FUNCTIONAL SERVICING AND ST ORMWATER …...Aug 22, 2019 · 145 Wellington Street West Project No.: 19015 August 2019 Page 2 EXECUTIVE SUMMARY This Functional Servicing and Stormwater

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.



Project No.: 19015

August 2019 Page 3

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.



Project No.: 19015

August 2019 Page 4

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



Project No.: 19015

August 2019 Page 5

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



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



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.



Project No.: 19015

August 2019 Page 9

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



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August 2019 Page 10

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



Project No.: 19015

August 2019 Page 11

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



Project No.: 19015

August 2019 Page 13

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.



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.



Project No.: 19015

August 2019 Page 15

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.



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.



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


SIM

CO

E STREET





8395 Jane St., Suite 100, Vaughan, ON L4K 5Y2

A=

C=

0.138

102

0.90

EXISTING STORM DRAINAGE



Project No.: 19015

August 2019 Page 19

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.



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


SIM

CO

E STREET

A=

C=

0.136

SITE

0.88





PROPOSED STORM DRAINAGE



Project No.: 19015

August 2019 Page 22

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



Project No.: 19015

August 2019 Page 23

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.



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.



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]



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.

Project No.: 19015

August 2019



Appendix A

Project No.: 19015

August 2019



Appendix B

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


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


NFPA Theoretical Flow Calculations

Project Name: 145 Wellington


QF = 29.83 x c x d2 x p

0.5, where


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


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

Project No.: 19015

August 2019



Appendix C

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



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


.

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



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


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

Project No.: 19015

August 2019



Appendix D

counterpoint engineeringPredevelopment Flows - Total Site Area


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


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:


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





i=A/(T)c

Flow Q 0.008 m3/s

Q=CiA/360 7.5 L/s


Rational Method - Uncontrolled Area (Post Development)


Project No: 19015

Event: 2 years

ABC's: A 21.8

C 0.78





i=A/(T)c

Flow Q 0.003 m3/s

Q=CiA/360 2.6 L/s


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


19015

Building/Impervious Area

Building/Impervious Area

Green Roof

Composite RC Value

Composite RC Value

Green Roof


Modified Rational Area: SITE



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


Modified Rational Area: UNC



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



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

Project No.: 19015

August 2019



Appendix E

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


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


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.


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.


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.


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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

Documents

FUNCTIONAL SERVICING AND ST ORMWATER …...Aug 22, 2019 · 145 Wellington Street West Project No.: 19015 August 2019 Page 2 EXECUTIVE SUMMARY This Functional Servicing and Stormwater