/s Flow Q 0.08 m
3/s Flow Q 0.09 m
3/s
Q=CiA/360 70 L/s Q=CiA/360 83 L/s Q=CiA/360 93 L/s
Project Name:
Project Number:
counterpoint engineeringAllowable Release Rate
145 Wellington Street West
19015
Rational Method - 2 Year Predevelopment
Event: 2 years
ABC's: A 21.8
C 0.78
Time of Concentration: t 10 min
Runoff Coefficient: C 0.5
Site Area A 0.148 ha
Intensity i 88.19 mm/hr
i=A/(T)c
Flow Q 0.018 m3/s
Q=CiA/360 18.1 L/s
Project Name:
Project Number:
counterpoint engineering
Rational Method - Uncontrolled Area (Post Development)
Project Name: 145 Wellington Street West
Project No: 19015
Event: 100 years
ABC's: A 59.7
C 0.8
Time of Concentration: t 10 min
Runoff Coefficient: C 0.9
Site Area A 0.012 ha
Intensity i 250.32 mm/hr
i=A/(T)c
Flow Q 0.008 m3/s
Q=CiA/360 7.5 L/s
counterpoint engineering
Rational Method - Uncontrolled Area (Post Development)
Project Name: 145 Wellington Street West
Project No: 19015
Event: 2 years
ABC's: A 21.8
C 0.78
Time of Concentration: t 10 min
Runoff Coefficient: C 0.9
Site Area A 0.012 ha
Intensity i 88.19 mm/hr
i=A/(T)c
Flow Q 0.003 m3/s
Q=CiA/360 2.6 L/s
counterpoint engineering
Location: a 59.7
Event b 0
c 0.8
Area ID Area (ha)
Runoff
Coefficient
tc
(min)
Storage
Available
(m3)
Storage
Required
(m3)
Release
Rate (L/s) Description
Orifice Size
(mm)
Release
Rate (L/s)
UNC 0.012 0.90 10 0 0 7.5 Uncontrolled - -
SITE 0.136 0.88 10 TBD @ SPA 45 10.0 TBD @ SPA TBD @ SPA 10.0
Total 0.148 - 45 17.5
NOTES: On-site storage will be provided via an underground storage tank located within the building
AREA ID SITE
Area [ha] RC RC * Area
0.005 0.35 0.0018
0.131 0.90 0.1179
0.136 Total 0.1197
Divided by Total Area = 0.88
AREA ID UNC
Area [ha] RC RC * Area
0.000 0.35 0.0000
0.012 0.90 0.0108
0.012 Total 0.0108
Divided by Total Area = 0.90
Refer to Appendix D for modified rational calculations .
Project Name:
Project Number:
Rainfall Data
100 Year
Toronto
145 Wellington Street West
19015
Building/Impervious Area
Building/Impervious Area
Green Roof
Composite RC Value
Composite RC Value
Green Roof
counterpoint engineering
Modified Rational Area: SITE
Project Name: 145 Wellington Street West
Project Number: 19015
Location: Toronto a 59.700
Event 100 Year b 0.000
c 0.800
Area 0.136 ha
Runoff Coefficient 0.88
AC 0.12
Tc 10
Time Increment 10
Release Rate 10.0 L/s
Storage Required 45 m3
Time Rainfall Intensity
Storm
Runoff
Runoff
Volume
Released
Volume
Storage
Volume
(min) (mm/hr) (m3/s) (m
3) (m
3) (m
3)
10 250 0.08 50 6 44
20 144 0.05 57 12 45 ********
30 104 0.03 62 18 44
40 83 0.03 66 24 42
50 69 0.02 69 30 39
60 60 0.02 71 36 35
70 53 0.02 74 42 32
80 47 0.02 76 48 28
90 43 0.01 78 54 24
100 40 0.01 79 60 19
110 37 0.01 81 66 15
120 34 0.01 82 72 10
130 32 0.01 83 78 5
140 30 0.01 85 84 1
150 29 0.01 86 90 -4
160 27 0.01 87 96 -9
170 26 0.01 88 102 -14
180 25 0.01 89 108 -19
190 24 0.01 90 114 -24
200 23 0.01 91 120 -29
210 22 0.01 92 126 -34
220 21 0.01 93 132 -39
230 20 0.01 94 138 -44
Rainfall Data
Site Data
counterpoint engineering
Modified Rational Area: UNC
Project Name: 145 Wellington Street West
Project Number: 19015
Location: Toronto a 59.700
Event 100 Year b 0.000
c 0.800
Area 0.012 ha
Runoff Coefficient 0.90
AC 0.01
Tc 10
Time Increment 10
Release Rate 7.5 L/s
Storage Required 0 m3
Time Rainfall Intensity
Storm
Runoff
Runoff
Volume
Released
Volume
Storage
Volume
(min) (mm/hr) (m3/s) (m
3) (m
3) (m
3)
10 250 0.01 5 5 0 ********
20 144 0.00 5 9 -4
30 104 0.00 6 14 -8
40 83 0.00 6 18 -12
50 69 0.00 6 23 -16
60 60 0.00 6 27 -21
70 53 0.00 7 32 -25
80 47 0.00 7 36 -29
90 43 0.00 7 41 -34
100 40 0.00 7 45 -38
110 37 0.00 7 50 -42
120 34 0.00 7 54 -47
130 32 0.00 8 59 -51
140 30 0.00 8 63 -55
150 29 0.00 8 68 -60
160 27 0.00 8 72 -64
170 26 0.00 8 77 -69
180 25 0.00 8 81 -73
190 24 0.00 8 86 -77
200 23 0.00 8 90 -82
210 22 0.00 8 95 -86
Rainfall Data
Site Data
Counterpoint EngineeringWater Balance
Project Name: 145 Wellington Street West
Project Number: 19015
City of Toronto's Green Standard Tier 1 Section QW 2.2
1 mm
5 mm
1 mm
Area Units
0.143 ha
0.000 ha
0.005 ha
0.148 ha
Initial Abstraction= Percent Impervious (Roof) *R + Percent Impervious (Asphalt)* I + Percent Previous Green Roof * P
Initial Abstraction= 0.97 x 1mm + 0.00 x 1mm + 0.03 x 5mm
Initial Abstraction (credit)= 1.14 mm
Required Development Retention = (Excess Rainfall- Initial Abstraction) * (Total Development Area)
Required Development Retention = (5mm - 1.1 mm) x ( 0.148 )ha
Required Development Retention (debit)= 5.8 m3
% Redevelopment
Area
97%
0%
Initial Abstraction Asphalt, I
Initial Abstraction Pervious, P
Initial Abstraction Roof, R
Toronto's small design rainfall event has 5mm excess rainfall
Type of Area
Asphalt
3%
100%
Non-Green Roof Area
Pervious / Green Roof Area
Total Area
G4580 JULY 2019
GEOHYDROLOGY ASSESSMENT 145 WELLINGTON STREET WEST
TORONTO, ONTARIO
DISTRIBUTION:
1 COPY (electronic) PRIMARIS MANAGEMENT INC.
1 COPY McCLYMONT& RAK ENGINEERS, INC.
PREPARED FOR:
H & R REIT – 145 WELLINGTON
C/O
PRIMARIS MANAGEMENT INC.
1 ADELAIDE STREET, SUITE 300
TORONTO, ON
M6B 3A7
Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario
16
6.0 CONCLUSIONS AND RECOMMENDATIONS
McClymont& Rak Engineers Inc. were retained to conduct a Geohydrology
Assessment for the Site in relation to the proposed redevelopment. The Site is
currently occupied by a midrise office building with three levels of underground
parking.
The Site is proposed for mixed-use residential and commercial development
consisting of a sixty five [65] storey building with three [3] levels of below grade
parking. The design grades are not known at this stage. Therefore, our suggestions
might be revised when the proposed Site/Foundation Plan becomes available.
However, the ground floor finished floor elevation (FFE) is expected to be at an
approximate elevation of 83.0 masl. The P3 FFE is expected to be at a depth of
10.40 m, corresponding to an approximate elevation of 72.60 masl.
Presently, it is assumed that the proposed building will be founded in shale
supported by conventional spread/strip footings or raft foundation. The size of the
shoring plan layout was assumed to cover approximately 50 m by 30 m.
With spread/strip footings, a sub-floor Private Water Drainage System (PWDS) with
perimeter weeping tile will be required. A soldier pile and lagging shoring is expected
for temporary dewatering/excavation except where adjacent structures exist or
heritage structures are to remain, in which case a caisson shoring system would be
necessary.
The excavation for the proposed three level underground parking structure will
extend into sound shale bedrock. Positive dewatering, such as well points and sump
pumps, will be required for the proposed excavation. It should be noted that during
water drawdown the onsite soils might be subject to localized piping, leading to an
increase in the volume of temporary dewatering.
In addition, the (weathered) sedimentary bedrock can be fractured, fissured, or
contain water-bearing bedding planes. When these bedding planes are intercepted in
rock excavation, a substantial amount of water, often under a significant hydrostatic
head, may be encountered. The depths and condition of shale bedrock vary across
Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario
17
the Site; therefore, its quality should be confirmed during shoring installation and
general excavation through inspections in the field.
For the proposed three underground levels, groundwater is required to be drawn
down 1 m below the underside of the footing. The assumed foundation elevation is
approximately 72 masl. However, for the purpose of temporary/construction
dewatering, given the encountered subsurface conditions, groundwater cannot be
lowered with well points below the average top elevation of shale bedrock at
approximately 73.35 masl. Localized trenches and sumps can be used within
bedrock to lower the water level below the underside of the P3 slab and footings, to
an approximate elevation of 71.0 masl. This result is preliminary and should be
confirmed during the construction phase and final stage of detailed design. The
maximum groundwater level recorded in the monitoring wells is at an elevation of
72.94 masl, representing an approximate 2 m hydrostatic head requiring dewatering.
The anticipated discharge rate for temporary construction dewatering was calculated
between 48 – 102 m3/day (9 – 19 USG/min). Therefore, based on the amended
O.Reg. 63/16 to the Environmental Protection Act, a limited online PTTW will be
required through the ESAR from the MECP and a temporary discharge permit will be
required from the Toronto Water.
The estimated steady state discharge rate for the PWDS was calculated at 20
m3/day (4 USG/min). Therefore, a PTTW will not be required from the MECP for the
PWDS. A long-term permanent discharge permit will be required from Toronto Water
since the drainage will be installed below the long-term groundwater elevation.
Presently, the groundwater sample collected onsite can be discharged to the City
sanitary or combined sewer system with no additional filtration or treatment. A
filtration/treatment system for suspended solids and manganese would be required
prior to discharging to the storm sewer system. A dewatering contractor should be
approached to explore the possibility of treatment if discharge to the storm sewer is
required.
The application process, where a PTTW is required, can take at least three months
for a review by the MECP and has to be approved prior to applying for discharge
permits. It is recommended that applications to Toronto Water for discharge permits
Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario
18
be applied for at least four months prior to the required start dates. Applications are
to be supported by drawings and calculations provided by the mechanical and the
site servicing consultant and coordination is required amongst all disciplines.
Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario
19
7.0 REFERENCES
1. Ontario Ministry of the Environment. Soil, Ground Water and Sediment
Standards for Use Under Part XV.1 of the Environmental Protection Act.
April15, 2011.
2. Ontario Ministry of Northern Development and Mines. Quaternary Geology of
Ontario - Southern Sheet,Map 2556, 1991.
3. Ontario Ministry of Northern Development and Mines. Bedrock Geology of
Ontario-Southern Sheet,Map 2544, 1991.
4. D.K. Todd, Groundwater Hydrology, 2nd Edition, John Wiley & Sons, New
York, 1980.
5. L.W. Mays, Water Resources Engineering, 1st Edition, John Wiley & Sons,
New York, 2001.
6. R.F. Craig, Soil Mechanics, 7th Edition, Spon Press, London, 2004.
7. MCR report titled: Geotechnical Investigation, Proposed Mixed Use,
Residential/Commercial Development, 145 Wellington Street West, Toronto,
Ontario, prepared for Primaris Management Inc., dated May 2019.
Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario
20
8.0 STATEMENT OF LIMITATIONS
McClymont& Rak Engineers, Inc. (MCR) conducted the work associated with this report in accordance with the scope of services, time and budget limitations imposed for this work. The work has been conducted according to reasonable and generally accepted local standards for an environmental consultant at the time of the work. No other warranty or representation, expressed or implied, is included or intended in this report. The work was designed to provide an overall assessment of the environmental conditions at the Site. The conclusions presented in this report are based on the information obtained during the investigation. The work is intended to reduce the client’s risk with respect to environmental impairment. No work can completely eliminate the possibility of further environmental impairment on the Site. It should be noted that subsurface conditions might vary at locations and depths other than those locations where borings, surveys or explorations were made by MCR. Other contaminants, not tested for in this work, may also potentially be present on the Site. Even with exhaustive investigation, it is not possible to warranty the Site will be free of contaminants. Should conditions, not observed during the work, become apparent, MCR should be immediately notified to assess the situation and conduct additional work, where required. The findings of this report are based on conditions as they were observed at the time of the work. No assurance is made regarding changes in conditions subsequent to the time of the work. Remediation cost estimates is based on the available information. The estimated costs for remediation only represent the costs for the clean-up of known contaminants that have been identified during the work. Additional costs may be incurred as a result of other contaminants or areas of contamination identified by subsequent work. Regulatory statutes are subject to interpretation. These statutes and their interpretation may change over time, thus these issues should be reviewed with appropriate legal counsel. MCR relied on information provided by others in this report. MCR cannot guarantee the accuracy, completeness and reliability of the information provided by others, although MCR staff attempted to seek clarification on information provided and verifies authenticity, where practical. The report and its attachments were prepared for and made available for the sole use of the client. MCR will not be responsible for any use or interpretation of the information contained in this report by any other party without the prior expressed written consent of MCR.
Geohydrology Assessment 145 Wellington Street West, Toronto, Ontario
21
9.0 CLOSURE
In accordance with your request and authorization, McClymont and Rak Engineers
Inc. completed this Geohydrology Assessment Report. This report presented the
methodology, findings and conclusions of the investigation. The Statement of
Limitations for all work performed as part of this investigation is included.
We trust that the information provided in this report is sufficient for your present
requirements. Should you have any further questions, please do not hesitate to
contact our office. Thank you for retaining McClymont& Rak Engineers, Inc. for this
project.
Respectfully,
McClymont& Rak Engineers Inc.
Prepared By:
Richard Sukhu, B.Eng.
Reviewed By:
Lad Rak, P.Eng., M.Eng., QPESA
Date of Issue: July 16, 2019
4211 Yonge Street Suite 500 Toronto Ontario M2P 2A9 416 487 8151 f 416 487 9104 smithandandersen.com
Vancouver Calgary Edmonton Winnipeg London Toronto Ottawa Halifax
2019-08-14
Attention: Executive Director, Engineering and Construction Services
c/o Manager, Development Engineering
Cc: General Manager, Toronto Water
c/o Manager, Environmental Monitoring and Protection Unit
30 Dee Ave, Toronto ON M9N 1S9
RE: 145 WELLINGTON STREET WEST
S+A PROJECT # 06031.001.M000
GROUND WATER DISCHARGE STRATEGY
This letter is to confirm that groundwater from the Private Water Drainage System for the above
mentioned project will be collected and discharged into the sanitary control manhole of the Site
located at 145 Wellington Street West.
The groundwater sump pumps will be sized at 1.30 L/sec (groundwater peak flow rate) and are
expected to run approximately 4.8 hours per day.
This peak flow rate will be used for assessing capacity for the peak discharge flow into the City's sanitary sewer system. Once the proposed groundwater peak flow rate of 1.30 L/sec is approved by Engineering Construction Services (ECS), City of Toronto, the property owner will not be allowed to amend this flow rate in the future. Should there be any amendment to the peak flow rate of 1.30 L/sec in future, the property owner shall re-submit either the updated pump schedule or a revised letter to ECS. In addition, the sewer capacity will need to be re-assessed.
Smith + Andersen
Bram Atlin P.Eng., LEED AP
Principal - Mechanical [email protected] 06031.004.m.001.l001-R0 - Ground Water Strategy.docx
B.H.ATLIN 100129273
2019-08-14
06031.004