SITE SERVICES & STORMWATER MANAGEMENT REPORT FOR A ...

SITE SERVICES & STORMWATER MANAGEMENT REPORT

FOR A PROPOSED DEVELOPMENT No. 203 JARVIS STREET

CITY OF TORONTO

July 2016

Ref No.: 15490 Prepared by:

Politis Engineering Ltd.

PH302 - 133 Wynford Drive

Toronto, Ontario, M3C 0J5

Tel (416) 429-8645 Fax (416) 429 -8951

i

TABLE OF CONTENTS

SECTION PAGE

1.0 INTRODUCTION ................................................................................................................. 1

2.0 SITE DESCRIPTION ........................................................................................................... 1

3.0 STORM DRAINAGE ............................................................................................................ 1

3.1 ALLOWABLE 2 YEAR PREDEVELOPMENT PEAK FLOW ............................................... 2

3.2 POST DEVELOPMENT STORM SYSTEM ......................................................................... 3

3.2.1 Roof Controls .......................................................................................................... 3

3.2.2 Storm Connection..................................................................................................... 6

3.2.3 Proposed Flow Control ............................................................................................. 6

3.2.4 Temporary Detention Storage Upstream of Flow Control ....................................... 6

3.3 WATER BALANCE ............................................................................................................ 10

3.3.1 Initial Abstraction ................................................................................................... 10

3.3.2 Water Balance Compensation - Rainwater Harvesting .......................................... 10

4.0 WATER QUALITY CONTROLS ........................................................................................ 11

4.1 Permanent Water Quality .................................................................................................. 11

4.2 Temporary Erosion and Sediment Control ......................................................................... 11

5.0 SANITARY SEWER .......................................................................................................... 12

5.1 Post Development Sanitary Drainage ............................................................................... 12

5.2 Existing Combined Sewer ................................................................................................. 12

5.3 Proposed Sanitary Connecton .......................................................................................... 12

6.0 WATER SUPPLY .............................................................................................................. 13

6.1 Fire Flow Calculations ........................................................................................................ 13

7.0 SUMMARY .................................................................................................................... 14

ii

LIST OF FIGURES AND TABLES

DESCRIPTION PAGE

FIGURE 1 KEY PLAN ................................................................................................................ 1

FIGURE 2 STORM DRAINAGE SCHEMATIC .......................................................................... 3

FIGURE 3 INITIAL ABSTRACTION VALUES ......................................................................... 10

TABLE 1 ZURN ROOF DRAIN DISCHARGE CHART ............................................................ 4

TABLE 2 MAIN ROOF - 100 YEAR TEMPORARY DETENTION REQUIREMENTS ............. 5

TABLE 3 2 YEAR STORM REQUIREMENTS UPSTREAM OF ORIFICE .............................. 7

TABLE 4 5 YEAR STORM REQUIREMENTS UPSTREAM OF ORIFICE .............................. 8

TABLE 5 100 YEAR STORM REQUIREMENTS UPSTREAM OF ORIFICE .......................... 9

TABLE 6 INITIAL ABSTRACTION CALCULATION .............................................................. 10

TABLE 7 TSS REMOVAL BY SURFACE TYPE ................................................................... 11

TABLE 8 POST DEVELOPMENT POPULATION & SANITARY FLOW CALCULATION..... 12

TABLE 9 SUMMARY OF COMBINED SEWER DORSCH MODEL DATA ........................... 13

APPENDIX 1 : ZURN CONTROL FLOW DRAIN BROCHURE

APPENDIX 2 : COMBINED SEWER DORSCH MODEL DATA

APPENDIX 3 : HYDRANT FLOW TEST

APPENDIX 4 : WATER DEMAND CALCULATIONS

ENCLOSURE: DRAWING NO. 100 – NOTES & DETAILS PLAN DRAWING NO. 101 – SITE SERVICING PLAN DRAWING NO. 102 – SITE GRADING PLAN

1

1.0 INTRODUCTION

Politis Engineering Ltd. has been retained to prepare a site services and stormwater management

report in support of a proposed development at 203 Jarvis Street. This report is intended to

address the local municipal infrastructure and stormwater management.

2.0 SITE DESCRIPTION

The subject site is located at the north-east corner of Jarvis Street and Shuter Street, as shown in

Figure 1. The property is currently being used as a parking lot and the entire area is covered in

pavement. The total site area is 996.6 square meters or 0.10 hectares.

The proposed development includes the construction of a 34 storey hotel and condominium with a

3 level underground parking garage with driveway access to a municipal lane on the east side of

the property.

SH

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ST

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ET

PE

MB

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SITE

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ST

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ET

JA

RV

IS S

TR

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QUEEN STREET EAST

SHUTER STREET

Figure 1 – Key Plan (Not To Scale)

3.0 STORM DRAINAGE

Based on the City of Toronto “Wet Weather Flow Management Guidelines, November 2006”

(WWFMG), the allowable release rate to the municipal sewer system from the development site

during a 2 year design storm event must not exceed the peak runoff rate from the site under pre-

development conditions with a maximum runoff coefficient of 0.5, during the same storm event, or

the existing capacity of the receiving storm sewer, whichever is less.

2

3.1 Allowable 2 Year Pre-Development Peak Flow

Since the entire property is covered in pavement, the pre-development composite runoff

coefficient is 0.90.

Therefore based on a 0.50 runoff coefficient, as required by the WWFMG, pre-development 2

year peak flow is therefore:

Using an inlet time of 10 minutes, i = 88.2 mm/hr;

cmsx

0122.0360

0.102.880.50Q

= 12.2 L/s

Therefore, to satisfy the WWFMG the allowable 2 year pre-development peak flow is 12.2 litres

per second.

Figure 2 is the Storm Drainage Schematic. It shows there is an area of 85.3 square meters that

flows uncontrolled. Therefore the 100 year runoff from the uncontrolled area needs to be

deducted from 2 year peak flow:

Using an inlet time of 10 minutes, i = 250.3 mm/hr;

cmsx

0053.0360

0.00853.2500.90Q

= 5.3 L/s

Therefore the allowable release rate is 12.2 - 5.3 = 6.9 L/s.

3

3.2 Post Development Storm System

3.2.1 Roof Controls

The proposed development will have a large main roof along at the 34th floor level along with a

mechanical penthouse. Figure 2 is the roof drainage plan.

The roof drains will be Zurn "Control-Flo" Z-105 roof drains with 1 weir each. The depth versus

discharge chart is shown in Table 1 which is derived from the Zurn "Control-Flo" Brochure which

is enclosed in Appendix 1. Table 2 calculates the release rate through the drains and the

temporary detention volume and average depth.

Scupper drains, as required by the OBC should be provided.

4

DEPTH DEPTH FLOW FLOW

(inches) (mm) (gpm) (L/s)

0.50 12.7 2.50 0.19

0.75 19.1 3.75 0.28

1.00 25.4 5.00 0.38

1.25 31.8 6.25 0.47

1.50 38.1 7.50 0.57

1.75 44.5 8.75 0.66

2.00 50.8 10.00 0.76

2.25 57.2 11.25 0.85

2.50 63.5 12.50 0.95

2.75 69.9 13.75 1.04

3.00 76.2 15.00 1.14

3.25 82.6 16.25 1.23

3.50 88.9 17.50 1.33

3.75 95.3 18.75 1.42

4.00 101.6 20.00 1.52

4.25 108.0 21.25 1.61

4.50 114.3 22.50 1.70

4.75 120.7 23.75 1.80

5.00 127.0 25.00 1.89

ZURN CONTROL-FLO DRAINS

MODEL Z-105

TABLE 1 – ZURN ROOF DRAIN DISCHARGE CHART

5

TABLE 2 : MAIN ROOF - 100 YEAR ROOF TEMPORARY DETENTION

REQUIREMENTS

AREA (m2) 750.0 NO. DRAINS = 4

C = 0.90 Q/DRAIN (L/s)= 0.63

CONTROLLED DISCHARGE RATE (L/s) = 2.52

AVERAGE DEPTH (mm) = 41.7

RAINFALL INTENSITY

I = A / ( T) ^ B

Where A= 59.7

B= 0.8

REQUIRED STORAGE VOLUME (m3) = 31.3

100 YEAR PEAK RUNOFF DISCHARGE STORAGE

TIME INTENSITY FLOW VOLUME VOLUME VOLUME

(min) (mm/hr) (m3/s) (m3) (m3) (m3)

10.0 250.32 0.047 28.2 1.5 26.6

20.0 143.77 0.027 32.3 3.0 29.3

25.0 120.27 0.023 33.8 3.8 30.0

30.0 103.94 0.019 35.1 4.5 30.5

35.0 91.88 0.017 36.2 5.3 30.9

40.0 82.57 0.015 37.2 6.0 31.1

45.0 75.15 0.014 38.0 6.8 31.2

50.0 69.07 0.013 38.9 7.6 31.3

55.0 64.00 0.012 39.6 8.3 31.3

60.0 59.70 0.011 40.3 9.1 31.2

65.0 56.00 0.010 40.9 9.8 31.1

70.0 52.77 0.010 41.6 10.6 31.0

75.0 49.94 0.009 42.1 11.3 30.8

80.0 47.43 0.009 42.7 12.1 30.6

85.0 45.18 0.008 43.2 12.9 30.4

90.0 43.16 0.008 43.7 13.6 30.1

95.0 41.33 0.008 44.2 14.4 29.8

100.0 39.67 0.007 44.6 15.1 29.5

105.0 38.15 0.007 45.1 15.9 29.2

110.0 36.76 0.007 45.5 16.6 28.9

115.0 35.48 0.007 45.9 17.4 28.5

117.0 34.990 0.007 46.1 17.7 28.4

6

3.2.2 Storm Connection

There is an existing 300 mm diameter storm sewer on Shuter Street immediately south of the

subject property. A 150 mm diameter storm sewer connection laid at 2.00% is proposed. The

capacity of the connection will be 22.5 L/s.

3.2.3 Proposed Flow Control

To control the peak flow to the allowable minor system release rate of 6.9 L/s , a 75 mm diameter

orifice tube, with a minimum length of 1.0 meter will be used. The 100 year high water surface

level is calculated below:

Flow through the orifice tube is calculated as follows:

(m) orificeon acting Head=h

)m/s (9.81gravity todueon Accelerati=g

)(m orifice of area sectional-Cross=A

/second)(m Flow=Q

Where,

280.0

2

2

3

ghAQ

194.0

81.92004418.080.00069.0

orifice, 75mm proposed For the

H

xHxxx

Therefore the peak flow through the orifice tube will be controlled to 6.9 L/s at a high water

surface elevation at (0.075/2)+0.194 = 0.232 above the invert.

3.2.4 Temporary Detention Storage Upstream of Flow Control

Tables 3, 4 and 5 calculate the volume of detention storage required to mitigate the 2, 5 and 100

year post development storm to 6.9 litres per second. The total 100 year volume temporary

detention volume is 3.4 cubic meters.

A stormwater detention vault will be provided on the P1 Mezzanine level. The area of the vault is

20.8 square meters and the temporary storage volume available is 4.8 cubic meters. Therefore

the total available underground storage exceeds the detention storage volume required to mitigate

the 100 year storm controlled flow.

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TABLE 3 - 2 YEAR STORAGE REQUIREMENTS UPSTREAM OF ORIFICE

POST-DEVELOPMENT DATA CONTROLLED ROOF DATA

AREA (m2) = 160.1 AREA (m2) = 750.0

C = 0.9 C = 0.90

CONTROLLED FLOW (L/s) = 2.52


RAINFALL INTENSITY

I = A / ( T) ^ B

Where A= 21.8

B= 0.78


PEAK ROOF RUNOFF DISCHARGE STORAGE

TIME INTENSITY FLOW FLOW VOLUME VOLUME VOLUME

(min) (mm/hr) (L/s) (L/s) (m3) (m3) (m3)

10.0 88.19 3.530 2.52 3.6 4.1 0.0

11.0 81.87 3.277 2.52 3.8 4.6 0.0

12.0 76.50 3.062 2.52 4.0 5.0 0.0

13.0 71.87 2.877 2.52 4.2 5.4 0.0

14.0 67.83 2.715 2.52 4.4 5.8 0.0

15.0 64.28 2.573 2.52 4.6 6.2 0.0

17.0 58.30 2.333 2.52 5.0 7.0 0.0

19.0 53.45 2.140 2.52 5.3 7.9 0.0

21.0 49.44 1.979 2.52 5.7 8.7 0.0

23.0 46.05 1.843 2.52 6.0 9.5 0.0

25.0 43.15 1.727 2.52 6.4 10.4 0.0

27.0 40.64 1.627 2.52 6.7 11.2 0.0

29.0 38.44 1.538 2.52 7.1 12.0 0.0

31.0 36.49 1.460 2.52 7.4 12.8 0.0

33.0 34.75 1.391 2.52 7.7 13.7 0.0

35.0 33.19 1.329 2.52 8.1 14.5 0.0

37.0 31.78 1.272 2.52 8.4 15.3 0.0

39.0 30.51 1.221 2.52 8.8 16.1 0.0

41.0 29.34 1.174 2.52 9.1 17.0 0.0

43.0 28.27 1.131 2.52 9.4 17.8 0.0

45.0 27.28 1.092 2.52 9.8 18.6 0.0

47.0 26.37 1.056 2.52 10.1 19.5 0.0

49.0 25.53 1.022 2.52 10.4 20.3 0.0

8



AREA (m2) = 160.1 AREA (m2) = 750.0

C = 0.90 C = 0.90



RAINFALL INTENSITY

I = A / ( T) ^ B

Where A= 32.0

B= 0.79




(min) (mm/hr) (L/s) (L/s) (m3) (m3) (m3)

10.0 131.79 5.275 2.52 4.7 4.1 0.5

11.0 122.23 4.892 2.52 4.9 4.6 0.3

12.0 114.11 4.567 2.52 5.1 5.0 0.1

13.0 107.12 4.288 2.52 5.3 5.4 0.0

14.0 101.03 4.044 2.52 5.5 5.8 0.0

15.0 95.67 3.829 2.52 5.7 6.2 0.0

17.0 86.66 3.469 2.52 6.1 7.0 0.0

19.0 79.37 3.177 2.52 6.5 7.9 0.0

21.0 73.34 2.935 2.52 6.9 8.7 0.0

23.0 68.25 2.732 2.52 7.2 9.5 0.0

25.0 63.90 2.558 2.52 7.6 10.4 0.0

27.0 60.13 2.407 2.52 8.0 11.2 0.0

29.0 56.83 2.275 2.52 8.3 12.0 0.0

31.0 53.92 2.158 2.52 8.7 12.8 0.0

33.0 51.32 2.054 2.52 9.1 13.7 0.0

35.0 48.99 1.961 2.52 9.4 14.5 0.0

37.0 46.88 1.876 2.52 9.8 15.3 0.0

39.0 44.97 1.800 2.52 10.1 16.1 0.0

41.0 43.23 1.730 2.52 10.5 17.0 0.0

43.0 41.63 1.666 2.52 10.8 17.8 0.0

45.0 40.17 1.608 2.52 11.1 18.6 0.0

47.0 38.81 1.553 2.52 11.5 19.5 0.0

49.0 37.55 1.503 2.52 11.8 20.3 0.0

9



AREA (m2) = 160.1 AREA (m2) = 750.0

C = 0.90 C = 0.90



RAINFALL INTENSITY

I = A / ( T) ^ B

Where A= 59.7

B= 0.80




(min) (mm/hr) (L/s) (L/s) (m3) (m3) (m3)

10.0 250.32 10.02 2.52 7.5 4.1 3.4

11.0 231.94 9.28 2.52 7.8 4.6 3.2

12.0 216.35 8.66 2.52 8.0 5.0 3.1

13.0 202.93 8.12 2.52 8.3 5.4 2.9

14.0 191.25 7.65 2.52 8.5 5.8 2.8

15.0 180.98 7.24 2.52 8.8 6.2 2.6

17.0 163.73 6.55 2.52 9.3 7.0 2.2

19.0 149.79 6.00 2.52 9.7 7.9 1.8

21.0 138.27 5.53 2.52 10.1 8.7 1.5

23.0 128.56 5.15 2.52 10.6 9.5 1.1

25.0 120.27 4.81 2.52 11.0 10.4 0.7

27.0 113.08 4.53 2.52 11.4 11.2 0.2

29.0 106.80 4.27 2.52 11.8 12.0 0.0

31.0 101.25 4.05 2.52 12.2 12.8 0.0

33.0 96.31 3.85 2.52 12.6 13.7 0.0

35.0 91.88 3.68 2.52 13.0 14.5 0.0

37.0 87.89 3.52 2.52 13.4 15.3 0.0

39.0 84.26 3.37 2.52 13.8 16.1 0.0

41.0 80.96 3.24 2.52 14.2 17.0 0.0

43.0 77.93 3.12 2.52 14.5 17.8 0.0

45.0 75.15 3.01 2.52 14.9 18.6 0.0

47.0 72.58 2.91 2.52 15.3 19.5 0.0

49.0 70.20 2.81 2.52 15.7 20.3 0.0

10

3.3 Water Balance

Water balance targets are based on the City’s Wet Weather Flow Management Guidelines. The

minimum required is 5 mm over the net property area or 5.0 cubic meters.

3.3.1 Initial Abstraction

The initial abstraction or depression storage is the capacity of a surface to retain storm runoff.

The City of Toronto recognizes initial abstraction and has provided values for different surfaces.

Surface Type Initial Abstraction

Impervious Roof 1 mm

Asphalt Paving 1 mm

Landscape 5 mm

Green Roof 7 mm max for intensive

roofs otherwise 5 mm

Permeable Pavers 5 mm

Concrete Pavers 1 mm

Grassed Swale 5 mm

Figure 3 – Initial Abstraction Values

Water balance targets are based on the City’s Wet Weather Flow Management Guidelines and

Table 6 calculates the initial abstraction for the proposed development.

Area I.A. Volume

Description (m2) (mm) (m3)

Flat Roof - Main 750.0 1.00 0.75

Above Grade Terraces 176.9 1.00 0.18

Ground Level Pavers 69.7 1.00 0.07

Totals = 996.6 1.00

Table 6 - Initial Abstraction Calculation

The proposed development is deficient by 4.0 cubic meters to meet the minimum water balance

criteria, based on the initial abstraction.

3.3.2 Water Balance Compensation - Rainwater Harvesting

A rainwater harvesting cistern will be provided in the stormwater vault in the P1- Mezzanine level.

The cistern will provide for a minimum of 4.0 cubic meters of storage and will overflow into the

detention storage vault. The roof drains will be directed to the rainwater harvesting cistern and the

retained water can be used for irrigation purposes, washing the parking level slabs and for the

mechanical cooling tower.

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4.0 WATER QUALITY CONTROLS

4.1 Permanent Water Quality

The WWFMG requires that 80% of total suspended solids (TSS) be removed before discharging

storm runoff.

A large proportion of the proposed development is made up roof and terraces. Since these areas

will not be subject to vehicular traffic, they can be considered to contribute "clean" runoff to the

storm system and therefore are taken to contribute 10% of TSS to the system. The ground level

unit pavers are considered to remove 0% of TSS.

Table 7 shows the calculations for the site based on the above noted TSS removal values and the

overall TSS removal exceeds City's 80% removal criteria.

Fraction Effective Total

Area of Total TSS Removal TSS

Description (m2) Area (%) (%) Removed

Flat Roof - Main 750.0 75.3% 90% 67.7%

Above Grade Terraces 176.9 17.8% 90% 16.0%

Ground Level Pavers 69.7 7.0% 0% 0.0%

Totals = 996.6 100.0% 83.7%

Table 7 - TSS Removal by Surface Type

4.2 Temporary Erosion and Sediment Control

It would be prudent to make provisions to provide “good housekeeping” measures to mitigate

the transportation of silt from the site during the construction phases in accordance with the

GTA Conservation Authorities' "Erosion and Sediment Control Guidelines for Urban

Construction (2006). These measures include, but are not limited to the following:

Provide silt fences around the perimeter of the site to reduce silt from leaving the site.

Provide silt filters at catchbasins upon their installation to reduce the amount of silt entering

the sewer system during construction.

Use of a “mud mat” or temporary tracking control at the entrance of the site to minimize

mud tracking from the site.

Provide rock check dams with filter cloth in any temporary drainage swale during

construction.

Stabilize the site as soon as possible, that is, re-establish vegetative ground cover and

avoid bare soil areas.

All the above erosion and siltation control measures should be monitored and maintained on a

regular basis to ensure maximum benefit and minimum silt migration off-site.

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5.0 SANITARY SEWER

5.1 Post Development Sanitary Drainage

The proposed development has a variety of unit types. Table 8 below provides a breakdown of

the units types and number of units and using the "equivalent population based on type of

housing" from the City's design criteria, the total population for the development is calculated.

POPULATION

NO. UNITS TYPE DENSITY POPULATION

RESIDENTIAL CONDO

57 STUDIO 1.4 79.8

94 1 BR 1.4 131.6

57 2 BR 2.1 119.7

19 3 BR 3.1 58.9

227 390.0

HOTEL

242 HOTEL ROOM 2 484.0

TOTAL POPULATION = 874.0

PEAKING FACTOR = 3.837

TOTAL SANITARY FLOW (240 L/C/D) = 9.315

TABLE 8 - POST DEVELOPMENT POPULATION AND SANITARY

FLOW CALCULATION

0.26 litres per second per gross hectare is be used to calculate the extraneous flows.

The extraneous flow is :

Q = 0.26 L/s/Ha x 0.10 Ha = 0.026 litres per second

The total post development sanitary flow = 9.315 + 0.026 = 9.34 L/s

5.2 Existing Combined Sewer

There is an existing 550 x 825 “Egg” shaped combined sewer in front of the property on Shuter

Street. Based on the Dorsch Model data provided by the City (Appendix 2), there is 400 L/s of

capacity in the pipe fronting the subject property (segment 3720). Table 9 shows the size and

free capacity in the next 4 legs of the downstream combined sewer.

Therefore the post development sanitary peak flow will not adversely affect the downstream

combined sewer system which has excess capacity.

5.3 Proposed Sanitary Connection

A 200 mm diameter sanitary connection is proposed. Laid at 2%, it will have a full flow capacity

of 48.4 L/s.

13

TABLE 9 - SUMMARY OF COMBINED

SEWER DORSCH MODEL DATA

FREE

SEGMENT SIZE CAPACITY

NO. (mm) (L/s)

3720 560 x 840 Egg 400

3721 560 x 840 Egg 212

210 1070 x 1520 Egg 1693

211 1070 x 1520 Egg 281

212 1070 x 1520 Egg 972

6.0 WATER SUPPLY

There is an existing 300 mm diameter watermain on Jarvis Street from which a 200 mm

diameter water connection is proposed. The connection will branch off into a 150 mm fireline

and a 100 mm domestic service.

6.1 Fire Flow Calculations

A hydrant flow test was performed September 28, 2015. The hydrant flow test results are

enclosed in Appendix 3.

A fire flow analysis was done based on the Fire Underwriters Survey "Water Supply for Public

Fire Protection" dated 1999. The analysis and the calculations are in Appendix 4. The

maximum fire flow required is 4,500 L/min.

Based on the City of Toronto Design Criteria for Sewers and Watermains (2009), the Average

Daily Demand is 183,390 litres or 127.4 litres per minute.

The Maximum Daily Demand is 150.4 litres per minute and the Minimum Fire Flow, from the

FUS calculations is 4,500 L/min for a total of 4,627.4 L/min.

Using the hydrant flow test, and converting the measured values from USGPM to litres per

minute the available flow at 140 kPa (20 psi) is calculated using the following formula:

Q140kPa = QTest((PStatic-PDesired)/(PStatic-PResidual))^0.54

Q140kPa = 5962.0((551.6-140.0)/(551.6-482.6))^0.54

Q140kPa = 15,640 L/minute

Therefore the municipal water distribution system is capable of supplying water at 15,640 litres

per minute at a minimum system pressure of 140 kPa which exceeds the requirements for this

project. Therefore there is adequate pressure and flow to provide domestic and fire fighting

service for the proposed development.

There are fire hydrants within 45 meters of the proposed Siamese connections.

14

7.0 SUMMARY

Since the subject property is being used as a parking lot in the pre-development condition, the

allowable pre-development runoff coefficient is taken to be 0.50, and the 2 year pre-development

peak flow from the subject site is 0.0122 cms or 12.2 L/s.

There are areas around the site that will not be able to be controlled and therefore the allowable

peak flow is reduced to 6.9 L/s.

Control flow roof drains will be used on the main roof. The terraces will drain uncontrolled.

Zurn Control-Flo roof drains will be used to reduce the peak flow from the main roof. Temporary

detention storage will take place on the roof. Scupper drains, as required by the OBC should be

provided.

There is an existing 300 mm diameter storm sewer on Shuter Street immediately south of the

subject property. A 150 mm diameter storm sewer connection is proposed.

A 75 mm diameter orifice tube will be provided to control the release rate from the site to the City

storm sewer at the allowable rate of 6.9 L/s.

A stormwater detention vault will be provided on the P1 Mezzanine level. The available storage

volume available is 4.8 cubic meters which exceeds the volume required to mitigate the post

development peak flow generated during a 100 year storm event.

The water balance criteria requires that a minimum of 5 mm of runoff does not enter the City

storm sewer, or in this case 5.0 cubic meters. The initial abstraction for the development will

provide for 1.0 cubic meters.

A rainwater harvesting cistern will be provided in the stormwater vault. It will have a minimum

volume of 4.0 cubic meters and will overflow to the detention storage vault. The roof drains will be

directed to the rainwater harvesting cistern. The retained water can be used for irrigation

purposes, washing the parking level slabs and for the mechanical cooling tower.

Taking effectiveness of the proposed surfaces to remove TSS into consideration, the proposed

development provides for 83.7% TSS removal and no further treatment is required.

It would be prudent to make provisions to provide “good housekeeping” measures to mitigate

the transportation of silt from the site during the construction phases in accordance with the

GTA Conservation Authorities' "Erosion and Sediment Control Guidelines for Urban

Construction (2006). The proposed erosion and siltation control measures should be monitored

and maintained on a regular basis to ensure maximum benefit and minimum silt migration off-

site.

The total post development sanitary flow = 9.315 + 0.026 = 9.34 L/s, including extraneous flow.

There is an existing 550 x 825 “Egg” shaped combined sewer in front of the property on Shuter

Street. Based on the Dorsch Model data provided by the City there is 400 L/s of excess

capacity in this pipe and excess capacity downstream.

15

A 200 mm diameter sanitary connection is proposed. Laid at 2%, it will have a full flow capacity

of 48.4 L/s.

There is an existing 300 mm diameter watermain on Jarvis Street from which a 200 mm

diameter water connection is proposed.

Based on a hydrant flow test and a water demand analysis, the existing municipal water

distribution is adequate to provide domestic and fire protection. There are fire hydrants within 45

meters of the proposed Siamese connections.

Respectfully submitted

Politis Engineering Ltd.

Per:

Tim Politis, P.Eng.

APPENDIX 1

APPENDIX 2

SIT

E

Combo.txt0 0000000 3720 EGG 0.56/0.84 INFLOW 3719 OUTFLOW 3721 B.NO. 713000 EXIST. COMB.00037200 YU 82.317 YL 82.272 QF 235 DQ 25 QDLM 30 VNIGHT0.28 DUC 1.32 DLC 1.06 QLM 636 CAP 0000400 SU 86.463 SL 87.270 AF 0.360 DQD 0.7 HDLM 0.22 HNIGHT0.07 DUS -1.98 DLS -3.10 QLM/8602Û70+ RAIN 7MS2 0000000 RES 815 A 0.08 VF 0.65 GAMMA 1.00 VDLM 0.48 VNORM 0.0 HUM 2.16 HLM 1.90 QRQLM 614 DY 0000Û04 IW 0.0 L 54.9 S SCOD 102 DWB 0.0 YUM 84.48 YLM 84.17 VLM 1.77 DH 0000Û26+ 1/1220 N 0.0130 00000000 0000000 3721 EGG 0.56/0.84 INFLOW 3720 OUTFLOW 210 B.NO. 713000 EXIST. COMB.00037210 YU 82.272 YL 82.195 QF 424 DQ 0 QDLM 30 VNIGHT0.43 DUC 1.06 DLC 0.98 QLM 636 CAP 0000212 SU 87.270 SL 87.447 AF 0.360 DQD 0.0 HDLM 0.16 HNIGHT0.05 DUS -3.10 DLS -3.43 QLM/8601Û50+ RAIN 7MS2 0000000 RES 815 A 0.0 VF 1.18 GAMMA 1.00 VDLM 0.75 VNORM 0.0 HUM 1.90 HLM 1.82 QRQLM 612 DY 0000Û08 IW 0.0 L 29.0 S SCOD 102 DWB 0.0 YUM 84.17 YLM 84.01 VLM 1.77 DH 0000Û08+ 1/ 377 N 0.0130 00000000 0000000 210 EGG 1.07/1.52 INFLOW 209 3707 3721 OUTFLOW 211 B.NO. 428800 EXIST. COMB.00002100 YU 82.073 YL 81.988 QF 4822 DQ 0 QDLM 97 VNIGHT1.03 DUC 0.25 DLC 0.30 QLM 3129 CAP 0001693 SU 87.447 SL 87.447 AF 1.261 DQD 0.0 HDLM 0.18 HNIGHT0.06 DUS -3.60 DLS -3.64 QLM/8600Û65+ RAIN 7MS2 0000000 RES 137 A 0.0 VF 3.82 GAMMA 0.75 VDLM 1.78 VNORM 0.0 HUM 1.77 HLM 1.82 QRQLM 2956 DY 0000Û08 IW 0.0 L 6.7 S SCOD 15 DWB 0.03 YUM 83.84 YLM 83.81 VLM 3.01 DH 0000Û05+ 1/ 79 N 0.0130 00000000 0000000 211 EGG 1.07/1.52 INFLOW 210 OUTFLOW 212 B.NO. 428700 EXIST. COMB.00002110 YU 81.988 YL 81.068 QF 3546 DQ 226 QDLM 98 VNIGHT0.80 DUC 0.30 DLC 0.45 QLM 3265 CAP 0000281 SU 87.447 SL 85.731 AF 1.261 DQD 1.8 HDLM 0.22 HNIGHT0.07 DUS -3.64 DLS -2.69 QLM/8600Û92+ RAIN 7MS2 0000000 RES 137 A 1.22 VF 2.81 GAMMA 0.64 VDLM 1.04 VNORM 1.42 HUM 1.82 HLM 1.97 QRQLM 3089 DY 0000Û92 IW 0.0 L 134.1 S SCOD 15 DWB 0.04 YUM 83.81 YLM 83.04 VLM 2.59 DH 0000Û15+ 1/ 146 N 0.0130 00000000 0000000 212 EGG 1.07/1.52 INFLOW 211 OUTFLOW 135 B.NO. 428700 EXIST. COMB.00002120 YU 81.068 YL 80.924 QF 2350 DQ 95 QDLM 99 VNIGHT0.60 DUC 0.45 DLC 0.30 QLM 3322 CAP 0000972 SU 85.731 SL 85.539 AF 1.261 DQD 0.8 HDLM 0.22 HNIGHT0.07 DUS -2.69 DLS -2.80 QLM/8601Û41+ RAIN 7MS2 0000000 RES 137 A 0.51 VF 1.86 GAMMA 0.64 VDLM 1.05 VNORM 0.0 HUM 1.97 HLM 1.82 QRQLM 3145 DY 0000Û14 IW 0.0 L 47.8 S SCOD 15 DWB 0.0 YUM 83.04 YLM 82.74 VLM 2.63 DH 0000Û15+ 1/ 332 N 0.0130 00000000 00000000 0000000 135 EGG 1.07/1.52 INFLOW 212 3736 OUTFLOW W174 B.NO. 428501 EXIST. COMB.00001350 * YU 80.924 YL 80.586 QF 3187 DQ 0 QDLM 100 VNIGHT0.22 DUC 0.18 DLC 0.0 QLM 3784 CAP 0000596 SU 85.539 SL 85.813 AF 1.261 DQD 0.0 HDLM 0.52 HNIGHT0.14 DUS -2.92 DLS -3.71 QLM/8601Û19+ RAIN 7MS2 0000000 RES 299 A 0.0 VF 2.53 GAMMA 1.00 VDLM 0.31 VNORM 1.32 HUM 1.70 HLM 1.52 QRQLM 3596 DY 0000Û34 IW 0.0 L 61.0 S SCOD 102 DWB 0.33 YUM 82.62 YLM 82.11 VLM 3.00 DH 0000Û18+ 1/ 180 N 0.0130 0000000

Page 1

APPENDIX 3

551.6

517.1482.6

5962.0

4213.2

APPENDIX 4

Hotel Demands:

No. Rooms 242

Persons/Room 2

Total Population 484

Avg Daily Usage 225 L/Bed/Day

Avg Daily Demand 108900 L/Day

or 75.6 L/min

Condominium Demands:

Units Persons/Unit

Studio/1 Bedroom 151 1.4

2 Bedroom 57 2.1

3 Bedroom 19 3.1

Total Population 390

Avg Daily Usage 191 L/Capita/Day


or 51.7 L/min

Building Summary:


Average Day Demand 127.35 L/min

Demand

(L/min)

Maximum Day 150.4

Peak Hour 220.1

Minimum Hour 107.0

Demand Rates and Peaking Factors are based on the City of Toronto Design Criteria for Sewers and

Watermains (2009).

0.84

1.30

2.50

0.84

203 Jarvis Street - Water Demand

Peaking Factor

Hotel (Commercial)

Peaking Factor

Condo (Apartments)

1.10

1.20

Address 203 Jarvis Street

NBC Occupancy Group C

Construction Class Fire Resistive Construction

-fully protected structural members and floors - concrete & steel

STEP 1 - DETERMINE FIRE FLOW:

REQUIRED FIRE FLOW (F) F = 220 x C x A^0.5

Largest Floor Area = 750 m2 (2nd to 14th and 17th to 35th)

Maximum Floor Area A = 1125 m2 (largest floor plus 25% of the two immediately adjoining floors

where fire-resistive building and vertical openingsand exterior vertical

communications are properly protected (one hour rating))

C = 0.6 Fire-resistive construction (fully protected frame, floors, roof)

F = 5000 L/min (Round up to nearest 1,000 L/min)

STEP 2 - OCCUPANCY FACTOR: 25% Reduction for Low Hazard Occupancy (Dwellings)

Decrease = 1250 L/min

STEP 3 - AUTO SPRINKLER FACTOR: 30% NFPA 13 sprinkler standard

10% Standard Water Supply

0% Fully Supervised System

40% Total Credit

Decrease = 2000 L/min

STEP 4 - EXPOSURE FACTORS: Maximum exposure increase is 75%

Exposure 1 0% Over 45 m South Exposure

Exposure 2 20% 3.1 to 10 m East Exposure

Exposure 3 25% 0 to 3 m North Exposure

Exposure 4 10% 20 to 30 m West Exposure

55%

Increase = 2750 L/min

STEP 5 - TOTAL REQUIRED FIRE FLOW 4500 L/min

FIRE FLOW REQUIREMENTSBased on "Water Supply for Public Fire Protection - 1999", Fire Underwriters survey

PROPOSED MIXED-USE TOWERTOP OF ROOF ( 35 STOREY + MPH)

AREA = 750.0 m24 - ZURN "CONTROL-FLO" DRAINS

(MODEL Z-105)C = 0.90

100 YEAR TEMPORARY DETENTIONSTORAGE = 31.3 m3

AVERAGE DEPTH = 41.7 mmQ = 2.52 L/s

16 STOREYS (TERRACE @ 17th)UNCONTROLLED

1 STOREY (TERRACE @ 2nd)UNCONTROLLED

1 STOREY(TERRACE @ 2nd)UNCONTROLLED

1 STOREY(TERRACE @ 2nd)UNCONTROLLED

JARV

IS S

TREE

T

SHUTER STREET

NOTE: PROVIDE SCUPPER DRAINS PER LATEST EDITION OF OBC.

SHUTER STREET

JA

RV

IS

S

TR

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GE

OR

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S

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SITE

PE

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QUEEN STREET EAST

SH

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POLITIS ENGINEERING LTD.

DENOTES BOTTOM OF WALL ELEVATION

DENOTES TOP OF WALL ELEVATION

DENOTES SANITARY MANHOLE

DENOTES TOP OF CURB ELEVATION

DENOTES PROPOSED ELEVATION

DENOTES EXISTING ELEVATION

DENOTES EXTERIOR DOOR LOCATION

DENOTES CABLE T.V. PEDESTAL

DENOTES STORM MANHOLE

DENOTES HYDRANT

DENOTES WATER SERVICE

DENOTES TRANSFORMER

DENOTES BELL PEDESTAL

LEGEND

DENOTES CATCHBASIN

DENOTES VALVE & BOX

FOR NOTES AND DETAILS REFER TO DRAWING NO. 100

DENOTES INTERPOLATED EXISTING ELEVATION

EXISTING HYDRO POLE

CONVEYANCETO CITY

EXISTING UTILITY BOX (TO BE RELOCATED

EXISTING UTILITY POLE

1.67 m TO CONVEYTO THE CITY

EXISTING TREE TO BE REMOVED

EXISTING TREE TO BE PARTIALLY REMOVED

EXTENT OF GARAGEBELOW

TYPE 'G' LOADING SPACE

13m (L)

4m (W)

6.1m (H)

MARK

ET / C

AFE

BAR

SELF SERVING BAR / WINE BAR

NEW CURB LINE

HOTELGUESTELEVATOR No. 1

HOTELSERVICEELEVATOR No. 1


15% DN X 29.36M 5% DN X 6M

2% UP

EXHAUST A/SGRATES PROROSITY LESS THAN 20MM X 20MM

INTAKE A/SGRATES PROROSITY LESS THAN 20MM X 20MM

6000(SIDEWALK)

6000(SIDEWALK)


13m (L)

4m (W)

6.1m (H)

MARK

ET / C

AFE

BAR





15% DN X 29.36M 5% DN X 6M

2% UP

SELF SERVELUGGAGE

CARTS

UP TO GRND

MEZZ.

UP TO

GRND

MEZZ.

DN TO P1

MEZZ.

6000

RAMP

6000DRIVEWAY

1670LAND

CONVEYANCE

3670PUBLIC

LANEWAY

LANDCONVEYED

TO CITY6000MIN.

(SIDEWALK)

8500

SHUTER STREET

JA

RV

IS

S

TR

EE

T

GE

OR

GE

S

TR

EE

T

SITE

PE

MB

RO

KE

S

TR

EE

T

QUEEN STREET EAST

SH

ER

BO

UR

NE

S

TR

EE

T











DENOTES HYDRANT


DENOTES TRANSFORMER


LEGEND

DENOTES CATCHBASIN

DENOTES VALVE & BOX



EXISTING HYDRO POLE

CONVEYANCETO CITY

EXISTING UTILITY BOX (TO BE RELOCATED

EXISTING UTILITY POLE

1.67 m TO CONVEYTO THE CITY

EXISTING TREE TO BE REMOVED

EXISTING TREE TO BE PARTIALLY REMOVED

EXTENT OF GARAGEBELOW


13m (L)

4m (W)

6.1m (H)

MARK

ET / C

AFE

BAR


NEW CURB LINE




15% DN X 29.36M 5% DN X 6M

2% UP

EXHAUST A/SGRATES PROROSITY LESS THAN 20MM X 20MM

INTAKE A/SGRATES PROROSITY LESS THAN 20MM X 20MM

6000(SIDEWALK)

6000(SIDEWALK)


13m (L)

4m (W)

6.1m (H)

MARK

ET / C

AFE

BAR





15% DN X 29.36M 5% DN X 6M

2% UP

SELF SERVELUGGAGE

CARTS

UP TO GRND

MEZZ.

UP TO

GRND

MEZZ.

DN TO P1

MEZZ.

6000

RAMP

6000DRIVEWAY

1670LAND

CONVEYANCE

3670PUBLIC

LANEWAY

LANDCONVEYED

TO CITY6000MIN.

(SIDEWALK)

8500










DENOTES HYDRANT


DENOTES TRANSFORMER


LEGEND

DENOTES CATCHBASIN

DENOTES VALVE & BOX

SHUTER STREET

JA

RV

IS

S

TR

EE

T

GE

OR

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S

TR

EE

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SITE

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