SANITARY AND STORM TRUNK SEWER DESIGN BRIEF KANATA

SANITARY AND STORM TRUNK SEWER DESIGN BRIEF

KANATA RESEARCH PARK LANDS

Prepared By:

NOVATECH Suite 200, 240 Michael Cowpland Drive

Ottawa, Ontario K2M 1P6

August 8, 2014

Novatech File: 114060

Ref: R-2014-114

Sanitary and Storm Trunk Sewer Design Brief KRP Lands

Table of Contents

1.0 Introduction .................................................................................................................. 1

1.1 Reference Material ................................................................................................ 1

2.0 Sanitary sewer ............................................................................................................. 2

2.1 Sanitary Design Flows .......................................................................................... 2 2.1.1 Office Towers ................................................................................................. 2 2.1.2 Brookstreet Hotel .......................................................................................... 3

3.0 Storm Drainage and Stormwater Management ........................................................... 4

3.1 Storm Design Flows .............................................................................................. 5 3.1.1 Newbridge Parking Lot ................................................................................. 5 3.1.2 Vacant Land (Future Parking south of Newbridge Parking Lot) ............... 5 3.1.3 Sites on the East side of Legget Drive ........................................................ 5 3.1.4 528 March Road ............................................................................................. 5

4.0 Sewer Easements ....................................................................................................... 6

5.0 MOE Approval ............................................................................................................. 6

Appendices Appendix A Current MOE C of A's for Legget Drive Sewers and KRP SWM Facilities

Appendix B Sanitary Sewer Design Sheet

Appendix C Storm Sewer Design Sheets

Appendix D Newbridge Parking Lot (Controlled Flow)

Appendix E Vacant land (Future Controlled Flow)

Appendix F Old City of Kanata and New City of Ottawa IDF Curves

List of Drawings C200 - Sanitary Drainage Area Plan

C201 - Storm Drainage Area Plan

C300 – Outlet Sewer Plan and Profile (P1)

C301 – Outlet Sewer Plan and Profile (P2)

98066-STM - Storm Drainage Area Plan (Previously Approved)

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1.0 INTRODUCTION The purpose of this design brief is to provide the background and rationale for the sewer design for both the sanitary and storm trunk sewers that service part of what is known as the Kanata Research Park (KRP). Development in the KRP has progressed over the years as a private development with on-site sanitary and storm sewers. These on-site sewers were intended to become public sewers at some time in the future when areas outside the private development area connected to the private on-site sewers. In the 1990s, public sanitary and storm sewers were constructed in Legget Drive but were not connected to the private sewers on the KRP lands on the east side of Legget Drive. Ministry of Environment (MOE) Certificates of Approval (C of A) were obtained for these sewers. Refer to Appendix A for a copy of the following MOE C of A’s:

• Sanitary sewers and appurtenances (MOE C of A No. 3-0979-95-006) • Storm Sewer (MOE C of A No. 3-0979-95-007)

The existing storm sewer in Legget Drive, currently conveys drainage from the municipal right-of-way as well as drainage from some private properties. The existing Alcatel-Lucent (formerly Newbridge) parking lot, including the vacant land to the south, has been designed to contribute flows to the existing storm sewer in Legget Drive. Flow from the Legget Drive storm sewer currently outlets directly to Shirley’s Brook. This configuration was intended to be temporary until other properties were connected to the storm sewer system. The proposed development (528 March Road) will require connections to the existing sanitary and storm sewers in Legget Drive as well as an extension of the sanitary and storm sewers from Legget Drive to the private sewers on the KRP lands. As part of the proposed sewer works, storm flows from the Legget Drive storm sewer (north of the subject site) will be intercepted and directed to the private storm sewer on the KRP lands. The existing storm sewer in Legget Drive will also be capped, downstream of the new connection. Flow from the municipal right-of-way, south of the new connection will continue to outlet directly to Shirley’s Brook. As a result, MOE Environmental Compliance Approvals (ECA) will be required for the proposed sanitary and storm sewer works. Refer to the enclosed Sanitary Drainage Area Plan (114060–SAN, C200) and Storm Drainage Area Plan (114060–STM, C201) for details.

1.1 Reference Material 1 The “Shirley’s Brook and Watts Creek Subwatershed Study” prepared by Dillon Consulting in

September 1999. 2 The “Stormwater Management Plan, Kanata Research Park” prepared by Novatech

Engineering Consultants Ltd., revised in April 2000. 3 The ‘Development Servicing Study and Stormwater Management Report’ prepared by

Novatech Engineering Consultants Ltd., revised on August 8, 2014.

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2.0 SANITARY SEWER

The proposed development (528 March Road) will be serviced by extending a new 250mm dia. sanitary sewer from the existing 250mm dia. sanitary sewer in Legget Drive. From Legget Drive, a new 250mm dia. sanitary sewer will be routed through the KRP lands to connect to the existing 250mm dia. sanitary sewer adjacent to the Brookstreet Hotel, which in turn outlets to the 750mm dia. March Trunk Sewer on the Marshes Golf Course lands. A Sanitary Sewer Design Sheet has been provided in Appendix B for the sanitary sewer system from Legget Drive to the March Trunk Sewer. The following list of sewers identifies the sanitary sewer reaches for which a new MOE ECA is required. Refer to the enclosed Sanitary Drainage Area Plan (114060-SAN, C200) for details.

• From EX. SAN MH B to New SAN MH 3 • From New SAN MH 3 to New SAN MH 2 • From New SAN MH 2 to New SAN MH 1 • From New SAN MH 1 to EX. SAN MH D • From EX. SAN MH D to EX. SAN MH E • From EX. SAN MH E to EX. SAN MH F • From EX. SAN MH F to EX. SAN MH G • From EX. SAN MH G to EX. SAN MH H • From EX. SAN MH H to EX. SAN MH I • From EX. SAN MH I to EX. 750mm Trunk

2.1 Sanitary Design Flows The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the existing various developments (existing, proposed and future) tributary to the trunk sewer on the KRP lands. Sanitary flows shown in the Sanitary Sewer Design Sheet were determined as described in the following sections of the report.

2.1.1 Office Towers The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the existing office towers. In order to determine the design population a net floor area was taken using 9.3m2/person. Future flows from the Newbridge Parking Lot area and adjacent vacant lands have been estimated and pro-rated based on an average area of the adjacent developments (KRP Tower ‘C’ and Tower ‘D’).

The following design criteria were taken from Section 4 – ‘Sanitary Sewer Systems’ and Appendix 4-A - ‘Daily Sewage Flow For Various Types of Establishments’ of the City of Ottawa Sewer Design Guidelines:

• Average Daily Sewage Flow (Office): 75 L/person/day • Design Population (Office): 9.3m2/person • Peaking Factor (Office) = 1.5

Sanitary flows for the proposed development were taken directly from the Development Servicing Study and Stormwater Management Report3. Based on the intended use of the proposed development, a peaking factor of 1.5 was used in the calculations. A larger peaking factor (derived from the chart in Appendix 4-B of the City of Ottawa Sewer Design Guidelines) is not warranted as the sanitary flows are being generated by the employee use rather than by an

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‘industrial manufacturing/processing’ use. A peaking factor of 1.5 is consistent with the previous design of the KRP sanitary trunk sewer system.

Table 2.1 identifies the theoretical sanitary flows from the Office Towers based on a design population, using the above design criteria. Table 2.1 Theoretical Sanitary Office Tower Flows based on the Design Population

Site Floor Area (m2)

Design Population (Employees)

Average Flow (L/s)

Peaking Factor

Peak Flow (L/s)

Existing Tower ‘C’ 10,298 1,107 0.96 1.5 1.44

Existing Tower ‘D’ 10,298 1,107 0.96 1.5 1.44

Newbridge Parking Lot 18,125 1,949 1.69 1.5 2.54

528 March Road - 380 0.33 1.5 0.50

2.1.2 Brookstreet Hotel The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the existing Brookstreet Hotel. The following design criteria were taken from Section 4 – ‘Sanitary Sewer Systems’ and Appendix 4-A - ‘Daily Sewage Flow For Various Types of Establishments’ of the City of Ottawa Sewer Design Guidelines:

Residential Hotel

• Average Daily Sewage Flow: 225 L/person/day • Design Population: 263 rooms, 2 people/room • Peaking Factor: 4.0

Hotel Staff

• Average Daily Sewage Flow: 75 L/person/day • Design Population: 50 employees • Peaking Factor: 1.5

Restaurant

• Average Daily Sewage Flow: 125 L/person/day • Design Population: 300 seating capacity • Peaking Factor: 2.0

Recreation Centre

• Average Daily Sewage Flow: 20 L/person/day • Design Population: 300 people • Peaking Factor: 2.0

Auditorium

• Average Daily Sewage Flow: 20 L/person/day • Design Population: 600 people • Peaking Factor: 2.0

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Commercial

• Average Daily Sewage Flow: 5 L/m2/day • Design Population: 800m2, 9.3m2/person • Peaking Factor: 1.5

Office

• Average Daily Sewage Flow: 75 L/person/day • Design Population: 1,700m2, 9.3m2/person • Peaking Factor: 1.5 Table 2.2 identifies the theoretical sanitary flows from the Brookstreet Hotel based on a design population, using the above design criteria. Table 2.2 Theoretical Sanitary Brookstreet Hotel Flows based on the Design Population

Site Component Units Persons per

Unit Design

Population Flow per Person

(L/c/day)

Average Flow (L/s)

Peaking Factor

Peak Flow (L/s)

Hotel 263 rooms 2 526 225 1.37 4.0 5.48

Hotel Employees - - 50 75 0.04 1.5 0.06

Restaurant 300 seats 1 300 125 0.43 2.0 0.86

Recreation Centre - - 300 20 0.07 2.0 0.14

Auditorium 600 seats 1 600 20 0.14 2.0 0.28

Sub-Total = 6.82

Site Component

Floor Area (m2)

Floor Area per Person

Design Population

Flow per Person

(L/c/day)

Average Flow (L/s)

Peaking Factor

Peak Flow (L/s)

Commercial 800m2 9.3m2/person 86 5 0.001 1.5 0.01

Office 1,700 m2 9.3m2/person 183 75 0.16 1.5 0.24

Total Flow = 7.07

3.0 STORM DRAINAGE AND STORMWATER MANAGEMENT The proposed development (528 March Road) will be serviced by extending a new on-site storm sewer system to the existing storm sewer in Legget Drive. From Legget Drive, the new storm sewer will be routed through the KRP lands to connect to the existing 900mm dia. storm sewer adjacent to the Brookstreet Hotel. The storm sewer outlets to the existing stormwater management facility (SWMF) No. 1 located on the KRP lands. This SWM pond was designed to accommodate flow from the drainage areas shown on the Storm Drainage Area Plan (98066-

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STM). An MOE Certificate of Approval (MOE C of A No. 8125-4MTJ36) was obtained for the SWMF. Refer to Appendix A for a copy of the MOE C of A.

Storm Sewer Design Sheets have been provided in Appendix C for the on-site storm sewer system and the trunk storm sewer system from Legget Drive to the existing Stormwater Management Facility No.1. The following list of sewers identifies the storm sewer reaches for which a new MOE ECA is required. Refer to the enclosed Storm Drainage Area Plan (114060-STM, C201) for details.

• From New STM MH 4 to New STM MH 3 • From New STM MH 3 to New STM MH 2 • From New STM MH 2 to New STM MH 1 • From New STM MH 1 to New STM MH 1A • From New STM MH 1A to EX. STM MH 2 • From EX. STM MH 2 to EX. STM MH 3 • From EX. STM MH 3 to EX. STM MH D • From EX. STM MH D to EX. STM MH 6 • From EX. STM MH 6 to EX. STM MH 4 • From EX. STM MH 4 to EX. SWMF No. 1

3.1 Storm Design Flows Storm flows shown in the Storm Sewer Design Sheet were determined as described in the following section of the report. The properties on the west side of Legget Drive, including the subject site (528 March Road), require on-site detention as the developed sites exceed the allowable runoff coefficient of 0.75.

3.1.1 Newbridge Parking Lot Stormwater runoff from the paved parking lot is currently being controlled by an inlet control device (ICD) installed in the outlet pipe of CBMH 4 to a maximum release rate of 152 L/s prior to being directed into the existing storm sewer in Legget Drive. Refer to Appendix D for details regarding this previously constructed site.

3.1.2 Vacant Land (Future Parking south of Newbridge Parking Lot) Should the vacant land between the Newbridge Parking and the subject site (528 March Road) be developed in the future, flows will have to be controlled to a maximum release rate of 83.1 L/s prior to being discharged into the storm sewer in Legget Drive. Refer to Appendix E for detailed calculations.

3.1.3 Sites on the East side of Legget Drive The tributary flows from areas on the east side of Legget Drive were designed with actual runoff coefficients and did not require on-site detention. Data for these areas is provided in the enclosed Storm Sewer Design Sheets. Refer to Appendix C for details.

3.1.4 528 March Road Stormwater runoff from the subject site will be controlled by the use of multiple inlet control devices (ICD) and control flow roof drains. Site flows will be controlled to a maximum release rate of 167.7 L/s prior to being directed into the existing storm sewer in Legget Drive via a 600mm dia. storm sewer. The remainder of the flows from the subject site are not being

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APPENDIX A CURRENT MOE C OF A'S FOR LEGGET DRIVE SEWERS AND

KRP SWM FACILITIES

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APPENDIX B SANITARY SEWER DESIGN SHEET

Novatech

93063/ENTRUST/DESIGN114060-Sanitary-Trunk.xls.XLS SANITARY TRUNK

SANITARY TRUNK SEWERPROJECT : 114060 Sanitary Sewer Design SheetDESIGNED BY: SM/FST

CHECKED BY: FSTDATE: 08-Aug-14

LOCATION PROPOSED SEWER

AREA FROM MH TO MH FLOW RATE (L/s)

Infiltration Area (ha)

FLOW RATE (L/s)

Infiltration Area (ha)

PEAK FACTOR M

PEAK FLOW Q (p) (L/s)

PEAK EXTRAN.FLOW

Q(i) (L/s)

PEAK DESIGN FLOW Q (d) (L/s)

LENGTH (m)

PIPE SIZE (mm)

TYPE OF PIPE GRADE % CAPACITY

(L/s)

FULL FLOW VELOCITY

(m/s)528 March Road Site SAN MH 4 EX. SAN MH A 0.33 2.20 0.33 2.20 1.5 0.50 0.62 1.11 24.9 250 PVC 0.50 43.87 0.87

Legget Drive EX. SAN MH A EX. SAN MH B 0.00 0.00 0.33 2.20 1.5 0.50 0.62 1.11 55.1 250 PVC 0.33 35.64 0.70

Legget Drive (Newbridge) EX. SAN MH EX. SAN MH C 1.69 4.05 1.69 4.05 1.5 2.54 1.13 3.67 60.3 250 PVC 0.31 34.54 0.68Legget Drive EX. SAN MH C EX. SAN MH B 0.00 0.00 1.69 4.05 1.5 2.54 1.13 3.67 68.0 250 PVC 0.29 33.41 0.66

** Legget Drive EX. SAN MH B SAN MH 3 0.00 0.00 2.02 6.25 1.5 3.03 1.75 4.78 26.7 250 PVC 0.25 31.02 0.61

* KRP Site SAN MH 3 SAN MH 2 0.00 0.00 2.02 6.25 1.5 3.03 1.75 4.78 50.4 250 PVC 0.50 43.87 0.87* KRP Site SAN MH 2 SAN MH 1 0.00 0.00 2.02 6.25 1.5 3.03 1.75 4.78 44.0 250 PVC 0.50 43.87 0.87* KRP Site SAN MH 1 EX. SAN MH D 0.00 0.00 2.02 6.25 1.5 3.03 1.75 4.78 9.1 250 PVC 1.00 62.04 1.22

KRP Site (Tower C) TOWER C EX. SAN MH D 0.96 1.23 0.96 1.23 1.5 1.44 0.34 1.79 114.3 250 PVC 0.40 39.24 0.77

* KRP Site EX. SAN MH D EX. SAN MH E 0.00 0.00 2.98 7.48 1.5 4.47 2.09 6.57 9.5 250 PVC 1.00 62.04 1.22* KRP Site EX. SAN MH E EX. SAN MH F 0.00 0.00 2.98 7.48 1.5 4.47 2.09 6.57 48.1 250 PVC 0.67 50.78 1.00

KRP Site (Tower D) TOWER D EX. SAN MH F 0.96 3.37 0.96 3.37 1.5 1.44 0.94 2.39 34.0 200 PVC 1.30 39.01 1.20

* KRP Site EX. SAN MH F EX. SAN MH G 0.00 0.00 3.94 10.85 1.5 5.92 3.04 8.95 61.9 250 PVC 0.35 36.70 0.72

† KRP Site (Brookstreet Hotel) HOTEL EX. SAN MH G 2.21 4.49 2.21 4.49 1.5 - 4.0 7.07 1.26 8.33 22.0 200 PVC 0.90 32.46 1.00

* KRP Site EX. SAN MH G EX. SAN MH H 0.00 0.00 6.15 15.34 1.5 9.23 4.30 13.53 21.0 250 PVC 0.38 38.24 0.75

KRP Site (Parking Structure) PRKG STRUCT EX. SAN MH H 0.00 1.28 0.00 1.28 1.5 0.00 0.36 0.36 91.1 250 PVC 0.40 39.24 0.77

* KRP Site EX. SAN MH H EX. SAN MH I 0.00 0.00 6.15 16.62 1.5 9.23 4.65 13.88 88.9 250 PVC 0.38 38.24 0.75

* KRP Site EX. SAN MH I EX. 750 TRUNK 0.00 0.00 6.15 16.62 1.5 9.23 4.65 13.88 100.1 250 PVC 0.52 44.74 0.88

Notes:1. Q(d) = Q(p) + Q(i) , where Q(d) = Design Flow (L/sec) Q(p) = Population Flow (L/sec)

Q(i) = Extraneous Flow (L/sec)2. Q(i) = 0.28 L/sec/ha3. Daily Sewage Flow from Office Towers = 75 L/person/day (Appendix 4-A, Ottawa Sewer Design Guidelines)4. Commercial Peaking Factor = 1.5 (Figure 4.3 Ottawa Sewer Design Guidelines)5. Refer to Sanitary Drainage Area Plan (114060-SAN, C200) for details of drainage areas6. Refer to the 'Sanitary and Storm Sewer Design Brief' for a breakdown of Daily Sewage Flow components and applicable peaking factors from the Brookstreet Hotel

* Denotes sewers applicable to this MOE ECA appplication. All other sewers shown on this design sheet are private sewers tributary to the sanitary trunk sewer under application for MOE approval and/or have MOE approval under an existing C of A.** An existing C of A covers the sanitary stub from SAN MH B north approx. 16.1m to the existing cap. The 10.7m of proposed sewer from the cap to SAN MH 3 is applicable to the new MOE ECA application.† Total peak sanitary flow from hotel site = 8.33 L/s, including Extraneous Flows (Also refer to Note 6 above for further details)

INDIVIDUAL CUMULATIVE PEAK FLOWS


APPENDIX C STORM SEWER DESIGN SHEETS

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M:\2007\107044\DATA\ Calculations\114060-Storm-Trunk.xls\5yr TRUNK Page 1 of 1

PROJECT : 114060 1:5 Year Storm Sewer Design SheetDESIGNED BY: SM/FSTCHECKED BY: FSTDATE: Aug. 8, 2014

C= C = C = C = C = C = C = C = TYPE OF

PIPE SIZE PIPE ID GRADE LENGTH TIME OF

FLOWPERCENTAGE OF CAPACITY

0.20 0.30 0.45 0.55 0.75 0.83 0.85 0.90 PIPE (mm) (mm) (%) (m) (min)

Proposed 528 March Road CBMH 1 EX STM MH * Runoff from Area A-1 to A-4 and R-1 to R-6 to be controlled to 167.7 L/s Controlled Flow 167.7 167.7 CONC 600 609.6 0.25 18.3 320.3 1.10 0.28 52%Legget Drive** EX STM MH STM MH 4 167.7 167.7

Newbridge Prkg** EX. CBMH 4 EX. L1 13.11 Controlled Flow 152.0 152.0 CONC 525 533.4 0.18 44.0 190.3 0.85 0.86 80%Legget Drive** EX. L1 EX. L2 0.350 0.54 0.54 13.97 87.04 198.6 CONC 525 533.4 0.20 65.6 200.6 0.90 1.22 99%Legget Drive** EX. L2 STM MH 4 0.210 0.32 0.86 15.19 82.95 223.0 CONC 675 685.8 0.17 72.4 361.6 0.98 1.23 62%

16.42

Newbridge Open Space** Future STM MH 4 0.690 1.44 1.44 10.00 104.19 149.9* Runoff from Newbridge Open Space to be controlled to 83.1 L/s 83.1 83.1

* KRP Site STM MH 4 STM MH 3 0.86 0.86KRP Site 0.86 16.42 79.23 67.8

Controlled Flow 167.7KRP Site Controlled Flow 152.0

* KRP Site Controlled Flow 83.1 470.6 CONC 825 838.2 0.50 30.0 1058.9 1.92 0.26 44%* STM MH 3 STM MH 2 16.68 78.49 470.6 CONC 825 838.2 0.50 50.1 1058.9 1.92 0.44 44%* STM MH 2 STM MH 1 17.12 470.6 CONC 825 838.2 0.50 46.8 1058.9 1.92 0.41 44%* STM MH 1 New MH 1A 17.52 470.6 CONC 825 838.2 1.00 12.8 1497.5 2.71 0.08 31%

17.60

* KRP Site New MH 1A EX. MH 2 0.320 0.580 0.270 0.140 2.99 3.85 17.60 76.00 292.6KRP Site (Tower C Prkg)** Controlled Flow 167.7

Controlled Flow 152.0* Controlled Flow 83.1 695.4 CONC 900 914.4 0.27 15.3 981.3 1.49 0.17 71%

17.77

* KRP Site (Tower D Prkg)*** EX. MH 2 EX. MH 3 0.840 1.75 5.60 17.77 75.55 423.2Controlled Flow 167.7Controlled Flow 152.0

* Controlled Flow 83.1 826.0 CONC 900 914.4 0.20 37.5 844.6 1.29 0.49 98%18.26

* KRP Site (Tower D)*** EX. MH 3 EX. MH D 0.720 0.140 2.05 7.65 18.26 74.32 568.8KRP Site (Hotel) Controlled Flow 167.7


18.80

* KRP Site EX. MH D EX. MH 6 2.840 5.92 13.57 18.80 73.00 990.9KRP Site (Tower D Prkg)*** Controlled Flow 167.7


18.91

* KRP Site EX. MH 6 EX. MH 4 18.91 1393.7 CONC 1050 1066.8 0.24 46.8 1395.6 1.56 0.50 100%* KRP Site EX. MH 4 POND 19.41 1393.7 CONC 1050 1066.8 0.44 42.9 1889.7 2.11 0.34 74%

19.75

NOTES:1) All flows are assumed to operate under non-restricted flow conditions, unless otherwise indicated. 2) Refer to Novatech DSS & SWM Report (R-2014-064) for details* 3) Refer to Novatech Engineering Dwg. No. 114060-GP for storm manhole number designation.

* Denotes sewers applicable to this C of A appplication. All other sewers shown on this design sheet are private sewers tributary to the storm trunk sewers under application for MOE approval and/or have MOE approval under an existing C of A.

FULL FLOWVELOCITY

(m/s)

INDIV2.78 AC CAPACITY

(L/s)

TIME OF CONC.(min)

ACCUM2.78 AC

CONTROLLED FLOW

Q(L/s)

STORM TRUNK SEWER

PROPOSED SEWERAREA (ha) RAINFALLINTENSITY

(mm/hr)

PEAK FLOW

Q(L/s)

FROM MH TO MHAREA

M:\2007\107044\DATA\ Calculations\114060-Storm-Site.xls\5yr SITE Page 1 of 1

PROJECT : 107044

DESIGNED BY: SM/FSTCHECKED BY: FSTDATE: 08-Aug-14

C= C = TYPE OF

PIPE SIZE PIPE ID GRADE LENGTH TIME OF

FLOWPERCENTAGE OF CAPACITY

0.20 0.90 PIPE (mm) (mm) (%) (m) (min)

A-4 Uncontrolled CBMH 5 CBMH 4 0.020 0.160 0.41 0.41 10.00 104.19 42.9 PVC 300 304.8 0.35 52.2 59.7 0.82 1.06A-4 Uncontrolled CBMH 4 CBMH 3 0.010 0.200 0.51 0.92 11.06 98.89 90.7 PVC 300 304.8 0.35 56.4 59.7 0.82 1.15A-4 Uncontrolled CBMH 3 CBMH 2 0.010 0.180 0.46 1.37 12.21 93.80 128.8 PVC 375 381.0 0.30 44.2 100.2 0.88 0.84

Controlled From A-4 A-4 controlled to 79.4 L/s by plug type orifice in CBMH 3 outlet. 79.4 79.4 PVC 375 381.0 0.30 44.2 100.2 0.88 0.84 79%

A-2 Uncontrolled CBMH 2 STM MH 7 0.010 0.030 0.08 0.08 13.05 90.43 7.3Controlled Flow (A-4) 79.4 86.7 PVC 375 381.0 0.35 42.8 108.2 0.95 0.75 80%

R-6 Uncontrolled ROOF STM MH 7 0.850 2.13 2.13 10.00 104.19 221.6Controlled From R-1 to R-6 R-1 to R-6 controlled to 17.4 L/s by 23 Roof Drains. 17.4 17.4 PVC 200 204.0 1.00 14.9 34.6 1.06 0.23 50%

A-1 Uncontrolled STM MH 7 CBMH 1 0.08 13.80 87.64 7.1Controlled Flow (A-4) 79.4 86.5

Controlled Flow (R-1 to R-6) 17.4 103.9 PVC 450 457.0 0.35 23.0 175.8 1.07 0.36 59%

A-3 Uncontrolled Trench Drain STM MH 6 0.140 0.120 0.38 0.38 10.00 104.19 39.4 PVC 300 305.0 0.35 26.9 59.8 0.82 0.55A-3 Uncontrolled STM MH 6 CBMH 1 0.38 10.55 101.39 38.3 PVC 300 305.0 0.35 15.2 59.8 0.82 0.31

Controlled From A-3 A-3 controlled to 29.4 L/s by plug type orifice in STM MH 6 outlet. 29.4 29.4 PVC 300 305.0 0.35 15.2 59.8 0.82 0.31 49%

A-1 Uncontrolled CBMH 1 EX STM MH 0.040 0.090 0.25 0.33 14.16 86.37 28.3Controlled Flow (A-4) 79.4 107.7

Controlled Flow (R-1 to R-6) 17.4 125.1Controlled Flow (A-3) 29.4 154.5 PVC 600 610.0 0.25 33.1 320.8 1.10 0.50 48%

NOTES:1) Refer to Novatech DSS & SWM Report (R-2014-64) for details* 2) Refer to Novatech Engineering Dwg. No.114060-GP for storm manhole number designation.

528 MARCH ROAD

PROPOSED SEWERAREA (ha) RAINFALLINTENSITY

(mm/hr)

PEAK FLOW

Q(L/s)

FROM MH TO MHAREA

1:5 Year Storm Sewer Design Sheet

FULL FLOWVELOCITY

(m/s)

INDIV2.78 AC CAPACITY

(L/s)

TIME OF CONC.(min)

ACCUM2.78 AC

CONTROLLED FLOW*

Q(L/s)


APPENDIX D NEWBRIDGE PARKING LOT (CONTROLLED FLOW)

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RATIONAL METHOD The Rational Method was used to determine the allowable runoff. The equation is as follows: Q=2.78 CIA Where: Q is the runoff in L/s C is the weighted runoff coefficient* I is the rainfall intensity in mm/hr** A is the area in hectares *The weighted runoff coefficient is determined for each of the catchment areas as follows: C = (Aperv x Cperv) + (Aimp x Cimp) Atot Where: Aperv is the pervious area in hectares Cperv is the pervious area runoff coefficient (Cperv=0.20) Aimp is the impervious area in hectares Cimp is the impervious area runoff coefficient (Cimp=0.90) Atot is the catchment area (Aperv + Aimp) in hectares ** In order to maintain consistency with previously approved SWM reports, the rainfall intensities used in the allowable release rate calculations were taken from the old City of Kanata IDF curves; similar to those on the previous Storm Sewer Design Sheets, using a tc=23.97 minutes and an intensity of 61.28 mm/hr (refer to KRP Tower ‘C’ Project Storm Sewer Design Sheet in this Appendix for details). As specified by the City of Ottawa, the rainfall intensities used for the post-development flow calculations are taken from the latest City of Ottawa IDF Curves. A time of concentration (tc) of 10 minutes was used for the post-development conditions, resulting in rainfall intensities of 104.2 mm/hr for the 1:5 year event and 178.6 mm/hr for the 1:100 year event. Refer to Appendix F for the IDF Curves. ALLOWABLE RELEASE RATE Drainage Area (A) = 0.81+ 0.82 +0.61 + 0.63 ha = 2.87ha Runoff Coefficient (C) = 0.75 Intensity (I5) = 61.28 mm/hr Q5= 2.78 CIA Q5= 2.78 x 0.75 x 61.28 x 2.87 Q5= 366.7 L/s Total flow from previous design sheet ...... 399.5 L/s Less site flow ........................................... -366.7 L/s Equals roadway flow (MH L1 to MH L2) ...... 32.8 L/s

Novatech


Pipe Capacity • Design = 200.6 L/s (525 Ø @ 0.20%) • As Built = 190.3 L/s (525 Ø @ 0.18%) see Storm Sewer Design Sheet (Appendix C)

Therefore: Pipe Capacity ................................. 190.3 L/s Less Road Flow ............................. -32.8 L/s Allowable Flow from Site ................ 157.5 L/s

Flow from Newbridge Parking Lot is 152 L/s as per attached handwritten calculations (shown on Storm Sewer Design Sheet in Appendix C)

Novatech


APPENDIX E VACANT LAND (FUTURE CONTROLLED FLOW)

Novatech


RATIONAL METHOD The Rational Method was used to determine the allowable runoff. The equation is as follows: Q=2.78 CIA Where: Q is the runoff in L/s C is the weighted runoff coefficient* I is the rainfall intensity in mm/hr** A is the area in hectares *The weighted runoff coefficient is determined for each of the catchment areas as follows: C = (Aperv x Cperv) + (Aimp x Cimp) Atot Where: Aperv is the pervious area in hectares Cperv is the pervious area runoff coefficient (Cperv=0.20) Aimp is the impervious area in hectares Cimp is the impervious area runoff coefficient (Cimp=0.90) Atot is the catchment area (Aperv + Aimp) in hectares ** In order to maintain consistency with previously approved SWM reports, the rainfall intensities used in the allowable release rate calculations were taken from the old City of Kanata IDF curves; similar to those on the previous Storm Sewer Design Sheets, using a tc=26.38 minutes and an intensity of 57.73 mm/hr (refer to KRP Tower ‘C’ Project Storm Sewer Design Sheet in this Appendix for details). As specified by the City of Ottawa, the rainfall intensities used for the post-development flow calculations are taken from the latest City of Ottawa IDF Curves. A time of concentration (tc) of 10 minutes was used for the post-development conditions, resulting in rainfall intensities of 104.2 mm/hr for the 1:5 year event and 178.6 mm/hr for the 1:100 year event. Refer to Appendix F for the IDF Curves. ALLOWABLE RELEASE RATE Drainage Area (A) = 0.69 ha Runoff Coefficient (C) = 0.75 Intensity (I5) = 57.73 mm/hr Q5= 2.78 CIA Q5= 2.78 x 0.75 x 57.73 x 0.69 Q5= 83.1 L/s When this area develops in the future, the allowable release rate should not exceed 83.1 L/s.

Novatech


APPENDIX F OLD CITY OF KANATA AND NEW CITY OF OTTAWA IDF CURVES

Novatech


APPENDIX G ENGINEERING DRAWINGS

Novatech

FIRE ROUTE

FIRE ROUTE

FIRE

RO

UTE

PROPOSED2-STOREY BUILDING

FFE=80.00

PR

OP

OS

ED

R.O

.W. W

IDE

NIN

G LIM

IT

250mm

-SA

NITA

RY

SE

WE

R

250mm

-SA

NITA

RY

SE

WE

R

250mm-SANITARY SEWER


250mm

-SA

NITA

RY

SE

WE

R200m

m-S

AN

SE

WE

R

200mm

-SA

N S

EW

ER

200mm

-SAN

250mm

-SANITAR

Y SEWER

250mm

-SA

NITA

RY

SE

WE

R250m

m-S

AN

ITAR

Y S

EW

ER



750mm

-SA

NITA

RY

SE

WE

R750m

m-S

AN

ITAR

Y S

EW

ER

SA

N M

H 2

INV

=76.04

LEG

GE

T DR

IVE

MA

RC

H R

OA

D

BLA

CK

WO

OD

BR

OO

KS

TRE

ET

250m

m -

SAN

SEW

ER

200mmSAN

SERVICE

ISSUE DATE :

SCALE : VERIFIED BY :

DRAWN BY :

NECL FILE : DRAWING NO : REVISION :

TITLE :

SEAL : NOTE :

ARCHITECT :

STRUCTURAL ENGINEER :

MECHANICAL, ELECTRICAL ENGINEER :

CLIENT :

No DATE ÉMISSION POUR / OBJECT

CopyrightThis drawing is subject to copyright. It is not to be reproduced for any purpose orby any means, and may only be used if it bears an original stamp and signature.

Droit d'AuteurCe dessin est sujet au droit d'auteur. Il ne peut être reproduit pour quelquesintentions ou usages que ce soit, il ne peut être utilisé uniquement avec

l'apposition de la signature et de l'estampe originale.

T.613.695.6122F.514.861.5383

190 Somerset St. WSuite 206

Ottawa . OntarioK2P 0J4

Architects

www.rubinrotman.com

Contractorshall verify allinformation anddimensions onsite andimmediatelyreport anyerrors oromissions tothe architect.

L'entrepreneurdoit vérifiertoutes lesinformations etdimension surle site etaviserimmédiatementl'architecte detoutes erreursou omissions.

2014

528 March Rd.Kanata, Ontario

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114060-SAN

PROJECT NAME :

CLÉ / KEY :

1 ISSUED WITH DSS & SWM REPORT2014.05.28

2C200FST

SM

AREA PLANSANITARY DRAINAGE

2014.08.08

1 : 750

architects

CIVIL ENGINEER :


Suite 200, 240 Michael Cowpland Drive

Ottawa, Ontario, Canada K2M 1P6

Telephone (613) 254-9643

Facsimile (613) 254-5867

Website www.novatech-eng.com

NOTE:THE POSITION OF ALL POLE LINES, CONDUITS, WATERMAINS,SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIESAND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACTDRAWINGS, AND WHERE SHOWN, THE ACCURACY OF THE POSITIONOF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED.BEFORE STARTING WORK, DETERMINE THE EXACT LOCATION OFALL SUCH UTILITIES AND STRUCTURES AND ASSUME ALL LIABILITYFOR DAMAGE TO THEM.

SANITARY DRAINAGE AREA BOUNDARY

LEGEND

PEAKING FACTOR

PEAK FLOW RATE (L/s), incl. Extraneous Flows

DIRECTION OF FLOW

AREA IDENTIFIER

AREA IN HECTARES

SANITARY TRUNK SEWER AND MH

*Refer to Sanitary and Storm Sewer Design Brief for detailed calculations of flow rates for each development

TRIBUTARY SANITARY SEWER AND MH

2 2014.08.08

PROPOSED2-STOREY BUILDING

FFE=80.00

PR

OP

OS

ED

R.O

.W. W

IDE

NIN

G LIM

IT

STM

MH

3IN

V=76.80

CB

MH

2IN

V=77.85

1050mm-STORM SEWER

1050mm

-STO

RM

SE

WE

R

450mm

-STOR

M SEW

ER

300mm-STORM SEWER250mm-STORM SEWER

825mm-STORM SEWER

825mm

-STO

RM

SE

WE

R

675mm

-STO

RM

SE

WE

R525m

m-S

TOR

M S

EW

ER

600mm

-STM

450mm

-STM

SE

WE

R

300mm-STORM

600mm

-STOR

M SEW

ER600m

m-STO

RM SEW

ER

900mm-STORM SEWER 900mm-STORM SEWER

200mm

-STO

RM

SE

WE

R

STM

MH

4IN

V=77.00

975mm-STM

375mm

-STOR

M SEW

ER

200mm

-STM

300mm-STM300mm-STM

825mm - STM

300m

m-STM

200mm-STM

525mm-STM SEWER

525mm

-STM

SE

WE

R

450mm-STM SEWER

525mm-STM SEWER

EX

. CB

MH

2

LEG

GE

T DR

IVE

SHIRLEY'S BROOK

MA

RC

H R

OA

D

BLA

CK

WO

OD

BR

OO

KS

TRE

ET

EX. SWM

FACILITY

200mm

-STM

SHIRLEY'S BROOK

300mm-STM

450mm

-STM

600m

m-S

TM

300mm

ALCATEL-LUCENT

ISSUE DATE :


DRAWN BY :


TITLE :

SEAL : NOTE :

ARCHITECT :



CLIENT :





T.613.695.6122F.514.861.5383



Architects

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2014


Sanmina

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\2014

\1140

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114060-STM

PROJECT NAME :

CLÉ / KEY :

1 ISSUED WITH DSS & SWM REPORT2014.05.28

2C201FST

SM

AREA PLANSTORM DRAINAGE

2014.08.08

1 : 750

architects

CIVIL ENGINEER :




Telephone (613) 254-9643

Facsimile (613) 254-5867



STORM DRAINAGE AREA

DIRECTION OF FLOW

LEGEND:

ALLOWABLE RUN-OFF COEFFICIENT

AREA IDENTIFIER

DRAINAGE AREA (hectares)

CATCHBASIN MANHOLE

STORM TRUNK SEWER AND MH

CATCHBASIN

STM MH 1

CB 2

CBMH 3

TRIBUTARY STORM SEWER AND MHSTM MH 5

2 2014.08.08

MAJOR SYSTEM OVERLAND FLOW ROUTE

FIRE ROUTE

LEG

GE

T D

RIV

E

BROOKSTREET HOTEL

TOWER 'D'

SWM FACILITY No.1

SHIRLEY'S BROOK

THE MARSHES GOLF COURSE

1+000 1+025

1+100

1+12

5

1+150

1+2751+300

1+05

01+

075

1+175 1+200 1+225

1+250

1+3251+350

1+3751+400

1+4251+450

STM MH 3T/G=79.481800mmØINV W=76.80INV S=76.85

STM MH 4T/G=79.501800mmØ

INV N=77.00INV W=77.29±INV SE=77.22

33.1m 610mmØ STM

STM MH 1T/G=78.751800mmØINV W=75.85INV S=76.27

30.0m 825Ø STM CONC.65D @ 0.5%

12.8m 825Ø STMCONC. 65D @ 1.0%

SAN MH 3T/G=79.50INV W=76.29INV S=76.35

9.1m 250Ø SANPVC DR35 @ 1.0%

10.7m 250Ø SANPVC DR35 @ 0.5%

SAN MH 1T/G=78.78

INV NW=75.27INV S=75.76

SAN MH 2T/G=79.22

INV N=76.04INV E=75.98

STM MH 2T/G=79.201800mmØINV N=76.50INV E=76.55

STM MH 1A

9.0m

PR

OPO

SED

SEW

ER E

ASEM

ENT

9.0m P

RO

PO

SE

DS

EW

ER

EA

SE

ME

NT

9.0m PR

OPO

SED

SEWER

EASEMEN

T

9.0m

PR

OP

OS

ED

SE

WE

R E

AS

EM

EN

T

6.0m PR

OPO

SED

SEWER

EASEMEN

T

6.0m PROPOSEDSEWER EASEMENT

9.0m PR

OPO

SED

SEWER

EASEMEN

T

9.0m PR

OPO

SED

SEWER

EASEMEN

T

0+05

00+

100

0+12

50+

150

0+17

50+

200

REMOVEEXISTING

CAP

R.O

.W. L

IMIT

R.O

.W. L

IMIT


18.3m 610Ø STM

CO

NC

50-

D @

0.2

5%MARCH RD

LEGGET DR

SITE

TR=76.60

TR=75.30 TR=75.32

TR=74.71

TR=73.83

TR=72.09

N 7

7.00

N 7

6.40

50.4m - 250mmØ PVC SAN @ 0.5%

825mmØ STM

825mmØ STM

900mmØ STM

1050mmØ STM

STM

MH

4

250mmØ SAN

S 7

6.85

W 7

6.80

STM

MH

3

TR=73.35

SA

N M

H 1

SA

N M

H 2

SA

N M

H 3

SA

N. C

AP

250mmØ SAN

250mmØ SAN

250mmØ SAN

250mmØ SAN

250mmØ SAN

250mmØ SAN

250mmØ SAN

STM

MH

2

825mmØ STM

STM

MH

1

STM

MH

1A

1050mmØ STM

975mmØ STM

900mmØ STM900mmØ STM

825mmØ STM

1:100 YEAR WATER LEVEL 75.11m


SWM FACILITY No.1

RE

FER

TO

DR

AW

ING

1040

60-P

2 (C

301)

FO

RC

ON

TIN

UA

TIO

N O

FS

AN

ITA

RY

10.7m - 250mmØ PVC SAN @ 0.5%

S 7

6.35

W 7

6.29

E 7

6.04

N 7

5.98

44.0m - 250mmØ PVC SAN @ 0.5%

S 7

5.76

NW

75.

27

SE

75.

18

9.1m - 250mmØ PVC SAN @ 1.0%

30.0m - 825mmØ CONC.65D STM @ 0.50%

50.1m - 825mmØ CONC.65D STM @ 0.50%

E 7

6.55

N 7

6.50

S 7

6.27

W 7

5.85

E 7

5.72

12.8m - 825mmØ CONC. 65D STM @ 1.0%

46.8m - 825mmØ CONC. 65D STM @ 0.50%

TP-98-6

TP-98-7

TR=76.80±TP-94017-P1

ISSUE DATE :


DRAWN BY :


TITLE :

SEAL : NOTE :

ARCHITECT :



CLIENT :





T.613.695.6122F.514.861.5383



Architects

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2014


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\2014

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-PR.

DWG

114060-PR (P1)

PROJECT NAME :

CLÉ / KEY :

1 ISSUED WITH SERVICING DESIGN BRIEF2014.08.08

1C300FST

SM

PLAN AND PROFILEOUTLET SEWER

2014.08.08

1 : 500

architects

CIVIL ENGINEER :




Telephone (613) 254-9643

Facsimile (613) 254-5867


KEY PLANN.T.S.


LEGENDPROPOSED SANITARY MH & SEWER

PROPOSED STORM MH & SEWER

MH 101

MH 201

PROPOSED SEWER EASEMENT LIMIT

LIMIT OF WORK AREATHROUGH KRPC PARKING LOT

SWM FACILITY No.1

SHIRLEY'S BROOK

THE MARSHES GOLF COURSE

1+350

1+3751+400

1+4251+450

9.0m PR

OPO

SED

SEWER

EASEMEN

T

N 7

7.00

STM

MH

4

610mmØ STMINV.SE=77.22

TR=76.80±TP-94017-P1

250mmØ SAN SE

SE

76.

64

750mmØ STM675mmØ STM 675mmØ STM

525mmØ STM

250mmØ SAN250mmØ SAN250mmØ SAN

TR=75.96±

TR=78.10±

TR=77.70±TR=77.50±

TR=73.54



250mmØ SAN

RE

FER

TO

DR

AW

ING

104

060-

P1

(C30

0)FO

R C

ON

TIN

UA

TIO

N O

F S

AN

ITA

RY

FIRE

RO

UTE

FIR

E R

OU

TE

LEGGET DRIVE

1+0001+025

1+100

1+125

1+0501+075

STM

MH

3T/G

=79.481800m

mØ

INV

W=76.80

INV

S=76.85

STM

MH

4T/G

=79.501800m

mØ

INV

N=77.00

INV W

=77.29±IN

V S

E=77.22

33.1m 610mmØ STM

PVC DR35 @ 0.25%

STM

MH

1T/G

=78.751800m

mØ

INV

W=75.85

INV

S=76.27

30.0m 825Ø

STM

CONC.

65D @

0.5%

12.8m 825Ø

STM

CO

NC

. 65D @

1.0%

SA

N M

H 3

T/G=79.50

INV

W=76.29

INV

S=76.35

9.1m 250Ø

SAN

PV

C D

R35 @

1.0%

10.7m 250Ø

SAN

PV

C D

R35 @

0.5%

SA

N M

H 1

T/G=78.78

INV

NW

=75.27IN

V S

=75.76

SA

N M

H 2

T/G=79.22

INV

N=76.04

INV

E=75.98

STM

MH

2T/G

=79.201800m

mØ

INV

N=76.50

INV

E=76.55

24.9m 250mmØ SAN

PVC DR35 @ 0.5%

9.0m PROPOSED

SEWER EASEMENT


0+0000+050 0+100

0+125 0+150 0+1750+200 0+2250+025

RE

MO

VE

EX

ISTIN

GC

AP

R.O.W. LIMIT

R.O.W. LIMIT

9.0m P

RO

PO

SE

DS

EW

ER

EA

SE

ME

NT

18.3m 610Ø STMCONC 50-D @ 0.25%

ISSUE DATE :


DRAWN BY :


TITLE :

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2014


Sanmina

Date

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\2014

\1140

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-PR.

DWG

114060-PR (P2)

PROJECT NAME :

CLÉ / KEY :

1 ISSUED WITH SERVICING DESIGN BRIEF2014.08.08

1C301FST

SM

PLAN AND PROFILEOUTLET SEWER

2014.08.08

1 : 500

architects

CIVIL ENGINEER :




Telephone (613) 254-9643

Facsimile (613) 254-5867



LEGENDPROPOSED SANITARY MH & SEWER

PROPOSED STORM MH & SEWER

MH 101

MH 201

PROPOSED SEWER EASEMENT LIMIT

LIMIT OF WORK AREATHROUGH KRPC PARKING LOT

SANITARY CONNECTION TO TRUNK SEWERON THE MARSHES GOLF COURSE LANDSLEGGET DRIVE

Documents

SANITARY AND STORM TRUNK SEWER DESIGN BRIEF KANATA