Servicing Brief Moriyama & Teshima Architects 90 Guigues

Servicing Brief Moriyama & Teshima Architects 90 Guigues Avenue

April 17, 2013

Prepared by: Stantec Consulting Ltd.

1505 Laperriere Ave.,

Ottawa, ON, K1Z 7T1

t: 613.722.4420

f: 613.722.2799

1604-00849/83

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS

90 GUIGUES AVENUE

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Table of Contents

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

2.0 SITE GRADING .................................................................................................................. 2

3.0 GEOTECHNICAL INVESTIGATION ................................................................................... 2

4.0 WATER SERVICING .......................................................................................................... 2

5.0 WASTEWATER SERVICING ............................................................................................. 4

6.0 STORM SERVICING AND STORMWATER MANAGEMENT............................................. 4

7.0 UTILITIES ........................................................................................................................... 8

8.0 EROSION CONTROL DURING CONSTRUCTION ............................................................. 8

9.0 CONCLUSIONS ................................................................................................................. 9

List of Figures

Figure 1: Site Location (Source: Google Maps) ......................................................................... 1

List of Appendices

A Watermain Hydraulic Analysis Calculations B Estimated Wastewater Discharge Calculations C Stormwater Management Calculations D City of Ottawa Correspondence

List of Drawings

EX-1 Existing Conditions SSGP-1 Site Servicing and Grading Plan SD-1 Existing Storm Drainage Plan SD-2 Storm Drainage Plan

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS

90 GUIGUES AVENUE

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1.0 Introduction

Stantec Consulting Ltd. has been commissioned by Moriyama & Teshima Architects to prepare

the following servicing study in support of a proposal to develop 90 Guigues Avenue, situated

on the south side of Guigues Avenue between Dalhousie Street and Parent Avenue. The site is

located in the City of Ottawa and is illustrated on Figure 1 and on Drawing EX-1. The

conceptual site development plan used for the purpose of this servicing brief consists of a three

storey apartment building as illustrated on Drawing SSGP-1. The conceptual building plan

consists of six residential units. The 0.064ha (0.16 acre) site is currently occupied by a heritage

apartment building with a gravel side parking lot and a grass rear yard.

Figure 1: Site Location (Source: Google Maps)

For the purpose of this report, it is assumed that Guigues Avenue runs east-west.

The intent of this study is to provide site servicing and grading information in support of the site

plan control application.

SITE

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS 90 GUIGUES AVENUE Site Grading April 17, 2013

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2.0 Site Grading

The existing topography of the site falls approximately 0.49m from south to north at the western

site boundary and 0.30m from south to north at the eastern site boundary. The existing

residences to the east and west, fronting on Guigues Avenue, are level with the existing 90

Guigues Avenue site.

Several factors need to be taken into consideration for site grading.

i. Appropriate depth of cover to be provided for site services in accordance with the

Ottawa Sewer Design Guidelines.

ii. Maintain existing drainage patterns as per existing site conditions along property lines.

iii. The grade being raised around the south and east sides of the existing building are to

conform to geotechnical and structural recommendations.

Drawing SSGP-1 illustrates the proposed grading plan.

3.0 Geotechnical Investigation

A Geotechnical Investigation was conducted by Houle Chevrier Engineering Ltd. and will be

submitted under separate cover.

A review of the geotechnical investigation indicates that bedrock is present on site

approximately 1.6m to 1.7m below the existing ground elevation. The rock appears to be flat at

an elevation of 57.60m.

4.0 Water Servicing

The subject property lies within the City of Ottawa’s 1W pressure zone. Potable water to the

development will be provided by a 50mm diameter service connection to the existing 200mm

diameter ductile iron watermain located in Guigues Avenue.

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS 90 GUIGUES AVENUE Water Servicing April 17, 2013


Services in this area fall within the hydraulic boundaries of Pressure Zone 1W. The hydraulic

gradeline (HGL) within Zone 1W typically varies from 109 to 117m. The street elevation at the

proposed service location is approximately 60m.

The typical static pressures anticipated at the service connection to this development is 70 to 80 psi. This is considered to be a high pressure area as pressures are on the higher end of the allowable range of 40 to 100 psi (when servicing 2 storey homes). As a result of the higher pressure, it is anticipated that the third floor of this development could be adequately serviced with acceptable pressures.

Water demand was estimated based on an estimated building population of 13 residents using

the City of Ottawa Water Distribution Design Guidelines (2010). During normal operating

conditions it is estimated that the average daily, maximum daily and peak hourly domestic water

demands for the site will be approximately 0.05 L/s, 0.13 L/s and 0.29 L/s respectively.

Domestic fire flow requirements were estimated based on the Fire Underwriters Survey (FUS)

method as per the City of Ottawa Water Distribution Design Guidelines. FUS calculations

indicate a required fire flow of 267L/s (16,000L/min). Fire flow requirements were also

calculated using the Ontario Building Code (OBC) method to determine the minimum fire

requirement for safety. The OBC calculations indicated a minimum required fire flow of 45L/s

(2,700L/min). As per the City of Ottawa guidelines, the fire flow determined from the FUS

calculation was used in the hydraulic analysis of the watermain.

A model was created using EPANET software to analyze the hydraulics of the existing

watermain system and the new 50mm diameter service. The boundary conditions were

provided by City of Ottawa Staff for a location in the street at the property location, as per the

email dated Wednesday, May 16, 2012 (See Appendix A):

Average Day (AVDY): 115.80m

Peak Hour (PKHR): 107.60m

MXDY + Fire Flow (FF): 97.20m assuming a fire flow of 267 L/s

The City’s Watermain Design Guidelines require that normal operating pressures remain

between 275kPa (40psi) and 690kPa (100psi) for peak hourly demand. During periods of fire

demand the minimum pressure in the system should not drop below 140kPa (20psi).

Operating pressures in the system ranged from a minimum of 359 kPa (52 psi) in the Max day

and fire flow scenario, to a maximum of 588 kPa (81 psi) in the average day scenario. The

maximum static pressure was also 558 kPa.

One fire flow scenario was run with a fire flow demand of 16,000 L/min (267 L/s), applied during

the maximum daily demand scenario. Boundary conditions were provided for this fire flow

scenario.

Under the fire flow scenario analyzed above, the pressure was above 140 kPa (20 psi).

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS 90 GUIGUES AVENUE Wastewater Servicing April 17, 2013


See Appendix A for detailed calculations and model figures.

Actual fire flow requirements are to be established by the mechanical engineers in accordance

with the Ontario Building Code and local guidelines where appropriate.

The existing fire hydrant located on the north side of Guigues Avenue is located within 100m

unobstructed path of travel from the proposed building.

5.0 Wastewater Servicing

As illustrated on Drawing SSGP-1, a 300 mm diameter sanitary sewer exists along Guigues

Avenue. It is proposed to make a 135mm diameter gravity sanitary lateral connection to the

existing 300mm diameter sewer existing in Guigues Avenue, to service the proposed

development as per City of Ottawa Sewer Design Guidelines, November 2004. The service

lateral will be installed with a full port backwater valve as per City of Ottawa recommendations.

Peak wastewater generation from the proposed three storey residential building was estimated

based on an estimated building population of 13 residents using the City of Ottawa Sewer

Design Guidelines, November 2004.

It is estimated that the proposed development will produce a peak wastewater flow rate of

approximately 0.22L/s including an extraneous flow rate of 0.01L/s. (See Appendix B)

6.0 Storm Servicing and Stormwater Management

The total area of the subject site is 0.064ha (0.16 acre) and is currently occupied by a heritage

apartment building with a gravel side parking lot and a grass rear yard. The proposed

development involves constructing a 3 storey apartment building in the location of the existing

parking lot and converting the remaining open space to grassed and permeable pavement court

yards, and patios. For the purposes of the stormwater management plan, the roof area of the

existing building on the site has been excluded from the calculations as no modifications can or

will be made to the existing structure. Therefore, the site area used in the analysis is 0.048ha.

As illustrated on Drawing SSGP-1, a 375mm diameter storm sewer exists along Guiges

Avenue. Stormwater runoff from the proposed development will be directed to the Guigues

Avenue storm sewer.

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS 90 GUIGUES AVENUE Storm Servicing and Stormwater Management April 17, 2013


The following stormwater management criteria have been established as per City of Ottawa

Sewer Guidelines, October 2012 and correspondence with the City of Ottawa on March 15,

2012 (see Appendix D):

• Restrict all stormwater runoff from the development up to and including the 100-year

event to the lowest release rate possible with reasonable stormwater control measures.

At a minimum meet existing conditions (“pre-development’) runoff for the 5 and 100 year

events with the existing site runoff coefficient.

• Employ a minimum time of concentration of 10 minutes.

• Employ a Rational Method runoff coefficient equal to the calculated pre-development C

value and use whichever is less as a target.

Sufficient onsite storage will be necessary to retain stormwater accumulation in order to reduce

runoff to less than the pre-development release rate. The 5-year and 100-year pre-

development release rates for the site area of concern are outlined in Table 1.

Table 1: Target Release Rate

Area

(ha)

C Tc

(min)

I

(mm/hr)

Qtarget

(l/s)

5-year 0.048 0.61 10 104.2 8.48

100-year 0.048 0.76 10 178.6 18.17

Thus, the 5-year and 100-year target release rates for the site are 8.5L/s and 18.7L/s,

respectively.

It is proposed to retain stormwater on the building rooftop by installing restricted flow roof drains.

The following calculations assume the roof will be equipped with a standard Zurn Model Z-105-5

Control-Flow Single Notch Roof Drain. The calculations have used the entire roof area in

determining the volume of runoff generated on the roof but only 60% of the roof area was

assumed to be available for storage.

Zurn Industries Ltd. “Control-Flo” roof drain data has been used to calculate a practical roof

release rate and detention storage volume for the rooftop. It should be noted that the “Control-

Flo” roof drain has been used as an example only, and that other products may be specified for

use, provided that the total roof drain release rate is restricted to match the maximum rate of

release indicated in Table 2, and that sufficient roof storage is provided to meet (or exceed) the

resulting volume of detained stormwater. Storage volume and controlled release rate are

summarized in Table 2:



Table 2: Roof Control Area

Area

(ha)

Depth

(mm)

Discharge

(L/s)

Drawdown

Time (h)

Storage

Volume (m3)

5 Year 0.026 102 3.5 0.1 1.7

100 Year 0.026 106.4 4.9 0.3 4.6

As per section 5.4.5.2.1 of the City of Ottawa Sewer Guidelines (2004), post-development runoff

co-efficients have been increased by 25% when analyzing the 100 year return period event.

Due to grading and space restrictions on-site, the rear-yard and courtyard catchments were

designed without a storage component. These areas flow offsite uncontrolled and are not

tributary to the building service lateral to Guigues Avenue. Areas that discharge offsite without

entering the proposed stormwater management system are considered “non-tributary”;

“tributary” areas must be over-controlled in order to achieve the allowable target rate.

It is noted however that permeable pavers are proposed for the courtyard area to encourage

infiltration and reduce the runoff from the courtyard area. The calculations for the courtyard

catchment have assumed a runoff coefficient of 0.7 for the permeable pavement surfaces.

Tables 4 and 5 summarize the peak uncontrolled 5 and 100 year catchment release rates for

non-tributary areas.

Table 4: Non-Tributary Areas (5-Year)

Area

(ha)

C Tc

(min)

Q(5-Year)

(l/s)

UNC-1 0.014 0.25 10 1.42

CRTYD 0.008 0.70 10 1.62

Table 5: Non-Tributary Areas (100-Year)

Area

(ha)

C Tc

(min)

Q(100-Year)

(l/s)

UNC-1 0.014 0.31 10 3.04

CRTYD 0.008 0.88 10 3.47

Detailed Modified Rational Method stormwater management calculations are attached as

Appendix D. Tables 6 and 7 summarize peak flow rates and storage requirements for the 90

Guigues Avenue site.



Table 6: 5 year estimated post-development release rate and storage requirements

Area

(ha)

C Qrelease

(l/s)

Qstored

(m3)

Roof 0.026 0.90 3.7 1.7

CRTYD 0.008 0.70 1.6 0

UNC-1 0.014 0.25 1.4 0

Total 0.048 0.68 6.8 1.7

Table 7: 100 year estimated post-development release rate and storage requirements

Area

(ha)

C Qrelease

(l/s)

Qstored

(m3)

Roof 0.026 1.00 4.9 4.6

CRTYD 0.008 0.87 3.5 0

UNC-1 0.014 0.31 3.0 0

Total 0.048 0.85 11.4 4.6

As demonstrated in Tables 6 and 7, sufficient stormwater retention is available on the rooftop, in

order to meet the specified criteria for the development. Release rates are less than the pre-

development rate in all events up to and including the 100 year event.

It is noted that the proposed building does not have any basement units and all water from the

footing tile drain will be collected in a sump pit and pumped to the storm sewer.

SERVICING BRIEF MORIYAMA & TESHIMA ARCHITECTS 90 GUIGUES AVENUE Utilities April 17, 2013


7.0 Utilities

Gas servicing exists via 100mm gas line within the Dalhousie Street right-of-way west of the

site. Gas servicing via a 200mm gas line as well as Bell servicing are located within the Parent

Street right-of-way. Hydro and Cable servicing exists on overhead pole lines crossing Guigues

Street near the northwest corner of the property. The appropriate utility companies will be

contacted at the site design stage to coordinate servicing to the proposed development.

8.0 Erosion Control During Construction

Erosion and sediment controls must be in place during construction. The following

recommendations to the contractor will be included in contract documents.

1. Implement best management practices to provide appropriate protection of the existing

and proposed drainage system and the receiving water course(s).

2. Limit extent of exposed soils at any given time.

3. Re-vegetate exposed areas as soon as possible.

4. Minimize the area to be cleared and grubbed.

5. Protect exposed slopes with plastic or synthetic mulches.

6. Provide sediment traps and basins during dewatering.

7. Install filter cloth between catch basins and frames.

8. Plan construction at proper time to avoid flooding.

The contractor will, at every rainfall, complete inspections and guarantee proper performance.

The inspection is to include:

1. Verification that water is not flowing under silt barriers.

2. Clean and change filter cloth at catch basins.

Appendix A: Watermain Hydraulic Analysis Calculations

Moriyama & Teshima Architects 1604-00849/20 90 Guigues Avenue 2012-05-09

Estimated Water Demand per City of Ottawa Design Guidelines (July 2010)

Refer to City of Ottawa EMAPS application site is zoned R4S-Residential Fourth Zone.

WATER DEMAND Estimated Population: 6 Two bedroom apartment unit x 2.1 p / unit = 2.1p Total population of building = 13p

Average Daily Demand:

sL

sd

dL

dpLpQ dailyavg 053.0

400,861455035013_ =×=

⋅×=

Maximum Daily Demand:

sL

sd

dL

dLQQ dailyavgdaily 132.0

400,861113755.245505.2_max_ =×=×=×=

Peak Hourly:

sL

sd

dL

dLQQ dailyhourlypeak 290.0

400,861250252.2113752.2max__ =×=×=×=

Fire flow demands = 267 l/s

FUS Fire Flow Calculations

Stantec Project #: 160400849Project Name: 90 Guigues Avenue Fire Flow Calculation #: 1

Date: May 16, 2012 Building Type/Description/Name: Residential 6 Unit Apt

Data input by: Mike Sharp

Table A: Fire Underwriters Survey Determination of Required Fire Flow - Long Method

Step Task Term OptionsMultiplier Associated

with OptionChoose:

Value Used

Unit

Total Fire Flow

(L/min)

Wood Frame 1.5Ordinary construction 1Non-combustible construction 0.8Fire resistive construction (< 2 hrs) 0.7Fire resistive construction (> 2 hrs) 0.6

Single Family 1Townhouse - indicate # of units 2Other (Comm, Ind, etc.) 1

2.2 # of Storeys 3 3 Storeys

118

Square Feet (ft2) 0.09290304Square Metres (m2) 1Hectares (ha) 10000

4Obtain Required

Fire Flow without Reductions

9,000

5Apply Factors

Affecting BurningNon-combustible -0.25Limited combustible -0.15Combustible 0Free burning 0.15Rapid burning 0.25Complete Automatic Sprinkler Protection -0.3None 0North Side 10.1 to 20.0m 0.15East Side 0 to 3.0m 0.25South Side 10.1 to 20.0m 0.15West Side 0 to 3.0m 0.25

16,0002673.50

3,360

Note: The most current FUS document should be referenced before design to ensure that the above figures are consistent with the intent of the Guideline

LegendDrop down menu - choose option, or enter value.

No Information, No input required.

Required Volume of Fire Flow (m 3 )

Calculations Based on 1999 Publication "Water Supply for Public Fire Protection " by Fire Underwriters' Survey (FUS)

1Choose Frame Used for Construction of

Unit

Framing MaterialCoefficient related to type of construction (C) Wood Frame 1.5 m

2

Choose Type of Housing (if TH,

Enter Number of Units Per TH Block)

Floor Space Area

Type of HousingTownhouse - indicate # of

units2 Units

Number of Floors/ Storeys in the Unit (do not include basement):

3Enter Ground Floor

Area of One Unit

Enter Ground Floor Area (A) of One Unit Only :

705Area in Square

Meters (m2)Measurement

UnitsSquare Metres (m2)

Required Fire Flow( without reductions or increases per FUS) (F = 220 * C * √A) Round to nearest 1000L/min

Reductions/Increases Due to Factors Affecting Burning

5.1Choose

Combustibility of Building Contents

Occupancy content hazard reduction or surcharge

Combustible 0 N/A 9,000

0

5.3Choose Separation Distance Between

Units

Exposure Distance Between Units

0.75 m 6,750

5.2Choose Reduction Due to Presence of

Sprinklers

Sprinkler reduction

None 0 N/A

Total Required Fire Flow, rounded to nearest 1000 L/min, with max/min limits applied:

Total Required Fire Flow (above) in L/s:6

Obtain Required Fire Flow, Duration

& Volume Required Duration of Fire Flow (hrs)

Date: 5/16/2012Stantec Consulting Ltd.

Bldg_ACV:\01-604\active\160400849_90 Guigues St\design\analysis\WTR\STANTEC_FUS_FIREFLOW_CALCULATOR.xlsx

Fire Flow Calculations as per Ontario Building Code 2006 (Appendix A)

Job# 160400849 Designed by: aml

Date 19-Mar-13 Checked by:

Q = KVStot

Q = Volume of water required (L)

V = Total building volume (m3)

K = Water supply coefficient from Table 1

Stot =

Stot =1.0 + [Sside1 + Sside2 + Sside3 + Sside4]

Type of construction Building

Classification

Water Supply

Coefficientcombustible without

Fire-Resistance

Ratings

A-2, B-1, B-2, B-

3, C, D23

Area of one floor

(m2)

number of floors hieght of ceiling

(m)

Total Building

Volume (m3)

236 3 3 2,124

Side Exposure

Distance (m) Spatial Coefficient

Total Spatial

Coeffiecient

North 10 0

East 0 0.5

South 10 0

West 0 0.5

Total Volume 'Q' (L)

97,704

Minimum Required

Fire Flow (L/min)

2,700

Sotal of spatial coefficeint values from property line exposures on all sides as obtained from

the formula

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366032H072

366032H071

366032H020

90203mmDI

152mmUCI

366032H022

366032H068

GUIGUESAVE

ST. PATRICKST

PARENTAVE

SUSSEXDR

MURRAYST

ST. ANDREW

STDALHOUSIEST

BRUYEREST

CLARENCEST

CATHCARTST

SUBDIVISION:

DATE:REVISION:

FILE NUMBERS: 1604-00849 DESIGNED BY: MJSCHECKED BY: JL

Average daily Peak hour Length Diameter Roughness Velocity Unit Headloss Length Diameter Roughness Velocity Unit Headloss Link ID m mm m/s m/km Link ID m mm m/s m/km Pipe 1 12.0 50 100 0.03 0.05 Pipe 1 12.0 50 100 0.15 1.29

Max day & FFFF=13,000L/min Length Diameter Roughness Velocity Unit Headloss Link ID m mm m/s m/km Pipe 1 12.0 50 100 0.07 0.29Pipe 2 75.0 203 110 2.35 35.13Pipe 3 10.0 203 110 5.82 188.50

EPANET HYDRAULIC MODELLING RESULTS

90 Guigues AvenueMay 16, 2012

90 Guigues Avenue

Hydraulic Analysis

1 of 1 EPANET Results.xls

SUBDIVISION:

DATE:REVISION:

FILE NUMBERS: 1604-00849 DESIGNED BY: MJSCHECKED BY: JL

Average daily Peak hourElevation Demand Head Elevation Demand Head

m LPS m m psi kPa m LPS m m psi kPaJunc 2 59.1 0.05 115.8 56.7 81 558 Junc 2 59.1 0.29 107.6 48.4 69 476Resvr 1 115.8 -0.05 115.8 0.0 0 0 Resvr 1 107.6 -0.29 107.6 0.0 0 0

Max day & FF pressure checkFF=13000L/min

Elevation Demand Head Elevation Demand Headm LPS m m psi kPa m LPS m m psi kPa

Junc 2 59.1 0.13 97.2 38.1 54 372 Junc 2 59.1 0.00 115.8 56.7 81 558Junc 3 58.3 267.00 94.6 36.3 52 359 Resvr 1 115.8 0.00 115.8 0.0 0 0Resvr 4 96.5 -76.92 97.2 0.0 0 0Resvr 1 97.2 -190.21 96.5 0.0 0 0

EPANET HYDRAULIC MODELLING RESULTS

90 Guigues Avenue

90 Guigues Avenue

Hydraulic Analysis

Pressure

Pressure Node ID

May 16, 2012

Node ID Pressure

Node ID

Node ID Pressure

1 of 1 EPANET Results.xls

Appendix B: Estimated Wastewater Discharge Calculations

1604-00849: 90 Guigues Avenue 2012-05-09

Estimated Wastewater Discharge 6 two bedroom units x 2.1 p / unit = 12.6p

Total population of building = 13p

Peaking Factor:

4.4013.04

141

10004

1412

12

1=

⎟⎠⎞⎜

⎝⎛ +

+=

⎟⎟

⎠

⎞

⎜⎜

⎝

⎛⎟⎠⎞

⎜⎝⎛+

+=P

PF , max = 4.0

Peak Flow:

sL

sd

dpLpQpeak 21.0

400,8610.435013 =××

⋅×=

Peak Extraneous Flow:

sLha

hasLQextraneous 01.0048.028.0 =×⋅

=

Total estimated discharge = 0.21 L/s + 0.01 L/s = 0.22 L/s

Appendix C: Stormwater Management Calculations

Stormwater Management Calculations

File No: 160400849

Project: 90 Guigues Avenue

Date: 20-Jun-12 SWM Approach:

Post-development to Pre-development flows

Post-Development Site Conditions:

Overall Runoff Coefficient for Site and Sub-Catchment Areas

Area Runoff Overall

(ha) Coefficient Runoff

Catchment Type ID / Description "A" "C" Coefficient

Roof ROOF A Hard 0.026 0.9 0.023

Soft 0.000 0.2 0.000

Subtotal 0.0255 0.023 0.900

Uncontrolled - Tributary UNC-1 Hard 0.003 0.9 0.003

Soft 0.011 0.2 0.002

Subtotal 0.014 0.005 0.350

Controlled - Tributary CRTYD Hard 0.006 0.9 0.005

Soft 0.002 0.2 0.000

Subtotal 0.008 0.006 0.699

Total 0.048 0.033

Overall Runoff Coefficient= C: 0.70

Total Roof Areas 0.026 ha

Total Tributary Surface Areas (Controlled and Uncontrolled) 0.022 ha

Total Tributary Area to Outlet 0.048 ha

Total Uncontrolled Areas (Non-Tributary) 0.000 ha

Total Site 0.048 ha

Sub-catchment

Area

Runoff Coefficient Table

"A x C"

Date: 4/16/2013, 2:45 PM

Stantec Consulting Ltd.

160400849 anl_swm_2013-04-16_VB-MRM_roof only.xlsm, Area Summary

W:\active\160400849_90 Guigues St\design\analysis\SWM\

Stormwater Management Calculations

Project #160400849, 90 Guigues Avenue Project #160400849, 90 Guigues Avenue

Modified Rational Method Calculatons for Storage Modified Rational Method Calculatons for Storage

5 yr Intensity I = a/(t + b)c

a = 998.071 t (min) I (mm/hr) 100 yr Intensity I = a/(t + b)c

a = 1735.688 t (min) I (mm/hr)

City of Ottawa b = 6.053 5 141.18 City of Ottawa b = 6.014 5 242.70

c = 0.814 10 104.19 c = 0.820 10 178.56

15 83.56 15 142.89

20 70.25 20 119.95

25 60.90 25 103.85

30 53.93 30 91.87

35 48.52 35 82.58

40 44.18 40 75.15

45 40.63 45 69.05

50 37.65 50 63.95

55 35.12 55 59.62

60 32.94 60 55.89

5 YEAR Predevelopment Target Release from Portion of Site

Subdrainage Area: Predevelopment Tributary Area to Outlet

Area (ha): 0.0480 Area (ha): 0.0480

C: 0.50 C: 0.61 C: 0.63 C: 0.7625

Typical Time of Concentration Typical Time of Concentration

tc I (5 yr) Qtarget tc I (5 yr) Qtarget tc I (5 yr) Qtarget tc I (5 yr) Qtarget

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

10 104.19 6.95 10 104.19 8.48 10 178.56 14.89 10 178.56 18.17

5 YEAR Modified Rational Method for Entire Site 100 YEAR Modified Rational Method for Entire Site

Subdrainage Area: ROOF A Roof Subdrainage Area: ROOF A Roof

Area (ha): 0.03 Maximum Storage Depth: 150 mm Area (ha): 0.03 Maximum Storage Depth: 150 mm

C: 0.90 C: 1.00

tc l (5 yr) Qactual Qrelease Qstored Vstored Depth tc l (100 yr) Qactual Qrelease Qstored Vstored Depth

(min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm)

5 141.18 9.01 3.74 5.27 1.58 79.33 10 178.56 12.66 4.94 7.72 4.63 107.17

10 104.19 6.65 3.74 2.91 1.74 81.20 20 119.95 8.50 4.94 3.57 4.28 105.12

15 83.56 5.33 3.74 1.59 1.43 77.63 30 91.87 6.51 4.94 1.57 2.83 93.64

20 70.25 4.48 3.74 0.74 0.89 66.41 40 75.15 5.33 4.94 0.39 0.93 67.64

25 60.90 3.89 3.74 0.14 0.22 42.41 50 63.95 4.53 4.94 0.00 0.00 0.00

30 53.93 3.44 3.74 0.00 0.00 0.00 60 55.89 3.96 4.94 0.00 0.00 0.00

35 48.52 3.10 3.74 0.00 0.00 0.00 70 49.79 3.53 4.94 0.00 0.00 0.00

40 44.18 2.82 3.74 0.00 0.00 0.00 80 44.99 3.19 4.94 0.00 0.00 0.00

45 40.63 2.59 3.74 0.00 0.00 0.00 90 41.11 2.91 4.94 0.00 0.00 0.00

50 37.65 2.40 3.74 0.00 0.00 0.00 100 37.90 2.69 4.94 0.00 0.00 0.00

55 35.12 2.24 3.74 0.00 0.00 0.00 110 35.20 2.50 4.94 0.00 0.00 0.00

60 32.94 2.10 3.74 0.00 0.00 0.00 120 32.89 2.33 4.94 0.00 0.00 0.00

Storage: Roof Storage Storage: Roof Storage

Depth Head Discharge Vreq Vavail Discharge Depth Head Discharge Vreq Vavail Discharge

(mm) (m) (L/s) (cu. m) (cu. m) Check (mm) (m) (L/s) (cu. m) (cu. m) Check

5-year Water Level 81.20 0.08 3.74 1.74 15.24 0.00 100-year Water Level 107.17 0.11 4.94 4.63 15.24 0.00

Subdrainage Area: UNC-1 Uncontrolled - Tributary Subdrainage Area: UNC-1 Uncontrolled - Tributary

Area (ha): 0.01 Area (ha): 0.01

C: 0.35 C: 0.44

tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored

(min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3)

10 104.19 1.42 1.42 10 178.56 3.04 3.04

20 70.25 0.96 0.96 20 119.95 2.04 2.04

30 53.93 0.73 0.73 30 91.87 1.56 1.56

40 44.18 0.60 0.60 40 75.15 1.28 1.28

50 37.65 0.51 0.51 50 63.95 1.09 1.09

60 32.94 0.45 0.45 60 55.89 0.95 0.95

70 29.37 0.40 0.40 70 49.79 0.85 0.85

80 26.56 0.36 0.36 80 44.99 0.77 0.77

90 24.29 0.33 0.33 90 41.11 0.70 0.70

100 22.41 0.31 0.31 100 37.90 0.65 0.65

110 20.82 0.28 0.28 110 35.20 0.60 0.60

120 19.47 0.27 0.27 120 32.89 0.56 0.56

Subdrainage Area: CRTYD Controlled - Tributary Subdrainage Area: CRTYD Controlled - Tributary

Area (ha): 0.01 Area (ha): 0.01

C: 0.70 C: 0.87

tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored

(min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3)

10 104.19 1.62 1.62 0.00 0.00 10 178.56 3.47 3.47 0.00 0.00

20 70.25 1.09 1.09 0.00 0.00 20 119.95 2.33 2.33 0.00 0.00

30 53.93 0.84 0.84 0.00 0.00 30 91.87 1.78 1.78 0.00 0.00

40 44.18 0.69 0.69 0.00 0.00 40 75.15 1.46 1.46 0.00 0.00

50 37.65 0.59 0.59 0.00 0.00 50 63.95 1.24 1.24 0.00 0.00

60 32.94 0.51 0.51 0.00 0.00 60 55.89 1.09 1.09 0.00 0.00

70 29.37 0.46 0.46 0.00 0.00 70 49.79 0.97 0.97 0.00 0.00

80 26.56 0.41 0.41 0.00 0.00 80 44.99 0.87 0.87 0.00 0.00

90 24.29 0.38 0.38 0.00 0.00 90 41.11 0.80 0.80 0.00 0.00

100 22.41 0.35 0.35 0.00 0.00 100 37.90 0.74 0.74 0.00 0.00

110 20.82 0.32 0.32 0.00 0.00 110 35.20 0.68 0.68 0.00 0.00

120 19.47 0.30 0.30 0.00 0.00 120 32.89 0.64 0.64 0.00 0.00

SUMMARY TO OUTLET SUMMARY TO OUTLET

Vrequired Vavailable* Vrequired Vavailable*

Tributary Area 0.034 ha Tributary Area 0.034 ha

Total 5yr Flow to Sewer 5.4 L/s 0 0 m3

Ok Total 100yr Flow to Sewer 8.4 L/s 0 0 m3

Ok

Non-Tributary Area 0.014 ha Non-Tributary Area 0.014 ha

Total 5yr Flow Uncontrolled 1.4 L/s Total 100yr Flow Uncontrolled 3.0 L/s

Total Area 0.048 ha Total Area 0.048 ha

Total 5yr Flow 6.8 L/s Total 100yr Flow 11.4 L/s

5 yearTarget 7.0 L/s 100 year Target 14.9 L/s

Date: 4/16/2013

Stantec Consulting Ltd. Page 3 of 3160400849 anl_swm_2013-04-16_VB-MRM_roof only.xlsm, Modified RM


Roof Drain Design Calculation Sheet

Project #160400849, 90 Guigues Avenue

Roof Drain Design Sheet, Area ROOF A

Standard Zurn Model Z-105-5 Control-Flo Single Notch Roof Drain

Total Total

Elevation Discharge Rate Outlet Discharge Storage Elevation Area Water Depth Volume Time Vol Detention

(m) (cu.m/s) (cu.m/s) (cu. m) (m) (sq. m) Increment Accumulated (m) (cu.m) (sec) (cu.m) Time (hr)

0.000 0.0000 0.0000 0.00 0.000 0 0.00 0.00 0.000

0.025 0.0004 0.0012 0.04 0.025 4 0.04 0.04 0.025 0.0 0.0 0.0 0

0.050 0.0008 0.0023 0.29 0.050 17 0.26 0.29 0.050 0.3 112.1 0.3 0.03115

0.075 0.0012 0.0035 1.20 0.075 38 0.91 1.20 0.075 1.2 262.2 0.9 0.10399

0.100 0.0015 0.0046 3.39 0.100 68 2.19 3.39 0.100 3.4 475.6 2.2 0.2361

0.125 0.0019 0.0058 7.72 0.125 106 4.33 7.72 0.125 7.7 751.2 4.3 0.44478

0.150 0.0023 0.0069 15.24 0.150 153 7.53 15.24 0.150 15.2 1088.7 7.5 0.74719

Rooftop Storage Summary

From Zurn Drain Catalogue

Total Building Area (sq.m) 255 Head (m) L/min L/s Notch Rating

Assume Available Roof Area (sq.m) 60% 153 0.051 45.5 0.00076 232

Roof Imperviousness 0.99

Roof Drain Requirement (sq.m/Notch) 232

Number of Roof Notches* 3

Max. Allowable Depth of Roof Ponding (m) 0.15 * As per Ontario Building Code section OBC 7.4.10.4.(2)(c).

Max. Allowable Storage (cu.m) 15

Estimated 100 Year Drawdown Time (h) 0.3

* Note: Number of drains can be reduced if multiple-notch drain used.

Calculation Results 5yr 100yr Available

Qresult (cu.m/s) 0.004 0.005 -

Depth (m) 0.081 0.107 0.150

Volume (cu.m) 1.7 4.6 15.2

Draintime (hrs) 0.1 0.3

Rating Curve Volume Estimation

Volume (cu. m)

Drawdown Estimate

Date: 4/16/2013

Stantec Consulting Ltd.

160400849 anl_swm_2013-04-16_VB-MRM_roof only.xlsm, ROOF A


Appendix D: City of Ottawa Correspondence

file:///V|/...0400849_90%20Guigues%20St/design/report/Appendix/RE%2090%20Guigues%20Avenue%20-%20boundary%20conditions.txt[11/1/2012 9:22:27 AM]

From: White, Joshua <[email protected]>Sent: Tuesday, May 22, 2012 2:35 PMTo: Sharp, MikeSubject: RE: 90 Guigues Avenue - boundary conditions

Hi Mike,

To follow up on our phone conversation, at the Pre-Consult, I remember having told the applicant that the storm water management criteria for the site would be a C value of 0.5 or the predevelopment C value, whichever is less, and controlled to a 5 year storm holding up to a 100 year storm on site.

Joshua WhiteProject Manager, Infrastructure Approvals Development Review, Urban Services, City of OttawaPhone: (613) 580-2424 ext 15843Email: [email protected] consider the environment before printing this e-mail.

From: Sharp, Mike [mailto:[email protected]] Sent: May 22, 2012 2:13 PM To: White, Joshua Subject: RE: 90 Guigues Avenue - boundary conditions

Hi Josh, approximately 0.22l/s based on the attached calculation sheet.CheersMike

From: White, Joshua [mailto:[email protected]] Sent: Tuesday, May 22, 2012 2:07 PM To: Sharp, Mike Subject: RE: 90 Guigues Avenue - boundary conditions

Hi Mike,

Do you know what you are expecting for the amount of waste water that is being generated?

Cheers

Josh

Joshua WhiteProject Manager, Infrastructure Approvals Development Review, Urban Services, City of OttawaPhone: (613) 580-2424 ext 15843Email: [email protected] consider the environment before printing this e-mail.


From: Sharp, Mike [mailto:[email protected]] Sent: May 16, 2012 9:37 AM To: White, Joshua Subject: RE: 90 Guigues Avenue - boundary conditions

Thanks JoshCheersMike

From: White, Joshua [mailto:[email protected]] Sent: Wednesday, May 16, 2012 9:27 AM To: Sharp, Mike; James, Douglas Cc: Lachance, Jean Subject: RE: 90 Guigues Avenue - boundary conditions

Hello Mike,

Below are the requested boundary conditions for 90 Guigues. If you have any questions please let me know.

Joshua WhiteProject Manager, Infrastructure Approvals Development Review, Urban ServicesPhone: (613) 580-2424 ext 15843Email: [email protected] consider the environment before printing this e-mail.

The following are boundary conditions, HGL, for hydraulic analysis at 90 Guigues Avenue (see attached PDF for location).

Max Day + FF = 97.2 m assuming a fire flow of 267 L/sMinimum HGL during Peak Hour = 107.6 m Max Pressure Check HGL = 115.8 m, the estimated ground elevation is 58.8 m, the maximum pressure is estimated to be 81.1 psi which is more than 80 psi. A pressure check at completion of construction is recommended to determine if pressure control is required.These are for current conditions and are based on computer model simulation.

Disclaimer: The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.


From: Sharp, Mike [mailto:[email protected]] Sent: May 14, 2012 9:29 AM To: White, Joshua; James, Douglas Cc: Lachance, Jean Subject: 90 Guigues Avenue - boundary conditions

Good morning Josh and Doug,Attached is a PDF of our proposed servicing and grading plan with a key map of the area.Please see below our proposed water servicing demands. Can you please provide the water boundary conditions for the Site.

Thanks

WATER

Average Day = 0.05 L/sMax Day = 0.13 L/sPeak Hour = 0.29 L/s

Fire flow = 267 L/s

Mike Sharp A.Sc.T. Civil Engineering Technologist Stantec1505 Laperriere Avenue Ottawa ON K1Z 7T1 Ph: (613) 722-4420 Ext. 236 Fx: (613) 722-2799 [email protected] The content of this email is the confidential property of Stantec and should not be copied, modified, retransmitted, or used for any purpose except with Stantec's written authorization. If you are not the intended recipient, please delete all copies and notify us immediately.

? Please consider the environment before printing this email.

This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return e-mail and delete this communication and any copy immediately. Thank you.Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer


sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.

This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return e-mail and delete this communication and any copy immediately. Thank you.Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.

This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return e-mail and delete this communication and any copy immediately. Thank you.Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.

2

From: "Nguyen, Hieu" <[email protected]>

Subject: RE: 90 Guigues Pre-consultation Follow-up

Date: 15 March, 2013 5:02:27 PM EDT

To: "'Amanda Gilbert'" <[email protected]>

Hi Amanda, Following up on our meeting, I have attached the required studies and plans list for the site plan control application for

90 Guigues Ave. Link below to the guide of preparing studies and plans: http://ottawa.ca/en/development-application-review-process-0/guide-preparing-studies-and-plans Planning Comments: I took a closer look at the requirements for the Planning Rationale and it does not need to be done by a registered

professional planner but it is usually recommended as all submitted documents do become public documents and are

available on the City’s website when public circulation for comments begins. A general outline for the planning rationale

is provided at the above link (the proposal is not subject to Urban Design Review Panel) and you can look at some

examples on DevApps (www.ottawa.ca/devapps), by searching by a street name for a site plan application (I just tried

Rideau and also Somerset and saw some site plan files). There is probably some information you used in your other applications that can be included in the Planning Rationale.

Be sure to reference the OMB decision as well as approved cash-in-lieu of parking credits to explain how you meet the

zoning provisions or have relief. The site is zoned R4S. Other things to detail is explaining how the site supports the

applicable planning policies including: in the Official Plan the site is designated as General Urban Area and it is within the

Lowertown West Heritage Conservation District. For the building elevations, I can confirm 11” x 17” size is fine. Heritage Comments: For the Cultural Heritage Impact Statement, you can provide copies of the one that already has been done. *As follow-up, please send building elevations of the Council approved design when you received the heritage alteration

permit along with the elevations to be submitted with the site plan application. Just ask they be of the same scale and

drawing type so it is easier to compare. Infrastructure Comments: From Josh White: I recognize that due to the particulars of this site it will be difficult to achieve the standard requirement

of a C-value of 0.5 for a 5 year storm and holding a 100 year storm onsite. In this case without prejudice we will allow the

consultant to try to meet that requirement as best as they can by over controlling the roof top storage and having the

court yard meet the a pre to post condition with a c value of 0.7. We do encourage contacting the ward Councillor in advance of the proposal as well as the local community association

(the Councillor’s office can advise which are best to contact) to let them know about the site plan control submission. It

is more to introduce the proposal and see if there may be any initial comments that you may want to address before

submission. The ward Councillor for the area is Mathieu Fleury. His contact information is found

here:http://ottawa.ca/en/city-council/councillor-mathieu-fleury. If you have any questions, just let me know. Hieu

3

Development Review, Urban Area 613-580-2424 ext.26936 Mail Code: 01-14

From: Amanda Gilbert [mailto:[email protected]]

Sent: March 11, 2013 1:46 PM To: Nguyen, Hieu

Subject: Re: 90 Guigues

Thank you Hieu,

Friday at 10am is fine. I will be in attendance, possibly with a second individual from my office, and one of our

civil engineers (3 people total).

Thank you for the information.

The drawings (not the renderings) account for the OMB changes.

I assume we will be covering the additional required reports / studies at the meeting.

Please let us know where the meeting will be held so we can forward the information to our civil engineer.

Regards,

Amanda Gilbert M.Arch, OAA, MRAIC, LEED AP MORIYAMA & TESHIMA ARCHITECTS 109 Murray Street, Unit 3, Ottawa, Ontario Canada K1N 5M5 613 562 2908 mtarch.com

On 2013-03-11, at 12:16 PM, Nguyen, Hieu wrote:

Hi Amanda, I’ve scheduled a pre-consultation meeting for Friday, March 15

th from 10 – 11am. Please let me know if that works for

you and if not, I can schedule another time. I have invited our heritage manager, Sally Coutts, and Josh White, our engineer (who your civil engineer has been

working with) and possibly our urban designer. Can you let me know who is coming from your side, so I can make sure

the meeting room is large enough? The 10% discount only applies to development applications (does not include building permit applications). The site plan

application would be considered new, manager approved, public consultation application. Thanks for sending the concept plans, does it take into account the requested changes per the OMB decision or I assume

that’s probably part of the work you’re doing now? Hieu

Documents

Servicing Brief Moriyama & Teshima Architects 90 Guigues