silver seven corporate centre phase 2

SERVICING BRIEF

Silver Seven Corporate Centre Phase 2

15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road

Kanata, Ontario

Report No. 13047-SB

City of Ottawa Site Plan Control Application File Number: D07-12-14-0147

September 5, 2014 Revised February 19, 2015

D. B. G R A Y E N G I N E E R I N G I N C.

Stormwater Management - Grading & Drainage - Storm & Sanitary Sewers - Watermains

700 Long Point Circle 613-425-8044 Ottawa, Ontario K1T 4E9 [email protected]

1

SERVICING BRIEF

Silver Seven Corporate Centre Phase 2

15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario

The following Servicing Brief is a description of the services of Phase 2 of a proposed mixed-use commercial development located on a total of 4.9 hectares of land having frontage on Frank Nighbor Place and Silver Seven Road in Kanata. The description of the services for Phase 1 (2.2 hectares) is addressed in the Servicing Brief Report No. 12022-SWM (Revised February 25, 2013) prepared by D. B. Gray Engineering Inc. (City of Ottawa Site Plan Control Application File Number: D07-12-14-0147.) The proposed storm sewer and sanitary sewer systems Phase 2 (2.7 hectares) are independent of Phase 1 and will have separate connections to the municipal sewer system. Refer to the latest revision of drawings C-1 to C-4, prepared by D. B. Gray Engineering Inc. Water Supply for Fire Fighting: The site is located in the City of Ottawa water distribution network 3W Pressure Zone. There are two existing fire hydrants in the Frank Nighbor Place right-of-way and three existing fire hydrants in the Silver Seven Road right-of-way near the proposed development, 30m to 46m from the proposed buildings. Two on-site fire hydrant are proposed. They will be located 25m to 44m from the fire department connection for each building. (There is also an existing on-site fire hydrant located 44m from the main entrance of the Phase One building.) The fire flow requirements for each building (including the Phase One building) varies from 100 to 150 l/s, as calculated as per the Fire Underwriter Survey "Water Supply For Fire Protection". Each building will have a sprinkler system, as such, as per NFPA13, it is estimated that an additional flowrate of 500 USgpm (31.5 l/s) is required (includes the inside hose allowance). Therefore a maximum flowrate required for firefighting, including the maximum daily domestic demand of 8.4 l/s, is 189.9 l/s (150 + 31.5 + 8.4). A model was created using EPANET software to analyze the hydraulics of the proposed 250mm watermain and water distribution system using the following boundary conditions provided by the city were used:

At 19 Frank Nighbor Place: Max day + Fire Flow: 172 l/s at 150.9 m HGL At 737 Silver Seven Road: Max day + Fire Flow: 172 l/s at 153.0 m HGL New boundary conditions have been requested based on 189.9 l/s, when received the hydraulics will be recalculated. Under 172 l/s boundary conditions and a 106.6 to 123.2 l/s fire flow conditions the following are the summary of the results: Hydrant FH 1: 66.7 l/s at 539 kPa (83.1 psi) plus Athletic Club (Sprinklers) + Max Day: 35.4 l/s at 539 kPa (83.2 psi) Hydrant FH 2: 66.7 l/s at 400 kPa (62.7 psi)

plus Building C-1 (Sprinklers) + Max Day: 32.5 l/s at 539 kPa (60.4 psi)

Hydrant FH 3: 83.3 l/s at 529 kPa (81.2 psi) plus Building IL-1 (Sprinklers + Max Day): 33.4 l/s at 523 kPa (80.2 psi)

2

With the new boundary conditions it is expected that in all cases the water pressure will be above 138 kPa (20 psi) the proposed water distribution system will provide an adequate supply of water for fire fighting. Water Service: An existing private 250mm watermain connects to an existing 300mm municipal watermain at the end of Frank Nighbor Place terminates near the boundary between Phase 1 and 2. In Phase 2 the 250mm watermain will be extended and connect to an existing 300mm municipal watermain in Silver Seven Road. To service the sprinkler systems a 150mm water service is proposed for each building. Phase 1 & 2: Based on the City of Ottawa Design Guidelines the daily average consumption rate for a commercial development is 28,000 litres per day per hectare and 35,000 litres per day for industrial (used for Industrial Building IL-1). The daily average flow for the entire 4.9 hectare development is 5.6 l/s. Based on this flowrate and the City of Ottawa Design Guidelines for peaking factors of 1.5 and 1.8, a maximum daily demand of 8.4 l/s and a maximum hourly demand 10.1 l/s can be expected. The following boundary conditions provided by the city were used: At 19 Frank Nighbor Place: Maximum HGL: 163.2 m HGL Minimum HGL: 155.7 m HGL

At 737 Silver Seven Road: Maximum HGL: 163.7 m HGL Minimum HGL: 155.8 m HGL

Based on the above boundary conditions the water pressure in the area is calculated to vary from 577 kPa to 660 kPa (83.8 to 95.8 psi). Since the water pressure is above 80 psi it is recommended that at the completion of construction a pressure test be performed to determine if pressure reducing valves are required to be installed. Sanitary Service: Based on the on the Sanitary Drainage Plan, drawing No. 91005-SAN prepared by Novatech Engineering a design flow rate of 45,000 l/ha/day was used. Based on the City of Ottawa Sewer Design Guidelines for the commercial property part of the property (1.5 peaking factor); and the light industrial part of the property (Appendix 4-B – 1.03 ha – 6.6 peaking factor); and a 0.28 l/s infiltration flow) the post development flow for Phase Two is calculated to be 5.74 l/s. This flow will be adequately handled by the proposed sanitary sewer service (200mm @ 1.74% - 44.6 l/s capacity). The proposed sanitary service will connect to an existing 375mm municipal sanitary sewer in Silver Seven Road. The 5.74 l/s in sanitary flows contributing to the existing 375mm municipal sanitary sewer is expected to have an acceptable impact given its capacity of 115.7 l/s. (The sanitary sewer system for Phase One is independent of Phase Two and has a separate connection to the municipal storm sewer system.)

3

Stormwater: The Phase Two storm sewer system has been designed to meet the following stormwater quantity control criteria: The release rate for post-development storm events is equal to or less than a 50 litres per second flowrate (as per Novatech Drawing No. 91005-STM2). (The stormwater quantity control measure for Phase 1 was also 50 l/s.) The proposed storm sewer system and stormwater management for Phase 2 will be independent of Phase 1 and will have a separate connection to the municipal storm sewer system. In Phase Two stormwater will be stored within the development on the roof of the proposed buildings; on the surface in the car park area; in depressed landscaped areas (stormwater detention areas); and underground (in catch basins, manholes and sewer pipes). The Phase Two unrestricted flowrate resulting from one in five year storm event will produce a peak flow of 444.0 l/s. However an inlet control devices (ICDs) located at the outlet pipe of four on-site manholes will restrict the flow to a maximum flow of 37.2 l/s during the one in five year storm event. The restricted flow will be adequately handled by the proposed 450mm storm sewer (at 0.20% - 133.3 l/s). Stormwater will be conveyed off the site via the 450mm storm sewer connecting to a proposed manhole in a 750mm municipal storm sewer in Frank Nighbor Place. The restricted flow off the site is expected to a negligible impact on the existing 750mm municipal storm sewer given its capacity (at 0.20% - 519.4 l.s). Conclusions: 1. It is expected that there will be an adequate water supply for fire fighting. 2. The existing water pressure is adequate for the proposed development. 3. It is recommended that at the completion of construction a pressure test be

performed to determine if pressure reducing valves are required to be installed. 4. The proposed watermain and water distribution system is adequately sized to serve

the development. 5. The expected sanitary sewage flow will be adequately handled by the proposed

sanitary sewer service connection. 6. The increase in sanitary flows contributing to the existing 375mm municipal sanitary

sewer is expected to have an acceptable impact. 7. The proposed storm sewers are oversized to meet the quantity control criteria and

can adequately handled the flow produced by a 1:5 year storm.

4

Ottawa, Ontario

Fire Flow Requirements

COMMERCIAL BUILDING C-1 (Phase Two) - 1 Storey

Fire Protection Water Supply

F = 220 C A0.5

F = the required fire flow in litres per minute

C = coefficient related to the type of construction

= 1.5 for wood frame construction (combustible construction)

= 1.0 for ordinary construction (masonary wall, combustible floor and interior)

= 0.8 for non-combustible construction (unprotected structural components)

= 0.6 for non-combustible construction (protected structural components, floor and roof)

= 0.8

A = floor area

Floor Area: 1912 sq.m.

F = 7,696 L/min

= 8,000 L/min (rounded off to the nearest 1,000 L/min)

0% No Change: Combustible Contents

= 8,000 L/min

-40% Reduction: Sprinkler Protection - Not Supervised

= 4,800 L/min

Added to above Contents Fire Hazard for Separation Exposed Buildings

0% Side 1 > 45m

0% Side 2 >45m

15% Side 3 10.1 to 20m

0% Side 4 > 45m

15% Total Increase for Exposure (maximum 75%)

= 5,520 L/min

F = 6,000 L/min (rounded off to the nearest 1,000 L/min)

= 100.0 l/s

19-Feb-15

15 & 19 Frank Neighbor Place and 737 & 777 Silver Seven Road

Silver Seven Corporate Center

5

MEDICAL BUILDING (Phase Two) - 4 Storeys


F = 220 C A0.5







= 0.8

A = Total Area

Ground Floor Area: 1394 sq.m.

Second Floor Area: 1394 sq.m.

1394 sq.m.

1394 sq.m.

Total Area: 5576 sq.m.

F = 13,142 L/min


-25% Reduction: Non-Combustible Contents

= 9,750 L/min

-50% Reduction: Sprinkler Protection - Fully Supervised

= 4,875 L/min


15% Side 1 10.1 to 20m

0% Side 2 > 45m

0% Side 3 > 45m

15% Side 4 10.1 to 20m


= 6,338 L/min


= 100.0 l/s

Third Floor Area:

Fourth Floor Area:

6

COMMERCIAL BUILDING C-2 (Phase Two) 1 Storey


F = 220 C A0.5







= 0.8

A = floor area

Floor Area: 1861 sq.m.

F = 7,593 L/min


0% No Change: Combustible Contents

= 8,000 L/min


= 4,800 L/min


0% Side 1 >45

15% Side 2 10.1 to 20m

0% Side 3 >45m

0% Side 4 > 45m


= 5,520 L/min


= 100.0 l/s

7

INDUSTRIAL BUILDING IL-1 (Phase Two) - 2 Storeys


F = 220 C A0.5







= 0.8

A = floor area

Ground Floor Area: 2963.5 sq.m.

Second Floor Area: 2963.5 sq.m.

Total Area: 5927.0 sq.m.

F = 13,550 L/min


0% No Change: Combustible

= 14,000 L/min


= 8,400 L/min


0% Side 1 >45m

0% Side 2 > 45m

0% Side 3 >45m

5% Side 4 30.1 to 45m


= 8,820 L/min


= 150.0 l/s THE GOVERNING FIRE FLOW

8

ATHLETIC CLUB (Phase One)


F = 220 C A0.5







= 0.8

A = floor area

Ground Floor Area: 3269 sq.m.

Second Floor Area: 3269 sq.m.

Total Area: 6538 sq.m.

F = 14,231 L/min


-25% Not Combustible

= 10,500 L/min


= 6,300 L/min


0% Side 1 >45m

0% Side 2 > 45m

0% Side 3 >45m

0% Side 4 > 45m


= 6,300 L/min


= 100.0 l/s

150.0 l/s Required fire flow requirement for BUILDING IL-1 as per FUS

31.5 l/s 500 USgpm Minimum Required Flowrate for Sprinklers

8.4 l/s ��

189.9 l/s Required Minimum Water Supply Flow Rate

(MAX DAY + FIRE FLOW)

(wet pipe sprinklers and standpipe fire

hose cabinets including inside/outside

hose allowance as per NFPA 13 to be

confirmed by mechanical engineer)

9

DAILY AVERAGE 335.8 l / min 5.60 l / sec 88.7 Usgpm

MAXIMUM DAILY DEMAND 503.6 l / min 8.39 l / sec 133.1 Usgpm

MAXIMUM HOURLY DEMAND 604.4 l / min 10.07 l / sec 159.7 Usgpm

ATHLETIC CLUB

DAILY AVERAGE 28,000 litres / ha / day

2.67 hectares

74,712 litres / day

8 hours / day

155.7 l / min 2.59 l / sec 41.1 Usgpm

MAXIMUM DAILY DEMAND 1.5 Peaking Factor

Silver Seven Corporate Centre Phase 1&215&19 Frank Neigbor Place and 737&777 Silver Seven Road

Ottawa, Ontario

Water Demand

PHASE 1 & 2 - Summary

02-Sep-14

PHASE 1

233.5 l / min 3.89 l / sec 61.7 USgpm

MAXIMUM HOURLY DEMAND 1.8 Peaking Factor

280.2 l / min 4.67 l / sec 74.0 USgpm

COMMERCIAL BUILDING C-1

DAILY AVERAGE

COMMERCIAL: 28,000 l /gross ha / day (as per Ottawa Design Guidelines)

0.67 ha (land area)

18760 l / day

8 hour day

39 l / min 0.7 l / sec 10 Usgpm

MAXIMUM DAILY DEMAND 1.5 (Peaking Factor as per Ottawa Design Guidelines)


MAXIMUM HOURLY DEMAND 1.8 (Peaking Factor as per Ottawa Design Guidelines)


PHASE 2

10

MEDICAL BUILDING

DAILY AVERAGE


0.49 ha (land area)

13720 l / day

8 hour day






COMMECERICAL BUILDING C-2

DAILY AVERAGE


0.64 ha (land area)

17920 l / day

8 hour day




MAXIMUM HOURLY DEMAND 1.8 (Peaking Factor as per Ottawa Design Guidelines)MAXIMUM HOURLY DEMAND 1.8 (Peaking Factor as per Ottawa Design Guidelines)


INDUSTRIAL BUILDING L-1

DAILY AVERAGE

LIGHT INDUSTRIAL: 35,000 l /gross ha / day (as per Ottawa Design Guidelines)

1.03 ha (land area)

36050 l / day

8 hour day






98.45 m ASL

Finish Floor Elevation: 97.55 m ASL

Static Pressure at Water Meter

MINIMUM HGL: 155.7 m ASL 81 psi 561 kPa

96.75 m ASL

Elevation of Water Meter

(Athletic Club - lowest buildings):

Elevation of Water Meter

(Buiding C-2 - highest buildings):

96.75 m ASL

Finish Floor Elevation: 95.85 m ASL

Static Pressure at Water Meter

MAXIMUM HGL: 163.7 m ASL 95 psi 656 kPa

(Athletic Club - lowest buildings):

11

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15

13-Feb-15

19 Frank Nighbor Place HGL

m psi kPa

Grade Elevation 95.85 m *Maximum HGL 163.2 95.8 660

*Minimum HGL 154.8 83.8 578

Fire Flow 123.3 l/s *Max Day + Fire Flow 154.7 83.7 577

737 Silver Seven Road HGL

m psi kPa

Grade Elevation 97.12 m *Maximum HGL 163.2 94.0 648

*Minimum HGL 154.8 82.0 566

Fire Flow 123.3 l/s *Max Day + Fire Flow 155.3 82.7 570

* Information supplied by City of Ottawa

Fire Flow - Fire Hydrant 1 / Sprinklers Athletic Club

Demand Elevation Head

l/s m m m psi kPa

1 Reservoir 1 -65.0 95.85 154.70 58.85 83.7 577

2 Athletic Club 35.4 95.57 154.06 58.49 83.2 573

3 FH 1 66.7 95.48 153.93 58.45 83.1 573

4 0.0 96.24 154.20 57.96 82.4 568

5 FH 2 0.0 96.29 154.20 57.91 82.3 568

6 Commerical Building C-1 1.0 96.5 154.20 57.70 82.0 566

7 0.0 96.27 154.44 58.17 82.7 570

8 Industrial Building IL-1 1.9 96.50 154.44 57.94 82.4 568

9 FH 3 0.0 96.42 154.75 58.33 82.9 572

10 0.0 96.59 154.86 58.27 82.9 571

11 Medical Building 0.7 96.07 154.85 58.78 83.6 576

12 0.0 97.3 155.07 57.77 82.1 566

13 Commercial Building C-2 0.9 97.55 155.07 57.52 81.8 564

14 Reservoir 2 -41.6 97.12 155.30 58.18 82.7 570

Diameter Length Flow Velocity Headloss

mm m l/s m/s m/km

Pipe 1 to Athletic Club 250 47.07 2.15 65.0 1.32 13.66

Pipe 2 to FH 1 250 50.36 0.60 29.6 0.60 2.46

Pipe 3 250 70.34 1.00 37.1 0.76 3.80

Pipe 4 to FH 2 150 30.81 2.40 1.0 0.01 0.07

Pipe 5 to C-1 150 33.25 0.60 1.0 0.06 0.06

Pipe 6 250 57.49 1.20 38.1 0.78 4.20

Pipe 7 to IL-1 150 5.30 2.00 1.9 0.11 0.42

Pipe 8 to FH 3 250 64.86 1.60 40.0 0.81 4.73

Pipe 9 250 10.06 2.00 40.0 0.81 10.62

Pipe 10 to Medical Building 150 29.72 3.20 0.7 0.04 0.04

Pipe 11 250 45.14 1.00 40.7 0.83 4.80

Pipe 12 to C-2 150 7.70 2.00 0.9 0.05 0.08

Pipe 13 to Reservoir 2 250 31.58 2.60 41.6 0.85 7.20

Pressure

Link IDLoss

Coeff.

EPANET HYDRAULIC MODELLING RESULTS

Node IDPressure

HGL / PRESSURE CALCULATIONS

Silver Seven Corporate Centre Phase 1&215&19 Frank Neigbor Place and 737&777 Silver Seven Road

Ottawa, Ontario

Pressure

16

Fire Flow - Fire Hydrant 2 / Sprinklers Commerical Building C-1


l/s m m m psi kPa

1 Reservoir 1 -53.0 95.85 154.70 58.85 83.7 577

2 Athletic Club 3.9 95.57 154.26 58.69 83.5 575

3 FH 1 0.0 95.48 153.95 58.47 83.1 573

4 0.0 96.24 153.49 57.25 81.4 561

5 FH 2 66.7 96.29 140.36 44.07 62.7 432


7 0.0 96.27 153.90 57.63 81.9 565


9 FH 3 0.0 96.42 154.40 57.98 82.4 568

10 0.0 96.59 154.58 57.99 82.5 569

` 11 Medical Building 0.7 96.07 154.58 58.51 83.2 574

12 0.0 97.3 154.93 57.63 81.9 565


14 Reservoir 2 -53.6 97.12 153.70 56.58 80.5 555


mm m l/s m/s m/km


Pipe 2 to FH 1 250 50.4 0.60 49.1 1.00 6.31

Pipe 3 250 70.3 1.00 49.1 1.00 6.42

Pipe 4 to FH 2 150 30.8 2.40 99.2 5.61 426.22

Pipe 5 to C-1 150 33.3 0.60 32.5 1.84 41.24

Pipe 6 250 57.5 1.20 50.1 1.02 7.02

Pipe 7 to IL-1 150 5.3 2.00 1.9 0.11 0.42

Pipe 8 to FH 3 250 64.9 1.60 52.0 1.06 7.75

Pipe 9 250 10.1 2.00 52.0 1.06 17.70


Pipe 11 250 45.14 1.00 52.7 1.07 7.8

Pipe 12 to C-2 150 7.7 2.00 0.9 0.05 0.08


Fire Flow - Fire Hydrant 3 / Sprinklers Industrial Building IL-1


l/s m m m psi kPa

1 Reservoir 1 -46.1 95.85 154.70 58.85 83.7 577

2 Athletic Club 3.9 95.57 154.36 58.79 83.6 576

3 FH 1 0.0 95.48 154.12 58.64 83.4 575

4 0.0 96.24 153.78 57.54 81.8 564

5 FH 2 0.0 96.29 153.78 57.49 81.7 564


7 0.0 96.27 153.50 57.23 81.4 561


9 FH 3 83.3 96.42 153.49 57.07 81.2 560

10 0.0 96.59 153.86 57.27 81.4 561

11 Medical Building 0.7 96.07 153.85 57.78 82.2 566

12 0.0 97.3 154.56 57.26 81.4 561


14 Reservoir 2 -77.1 97.12 155.30 58.18 82.7 570


mm m l/s m/s m/km


Pipe 2 to FH 1 250 50.36 0.60 42.2 0.86 4.76

Pipe 3 250 70.34 1.00 42.2 0.86 4.85

Pipe 4 to FH 2 150 30.81 2.40 1.0 0.06 0.07

Pipe 5 to C-1 150 33.25 0.60 1.0 0.06 0.06

Pipe 6 250 57.49 1.20 41.2 0.84 4.88

Pipe 7 to IL-1 150 5.30 2.00 33.4 1.89 108.78

Pipe 8 to FH 3 250 64.86 1.60 7.9 0.16 0.22

Pipe 9 250 10.06 2.00 75.5 1.54 36.56


Pipe 11 250 45.14 1.00 76.2 1.55 15.57

Pipe 12 to C-2 150 7.70 2.00 0.9 0.05 0.08


Node IDPressure

Link IDLoss

Coeff.

Pressure

Link IDLoss

Coeff.

Node ID

17

Netw

ork

Table

- N

odes

Ele

vati

on

Base D

em

and

Dem

and

Head

Pre

ssure

Node I

Dm

LP

SL

PS

mm

Junc 2

95.5

735.3

935.3

9154.0

658.4

9

Junc 3

95.4

866.7

66.7

0153.9

358.4

5

Junc 4

96.2

40

0.0

0154.2

057.9

6

Junc 5

96.2

90

0.0

0154.2

057.9

1

Junc 6

96.5

1.0

1.0

0154.2

057.7

0

Junc 7

96.2

70

0.0

0154.4

458.1

7

Junc 8

96.5

01.9

1.9

0154.4

457.9

4

Junc 9

96.4

20

0.0

0154.7

558.3

3

Junc 1

096.5

90

0.0

0154.8

658.2

7

Junc 1

196.0

70.7

0.7

0154.8

558.7

8

Junc 1

297.3

00.0

0155.0

757.7

7

Junc 1

397.5

50.9

0.9

0155.0

757.5

2

Resvr

1154.7

#N

/A-6

5.0

0154.7

00.0

0

Resvr

14

155.3

#N

/A-4

1.5

9155.3

00.0

0

EP

AN

ET

2P

age 1

19

Net

work

Tab

le -

Lin

ks

Len

gth

Dia

met

erR

oughnes

sF

low

Vel

oci

tyU

nit

Hea

dlo

ss

Lin

k I

Dm

mm

LP

Sm

/sm

/km

Pip

e 1

47.0

7250

110

65.0

01.3

213.6

6

Pip

e 2

50.3

6250

110

29.6

10.6

02.4

6

Pip

e 3

70.3

4250

110

-37.0

90.7

63.8

0

Pip

e 4

30.8

1150

100

1.0

00.0

60.0

7

Pip

e 5

33.2

5150

100

1.0

00.0

60.0

6

Pip

e 6

57.4

9250

110

-38.0

90.7

84.2

0

Pip

e 7

5.3

150

100

1.9

00.1

10.4

2

Pip

e 8

64.8

6250

110

-39.9

90.8

14.7

3

Pip

e 9

10.0

6250

110

-39.9

90.8

110.6

2

Pip

e 10

29.7

2150

100

0.7

00.0

40.0

4

Pip

e 11

45.1

4250

110

-40.6

90.8

34.8

0

Pip

e 12

7.7

150

100

0.9

00.0

50.0

8

Pip

e 13

31.5

8250

110

-41.5

90.8

57.2

0

EP

AN

ET

2P

age 1

20

Netw

ork

Table

- N

odes

Ele

vati

on

Base D

em

and

Dem

and

Head

Pre

ssure

Node I

Dm

LP

SL

PS

mm

Junc 2

95.5

73.8

93.8

9154.2

658.6

9

Junc 3

95.4

80

0.0

0153.9

558.4

7

Junc 4

96.2

40

0.0

0153.4

957.2

5

Junc 5

96.2

966.7

66.7

0140.3

644.0

7

Junc 6

96.5

32.5

32.5

0138.9

942.4

9

Junc 7

96.2

70

0.0

0153.9

057.6

3

Junc 8

96.5

01.9

1.9

0153.9

057.4

0

Junc 9

96.4

20

0.0

0154.4

057.9

8

Junc 1

096.5

90

0.0

0154.5

857.9

9

Junc 1

196.0

70.7

0.7

0154.5

858.5

1

Junc 1

297.3

00.0

0154.9

357.6

3

Junc 1

397.5

50.9

0.9

0154.9

357.3

8

Resvr

1154.7

#N

/A-5

2.9

9154.7

00.0

0

Resvr

14

155.3

#N

/A-5

3.6

0155.3

00.0

0

EP

AN

ET

2P

age 1

22

Net

work

Tab

le -

Lin

ks

Len

gth

Dia

met

erR

oughnes

sF

low

Vel

oci

tyU

nit

Hea

dlo

ss

Lin

k I

Dm

mm

LP

Sm

/sm

/km

Pip

e 1

47.0

7250

110

52.9

91.0

89.2

8

Pip

e 2

50.3

6250

110

49.1

01.0

06.3

1

Pip

e 3

70.3

4250

110

49.1

01.0

06.4

2

Pip

e 4

30.8

1150

100

99.2

05.6

1426.2

2

Pip

e 5

33.2

5150

100

32.5

01.8

441.2

4

Pip

e 6

57.4

9250

110

-50.1

01.0

27.0

2

Pip

e 7

5.3

150

100

1.9

00.1

10.4

2

Pip

e 8

64.8

6250

110

-52.0

01.0

67.7

5

Pip

e 9

10.0

6250

110

-52.0

01.0

617.7

0

Pip

e 10

29.7

2150

100

0.7

00.0

40.0

4

Pip

e 11

45.1

4250

110

-52.7

01.0

77.8

0

Pip

e 12

7.7

150

100

0.9

00.0

50.0

8

Pip

e 13

31.5

8250

110

-53.6

01.0

911.7

1

EP

AN

ET

2P

age 1

23

Netw

ork

Table

- N

odes

Ele

vati

on

Base D

em

and

Dem

and

Head

Pre

ssure

Node I

Dm

LP

SL

PS

mm

Junc 2

95.5

73.8

93.8

9154.3

658.7

9

Junc 3

95.4

80

0.0

0154.1

258.6

4

Junc 4

96.2

40

0.0

0153.7

857.5

4

Junc 5

96.2

90

0.0

0153.7

857.4

9

Junc 6

96.5

11.0

0153.7

857.2

8

Junc 7

96.2

70

0.0

0153.5

057.2

3

Junc 8

96.5

033.4

33.4

0152.9

356.4

3

Junc 9

96.4

283.3

83.3

0153.4

957.0

7

Junc 1

096.5

90

0.0

0153.8

657.2

7

Junc 1

196.0

70.7

0.7

0153.8

557.7

8

Junc 1

297.3

00.0

0154.5

657.2

6

Junc 1

397.5

50.9

0.9

0154.5

657.0

1

Resvr

1154.7

#N

/A-4

6.1

3154.7

00.0

0

Resvr

14

155.3

#N

/A-7

7.0

6155.3

00.0

0

EP

AN

ET

2P

age 1

25

Net

work

Tab

le -

Lin

ks

Len

gth

Dia

met

erR

oughnes

sF

low

Vel

oci

tyU

nit

Hea

dlo

ss

Lin

k I

Dm

mm

LP

Sm

/sm

/km

Pip

e 1

47.0

7250

110

46.1

30.9

47.1

3

Pip

e 2

50.3

6250

110

42.2

40.8

64.7

6

Pip

e 3

70.3

4250

110

42.2

40.8

64.8

5

Pip

e 4

30.8

1150

100

1.0

00.0

60.0

7

Pip

e 5

33.2

5150

100

1.0

00.0

60.0

6

Pip

e 6

57.4

9250

110

41.2

40.8

44.8

8

Pip

e 7

5.3

150

100

33.4

01.8

9108.7

8

Pip

e 8

64.8

6250

110

7.8

40.1

60.2

2

Pip

e 9

10.0

6250

110

-75.4

61.5

436.5

6

Pip

e 10

29.7

2150

100

0.7

00.0

40.0

4

Pip

e 11

45.1

4250

110

-76.1

61.5

515.5

7

Pip

e 12

7.7

150

100

0.9

00.0

50.0

8

Pip

e 13

31.5

8250

110

-77.0

61.5

723.4

7

EP

AN

ET

2P

age 1

26

D.

B.

G

R A

Y E

N G

I N

E E

R I

N G

I

N C

.S

AN

ITA

RY

SE

WE

R D

ES

IGN

FO

RM

Avera

ge D

aily

Flo

ws:

Peakin

g F

acto

r:P

RO

JE

CT

: S

ILV

ER

SE

VE

N P

ha

se

2,

Ott

aw

aR

esi

dential:

350

l /

capita /

day

Resi

dential (H

arm

on E

quation):

P.F

. =

1

+14

70

0 L

ong P

oin

t 61

3-4

25-8

044

Com

merc

ial:

50000

l /

ha /

day

4

+

P

0.5

Desi

gned B

y:

DB

G

Ott

awa,

Onta

rio

K

1T

4E

9dbgra

y@

roger

s.co

mIn

stituational:

50000

l /

ha /

day

Lig

ht

Indust

rial:

35000

l /

ha /

day

Infiltra

tion A

llow

ance:

0.2

8l /

s /

ha

19-F

eb-1

5

Heavy I

ndust

rial:

55000

l /

ha /

day

Page:

1 o

f 1

n =

0.0

13

ST

RE

ET

FR

OM

TO

ppu =

3.4

ppu =

2.7

ppu =

2.3

ppu =

1.8

ppu =

1.4

ppu =

2.1

ppu =

3.1

Type o

fD

ia.

Actu

al

Dia

. N

om

.S

lope

Length

Capacity

Velo

city

Ratio

ha

ha

l/ha/d

ay

ha

l/s

l/s

l/s

Pip

e(m

m)

(mm

)(%

)(m

)(l

/s)

(m/s

)Q

/Qfu

ll

Co

mm

erc

ial B

uild

ing

C-1

MH

-SA

.30

.67

45

00

01

.50

.67

00

.52

0.1

90

.71

PV

C S

DR

35

20

3.2

20

01

.00

02

8.3

34

.21

.06

0.0

2

Ind

ustr

ial B

uild

ing

IL

-1M

H-S

A.3

1.0

34

50

00

6.6

1.0

30

3.5

40

.29

3.8

3P

VC

SD

R 3

52

03

.22

00

1.0

00

30

.43

4.2

1.0

60

.11

Me

dic

al B

uild

ing

M

H-S

A.3

0.4

94

50

00

1.5

0.4

90

0.3

80

.14

0.5

2P

VC

SD

R 3

52

03

.22

00

2.0

00

7.5

48

.41

.49

0.0

1

Co

mm

erc

ial B

uild

ing

C-2

MH

-SA

.30

.64

45

00

01

.50

.64

00

.50

0.1

80

.68

PV

C S

DR

35

20

3.2

20

02

.00

04

.54

8.4

1.4

90

.01

MH

-SA

.3M

H-S

A.2

45

00

01

.52

.83

4.9

50

.79

5.7

4P

VC

SD

R 3

52

03

.22

00

1.7

00

89

.74

4.6

1.3

80

.13

MH

-SA

.2M

H-S

A.1

1.5

2.8

34

.95

0.7

95

.74

PV

C S

DR

35

20

3.2

20

06

.00

01

2.4

83

.82

.58

0.0

7

38

1.0

37

50

.40

01

15

.71

.01

MU

NIC

IPA

L S

AN

ITA

RY

SE

WE

R IN

SIL

VE

R S

EV

EN

RO

AD

P =

Popula

tion /

1000

LO

CA

TIO

NC

OM

ME

NT

S

No.

of

Units

No.

of

Units

SE

WE

R D

AT

AC

um

ula

tive

Section

Sem

i /

Tow

nhouse

Duple

x /

Tri

ple

x

Apart

ments

(avera

ge)

Sin

gle

Fam

ily

Apart

ments

(2 B

ed.)

Apart

ments

(3 B

ed.)

Apart

ments

(1 B

ed.)

Resid

ential

Are

aP

eakin

g

Facto

r

Flo

w

Cum

ula

tive

Are

aS

ew

age

Flo

w

Infil-

tration

Flo

w

Tota

l

Flo

w

Section

No.

of

Units

No.

of

Units

No.

of

Units

No.

of

Units

No.

of

Units

Non-R

esi

dential

Are

a

Resi

dential

Pop.

Peakin

g

Facto

r

Sto

rmw

ate

r M

anagem

ent

- G

radin

g &

Dra

ina

ge

- Sto

rm &

Sanit

ary

Sew

ers

- W

ate

rmain

s

27

D. B

. G

R A

Y E

N G

I N

E E

R I

N G

I

N C

.S

torm

wa

ter

Ma

na

gem

ent

- G

rad

ing

& D

rain

ag

e -

Sto

rm &

Sa

nit

ary

Sew

ers

- W

ate

rma

ins

ST

OR

M S

EW

ER

CO

MP

UT

AT

ION

FO

RM

PR

OJE

CT

: S

ilve

r S

eve

n P

ha

se

2

70

0 L

on

g P

oin

t C

ircl

e6

13

-42

5-8

04

4R

AT

ION

AL M

ET

HO

D Q

= 2

.78 A

I R

F

IVE

YE

AR

EV

EN

TD

esig

ned B

y:D

BG

Ott

awa,

On

tari

o

K1

T 4

E9

db

gra

y@

roger

s.co

mn =

0.0

13

Date

:19-F

eb-1

5

Page:

1 o

f 2

Tim

e o

fR

ain

fall

Conc.

Inte

nsity

Typ

e o

fD

ia. A

ctu

al

Dia

. N

om

.S

lope

Length

Capacity

Velo

city

Tim

e o

f R

atio

ST

RE

ET

FR

OM

TO

R =

0.9

R =

0.7

0R

=0.2

R =

0.9

(min

)I (m

m/h

r)P

ipe

(mm

)(m

m)

(%)

(m)

(l/s

)(m

/s)

Flo

w (

min

)Q

/Qfu

ll

CB

/MH

-32

CB

/MH

-31

0.1

25

0.1

25

10.0

104

13.0

CO

NC

RE

TE

457.2

450

0.2

00

35.2

133.0

0.8

10.7

0.1

0

CB

/MH

-31

CB

/MH

-41

0.4

24

0.5

48

10.7

101

55.1

CO

NC

RE

TE

457.2

450

0.2

00

24.6

133.0

0.8

10.5

0.4

1

CB

/MH

-41

MH

-30

0.0

35

0.5

83

11.2

98

57.2

CO

NC

RE

TE

457.2

450

0.2

00

6.2

133.0

0.8

10.1

0.4

3

MH

-30

MH

-29

0.0

00

0.5

83

11.4

98

56.9

CO

NC

RE

TE

457.2

450

0.2

00

19.1

133.0

0.8

10.4

0.4

3

MH

-29

MH

-28

0.0

00

0.5

83

11.8

96

55.8

CO

NC

RE

TE

457.2

450

0.2

00

98.0

133.0

0.8

12.0

0.4

2

CB

-45

MH

-28

0.0

19

0.0

19

10.0

104

1.9

PV

C S

DR

35

304.8

300

0.3

40

1.1

58.8

0.8

10.0

0.0

3

Ind-B

ldg IL-1

CB

/MH

-22

0.7

41

0.7

41

10.0

104

77.2

PV

C S

DR

35

203.2

200

1.0

00

10.5

34.2

1.0

60.2

2.2

6

Cm

rcl-B

ldg C

-2C

B-3

60.4

65

0.4

65

10.0

104

48.5

PV

C S

DR

35

203.2

200

1.0

00

10.7

34.2

1.0

60.2

1.4

2

CB

-40

CB

/MH

-39

0.0

22

0.0

22

10.0

104

2.2

PV

C S

DR

35

254.0

250

0.4

32

27.5

40.8

0.8

00.6

0.0

5

CB

/MH

-39

CB

/MH

-38

0.0

19

0.0

40

10.6

101

4.1

PV

C S

DR

35

254.0

250

0.4

32

27.5

40.8

0.8

00.6

0.1

0

CB

/MH

-38

MH

-37

0.0

20

0.0

60

11.1

99

5.9

PV

C S

DR

35

254.0

250

0.4

32

17.8

40.8

0.8

00.4

0.1

5

MH

-37

MH

-33

0.0

00

0.0

60

11.5

97

5.8

PV

C S

DR

35

254.0

250

0.4

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29

City of Ottawa Servicing Study Checklist

General Content

Executive Summary (for large reports only): not applicable

Date and revision number of the report: see page 1 of Servicing Brief

Location map and plan showing municipal address, boundary, and layout of proposed

development: see drawings C-1 to C-4

Plan showing the site and location of all existing services: see drawings C-1 to C-4

Development statistics, land use, density, adherence to zoning and official plan, and reference to

applicable subwatershed and watershed plans that provide context to which individual

developments must adhere: not applicable

Summary of Pre-consultation Meetings with City and other approval agencies: not available

Reference and confirm conformance to higher level studies and reports ( Master Servicing

Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in

conformance, the proponent must provide justification and develop a defendable design criteria:

not applicable

Statement of objectives and servicing criteria: see page 2 of Servicing Brief

Identification of existing and proposed infrastructure available in the immediate area: see

drawings C-1 and C-2

Identification of Environmentally Significant Areas, watercourses and Municipal Drains

potentially impacted by the proposed development ( Reference can be made to the Natural

Heritage Studies, if available). see page 2 of Stormwater Management Report (Carp River)

Concept level master grading plan to confirm existing and proposed grades in the development

and drainage, soil removal and fill constraints, and potential impacts to neighbouring properties.

This is also required to confirm that the proposed grading will not impede existing major system

flow paths: not applicable

Identification of potential impacts of proposed piped services on private services (such as wells

and septic fields on adjacent lands) and mitigation required to address potential impacts: not

applicable

Proposed phasing of the development, if applicable: not applicable

Reference to geotechnical studies and recommendations concerning servicing: see note 1.5 on

drawing C-2

All preliminary and formal site plan submissions should have the following information:

• Metric scale: included

• North arrow: included

� (including construction North): not included

• Key Plan: included

• Name and contact information of applicant and property owner: not available

• Property limits: included

� including bearings and dimensions: not included

• Existing and proposed structures and parking areas: included

• Easements, road widening and rights-of-way: included

• Adjacent street names: included

Development Servicing Report: Water

Confirm consistency with Master Servicing Study, if available: not applicable

Availability of public infrastructure to service proposed development: see page 2 of Servicing Brief

Identification of system constraints: see page 2 of Servicing Brief

Confirmation of adequate domestic supply and pressure: see page 2 of Servicing Brief

30

Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per

the Fire Underwriter‘s Survey. Output should show available fire flow locations throughout the

development: see page 2 & 4 to 11 of Servicing Brief

Provide a check of high pressures. If pressure is found to be high, an assessment is required to

confirm the application of pressure reducing valves: see page 2 of Servicing Brief

Definition of phasing constraints. Hydraulic modeling is required to confirm servicing for all

defined phases of the project including the ultimate design: not applicable

Address reliability requirements such as appropriate location of shut-off valves: not applicable

Check on the necessity of a pressure zone boundary modification:. not applicable

Reference to water supply analysis to show that major infrastructure is capable of delivering

sufficient water for the proposed land use. This includes data that shows that the expected

demands under average day, peak hour and fire flow conditions provide water within the

required pressure range: not applicable

Description of the proposed water distribution network, including locations of proposed

connections to the existing systems, provisions for necessary looping, and appurtenances

(valves, pressure reducing valves, valve chambers, and fire hydrants) including special metering

provisions: not applicable

Description of off-site required feedermains, booster pumping stations, and other water

infrastructure that will be ultimately required to service proposed development, including

financing, interim facilities, and timing of implementation: not applicable

Confirmation that water demands are calculated based on the City of Ottawa Design Guidelines:

see page 3 of Servicing Brief

Provision of a model schematic showing the boundary conditions locations, streets , parcels,

and building locations for reference: not applicable

Development Servicing Report: Wastewater

Summary of proposed design criteria: see page 3 of Servicing Brief

(Note: Wet-weather flow criteria should not deviate from the City of Ottawa Sewer Design

Guidelines. Monitored flow data from relatively new infrastructure cannot be used to justify

capacity requirements for proposed infrastructure): not applicable

Confirm consistency with Master Servicing Study and /or justification for deviations: not

applicable

Consideration of local conditions that may contribute to extraneous flows that are higher than

the recommended flows in the guidelines. This includes groundwater and soil conditions, and

age and conditions of sewers: not applicable

Descriptions of existing sanitary sewer available for discharge of wastewater from proposed

development: see page 3 of Servicing Brief

Verify available capacity in downstream sanitary sewer and / or identification of upgrades

necessary to service the proposed development. (Reference can be made to previously

completed Master Servicing Study if applicable): not applicable

Calculations related to dry-weather and wet-weather flow rates from the development in standard

MOE sanitary sewer design table (Appendix C) format. see page 12 of Servicing Brief

Description of proposed sewer network including sewers, pumping stations, and forcemains: see

page 3 of Servicing Brief

Discussion of previously identified environmental constraints and impact on servicing

(environmental constraints are related to limitations imposed on the development in order to

preserve the physical condition of watercourses, vegetation, soil cover, as well as protecting

against water quantity and quality): not applicable

Pumping stations: impacts of proposed development on existing pumping stations or

requirements for new pumping station to service development: not applicable

31

Forcemain capacity in terms of operational redundancy, surge pressure and maximum flow

velocity: not applicable

Identification and implementation of the emergency overflow from sanitary pumping stations in

relation to the hydraulic grade line to protect against basement flooding: not applicable

Special considerations such as contamination, corrosive environment etc: not applicable

Development Servicing Report: Stormwater Checklist

Description of drainage outlets and downstream constraints including legality of outlets (i.e.

municipal drain, right-of-way, watercourse, or private property): see page 3 of Servicing Brief

Analysis of available capacity in existing public infrastructure. not applicable

A drawing showing the subject lands, its surroundings, the receiving watercourse, existing

drainage patterns, and proposed drainage pattern: see drawing C-1

Water quality control objective (e/g/ controlling post-development peak flows to pre-development level for storm events ranging from the 2 or 5 year event (dependent on the receiving sewer design) to 100 year return period); if other objectives are being applied, a rationale must be included with reference to hydrologic analyses of the potentially affected subwatersheds, taking

into account long-term cumulative effects: see Stormwater Management Report Water Quality control objective (basic, normal or enhanced level of protection based on the

sensitivities of the receiving watercourse) and storage requirements: see Stormwater Management Report Descriptions of the references and supporting information. Set-back from private sewage disposal systems. not applicable

Watercourse and hazard lands setbacks: see drawing C-1

Record of pre-consultation with the Ontario Ministry of Environment and the Conservation

Authority that has jurisdiction on the affected watershed: not avaiable

Confirm consistency with sub-waterched and Master Servicing Study, if applicable study exists:

not applicable

Storage requirements (complete with calculations) and conveyance capacity for minor events (1:5 year return period) and major events (1:100 year return period). see drawing C-1 & C-2 and Stormwater Management Report Identification of watercourses within the proposed development and how watercourses will be protected, or , if necessary, altered by the proposed development with applicable approvals. see drawing C-1 & C-2 and Stormwater Management Report Calculate pre and post development peak flow rates including a description of existing site conditions and proposed impervious areas and drainage catchments in comparison to existing conditions: see Stormwater Management Report Any proposed diversion of drainage catchment areas from one outlet to another. : not applicable

Proposed minor and major systems including locations and sizes of stormwater trunk sewers,

and stormwater management facilities. : not applicable

If quantity control is not proposed, demonstration that downstream system has adequate capacity for the post-development flows up to and including the 100-year return period storm event: not applicable Identification of potential impacts to receiving watercourses: see Stormwater Management Report Identification of municipal drains and related approval requirements. : not applicable

Descriptions of how the conveyance and storage capacity will be achieved for the development:

see page 4 of Servicing Brief

100 year flood levels and major flow routing to protect proposed development from flooding for

establishing minimum building elevations (MBE) and overall grading:

Inclusion of hydraulic analysis including hydraulic grade line elevations. : not applicable

32

Description of approach to erosion and sediment control during construction for the protection

of receiving watercourses of drainage corridors: see notes 2.1 to 2.5 on drawing SG-2

Identification of floodplains – proponent to obtain relevant floodplain information from the

appropriate Conservation Authority. The proponent may be required to delineate floodplains

elevations to the satisfaction of the Conservation Authority if such information is not available or

if information does not match current: not applicable

Identification of fill constraints related to floodplain and geotechnical investigation. : not

applicable

Approval and Permit Requirements: Checklist

The Servicing Study shall provide a list of applicable permits and regulatory approvals

necessary for the proposed development as well as the relevant issues affecting each approval.

The approval and permitting shall include but not be limited to the following:

Conservation Authority as the designated approval agency for modification of floodplain,

potential impact on fish habitat, proposed works in or adjacent to a watercourse, cut/fill permits

and Approval under Lakes and Rivers Improvement Act. The Conservation Authority is not

approval authority for the Lakes and Rivers Improvement Act. Where there are Conservation

Authority regulations in place, approval under the Lakes and Rivers Improvement Act is not

required, except in cases of dams as defined in the Act: the Rideau Conservation Authority has

been contacted but no comments have been received

Application for Certificate of Approval (CofA) under the Ontario Water Resources Act:

Changes to Municipal Drains. : not applicable

Other permits (National Capital commission, Parks Canada, public Works and Government

Services Canada, Ministry of transportation etc.) : not applicable

Conclusion Checklist

Clearly stated conclusions and recommendations: see page 4 of Servicing Brief

Comments received from review agencies including the City of Ottawa and information on how

the comments were addressed. Final sign-off from the responsible reviewing agency.

All draft and final reports shall be signed and stamped by a professional Engineer registered in

Ontario: included

33

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Documents