PALETTA INTERNATIONAL LIMITED - Burlington

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PALETTA INTERNATIONAL LIMITED

FUNCTIONAL SERVICING and STORMWATER MANAGEMENT REPORT

EAGLE HEIGHTS & TAYLOR PROPERTY

CITY OF BURLINGTON

Updated June 2010

Addendum

Revised Section 7 to Address Region of Halton Comments March 2013

By:

Metropolitan Consulting Inc. 1422 Ontario Street

Burlington, ON L7S 1G4

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TABLE OF CONTENTS

Page INTRODUCTION 1 7.0 WATER DISTRIBUTION & WASTEWATER COLLECTION 2 7.1 Water & Wastewater Treatment 2 7.2 Existing Water Distribution System 2 7.3 Proposed Water Pressure Zones 3 7.4 Master Plan Proposed Water Distribution works 4 7.5 Zone B2 4 7.6 Zone B3A 5 7.7 Zones B4A & B5A 6 7.8 Watermain Modeling 7 7.9 Existing Wastewater Infrastructure 11 7.10 Proposed Wastewater Collection System 12 7.11 Development Phasing 15 7.12 Phase 1 Water & Wastewater Servicing 16 7.13 Phase 2 Water & Wastewater Servicing 17 7.14 Stormwater Management & Regional Services 17

APPENDICES A Watermain Modeling B Revised Sanitary Sewer Design Sheets C Extracts from Halton Region letter dated February 27, 2012

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FIGURES

7-10 Existing Water Distribution System At Back of Report

7-11 Proposed Water Distribution System At Back of Report

7-12 WaterCAD Model Schematic At Back of Report

7-13 Zone B3A Reservoir Alternative Locations Following Page 5

7-14 North Aldershot Wastewater Drainage Area At Back of Report

7-15 Proposed Wastewater Collection System At Back of Report

7-16 Phasing Plan 2013 At Back of Report

The following f igures in the June 2010 Update Report remain valid:

7-4 Sanitary Sewer Profiles 1

7-5 Sanitary Sewer Profiles 2

7-6 Sanitary Sewer Profiles 3

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INTRODUCTION

The Functional Servicing & Stormwater Management report for Eagle

Heights and the Taylor properties was originally prepared in March 2007

to support applications to amend the Draft Plans of Subdivision, Official

Plan and Zoning bylaws for the 93ha & 9ha parcels of land within the

Central Sector of the North Aldershot Area of the City of Burlington.

The proposed developments are owned by Paletta International

Corporation. The report showed how the proposed developments could be

graded, serviced internally and external ly and provided with storm water

management.

The report was updated in June 2010 to address comments by

Conservation Halton regarding stormwater management and by the

Region of Halton regarding water and waste water servicing.

This Addendum revises and replaces Section 7 of the Updated Report to

address further comments by the Region regarding water and waste water

servicing contained in a let ter to the Ci ty of Burlington dated February

27, 2012 (see Appendix C).

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7.0 WATER AND WASTEWATER

7.1 Water and Wastewater Treatment

The South Halton Water & Wastewater Master Plan Update, June 2008

and the Sustainable Halton Water and Wastewater Master Plan (30 day

review period completed November 14, 2011) includes the water and

wastewater servicing for areas of North Aldershot that are approved for

urban servicing. The Implementation of the Master Plan Update

preferred servicing strategy will ensure that adequate water and

wastewater treatment capacity is available for development on the Eagle

Heights and Taylor properties .

7.2 Existing Water Distribution System

The exist ing water distribution system is shown on Figure 7-10

There is an exist ing water reservoir on the west side of Waterdown Road

between Flatt Road and Craven Avenue. This reservoir supplies Zone

B1A by gravity via a 600mm watermain on Waterdown Road south of the

reservoir.

There is a 250mm Zone 5 equivalent main on Waterdown Road that

connects to the City of Hamilton dist r ibution system (Pressure Dist rict

16). This main was originally constructed to supply water from the

reservoir to the former Village of Waterdown. The pumping s tat ion at the

reservoir is now out of service and the 250mm main is gravity fed from

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the Waterdown Standpipe under a ten year agreement between the Halton

Region and the City of Hamilton.

A 150mm main on Flatt Road is connected to the zone 5 watermain

result ing in relat ively high stat ic pressures (160 psi ).

South of the reservoir there is a pressure reducing valve on the Zone 5

watermain to service the exist ing residences on Nevarc, Craven and on

Waterdown Road in that vicinity. The watermain on Waterdown Road is

350mm and on Craven and Nevarc 150mm.

With the completion of the Waterdown Road / Hwy 403 intersection

improvements in 2010, the exist ing 300mm/350mm watermains on the

North Service Rd (NSR) and Panin Road have been switched from Zone

1A to Zone 2. The 350mm main on Waterdown Road has been replaced

by a 300mm Zone 2 main from Panin Road to the realigned NSR. A

Zone valve at the NSR is closed to isolate the Halton system from the

Hamilton fed system.

7.3 Proposed Water Pressure Zones

The ground elevation in North Aldershot varies from approx 117m at the

North Service Road to 220m at the intersection of Mountain Brow Road

and Waterdown Road (Hamilton/Burlington boundary). To service the

area will therefore require a number of pressure zones.

Pressure zones are proposed as follows:

Zone B2 Ground Elevations 97.5-134m

Zone B3A Ground Elevations 130-170m

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Zone B4A Ground Elevations 165-205m

Zone B5A Ground Elevations above 200m (above 165m for Waterdown

Road on an interim basis)

7.4 Master Plan Proposed Water Distribution Works

The 2008 Master Plan Update and the 2011 Halton Sustainable Water &

Wastewater Master Plan propose a Zone B3A reservoir and pumping from

the Waterdown Road reservoir for zones B2, B3A & B5A. Zone B4A

would be fed from Zone B5A via PRVs. The Hamilton supply

connection to Zone B5A would be retained for emergency purposes.

The following capi tal works projects; al l funded from Development

Charges, and are identified in the Halton Master Plan:

ID 6863 Waterdown Rd Pump Station Expansion (Zones B2,B3A&B5A)

$2.279M

ID 3699 North Aldershot Reservoir (Zone B3A) $5.072M

ID 3700 400mm w/m from Waterdown Rd Pumping Stat ion to North

Aldershot reservoir (Zone B3A) $2.279M

ID 5881 400mm w/m on NSR from King Road to Waterdown Rd (Zone

B2) $6.589M

ID 6602 7 .5ML expansion to Waterdown Rd Reservoir $7.767M

All projects are scheduled for 2012-2016 except ID 6602 which is 2017-

2021.

7.5 Zone B2

When the Zone B2 portion of the Waterdown Rd pumping stat ion and the

400mm main on the NSR are constructed full Zone B2 pressures will be

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available for the North Aldershot area from the NSR / Panin Road to

ground elevation 134m as shown on Figure 7-11. The exist ing residences

on Craven, Nevarc and Waterdown Road south of the reservoir should

then be converted to Zone B2. Proposed development in Zone B2 will

include the southern portion of Eagle Heights Sub-area 10, the “Morgante

property” and the proposed Cumis development . Potential future

development properties would include the CAMA Woodlands and the

Panin Rd Church properties and the southern portion of the Aldershot

Landscaping property.

7.6 Zone B3A

Zone B3A will include proposed Eagle Heights Sub- Areas 2, 5, 6, 7, 8

and the northern portion of Sub-area 10. Potential development areas

include the northern portion of the Aldershot Landscaping property and

the property at the north end of Flatt Rd Extension. Exist ing residences

on Flatt Rd, the exist ing school and the exist ing Aldershot Landscaping

business will be converted to Zone B3A. It is proposed that the exist ing

residences on Waterdown Rd from the Reservoir to the proposed Street D

also be converted to Zone B3A. This would provide water pressures to

the exist ing residences within a more normal range while providing

looping with proposed Streets D & E and Flatt Road.

It is recommended that the Zone B3A reservoir have a top water level of

202m. The final location of the reservoir will be established by a Class

EA to be carried out by the Region. This report will provide some input

to the Class EA. Three locations, shown on Figure 7-13, have been

identified as being suitable for the reservoir:

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Paletta International Corporation4480 Paletta Court

Burlington, Ontario L7L 5R2

ZONE B3A

MAR 2013

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LEGEND:

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• Location A, at the north l imit of Sub-Area 1, has a ground level of

approximately 184m. This location would require a moderately

elevated storage tank.

• Location B is on property owned by Paletta International adjacent

to Horning Road but not subject to the current application. It has a

ground elevation of 191m which could be suitable for standpipe

storage.

• Location C is also on the property owned by Paletta International

adjacent to Horning Road and has a ground elevation of 202m

which would allow the reservoir to be in-ground.

The 400mm Zone B3A feedermain is recommended to be routed from the

proposed pumping s tat ion at the Waterdown Road reservoir to the B3A

reservoir via Waterdown Road, Flatt Rd, Flatt Extension, Street C,

servicing easement and Horning Road as shown on Figure 7-12.

Although i t is normal Region practice not to al low local mains to be

connected to trunk mains, i t has been agreed that this could be allowed in

this case. Individual service connections to the trunk main will not be

permitted.

7.7 Zones B4A & B5A

As previously stated, the exist ing Zone B5A is supplied from the City of

Hamilton system under an agreement with the Region of Halton. Zone

B4A can be fed from Zone B5A via a pressure reducing valve (PRV).

The water in the Hamilton and Halton systems cannot be mixed because

of di fferent t reatment systems (Hamil ton uses Chlorine, Halton uses

Chloramine).

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If a “Halton only” solution is preferred, there are two options:

Option 1 as per the Master Plan, the Zone B5A component of the

Waterdown Road reservoir pumping stat ion can be constructed.

Option 2 A Zone B5A pumping stat ion can be constructed at the

proposed Zone B3A reservoir.

7.8 Watermain Modeling

Watermain modeling has been carried out using the WaterCAD V8i program with the exist ing Region of Halton model imported from Infowater. City of Hamilton WaterCAD model information was added for zone 16. The exist ing model from Halton did not include any watermains north of the Waterdown B1A reservoir. The proposed North Aldershot zones B3A & B4A mains were added to the model and the model was run under the Max Day plus Fire Flow and Peak hour scenarios. Nodes were placed at the st reet intersections and connections . The elevation of each node was obtained from the proposed and exist ing centre l ine of road elevations. System Requirements The water system is generally considered adequate if i t can meet the following:

• Maximum Day demand plus Fire Flow with residual pressures of at least 20psi (139kPa);

• Peak Hour Demand with al l junctions maintaining at least 40psi

(278kPa)

Water Demands

The daily average consumption demands were determined based on the

MOE Drinking-Water Design Guidelines (2008), the South Halton Water

and Wastewater Master Plan Update (2008) and Region of Halton Design

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Criteria (2001). The design cri teria uti l ized in the model are presented

in Table 7 .1.

Table 7.1 DESIGN CRITERIA

Residential Avg. Day Demand 330L/capita/day Cluster housing & Condo Avg. Occupancy 2.5 people/unit Single Family Dwell ing Avg. Occupancy 3.0 people/unit Max Day Factor 1.9 Peak Hour Factor 3 C-Factor 200mm and below 110 C-Factor 250mm to 400mm 120

The result ing water demands are summarized in Appendix A-1. Fire Flow Requirements Fire Demands have been estimated using the calculations prescribed with

Water Supply for Public Fire Protection (1999) from the Fire

Underwriters Survey. Typically the largest building dictates the fire flow

demand requirements for a proposed development. In this case the larger

cluster housing bui ldings and the exist ing Flatt Road school building

were considered. The Fire Demands calculated varied depending on the

assumptions (construction type, sprinklers, etc. ) that were made and

ranged between 133.3L/s and 200L/s. Calculations and assumptions are

presented in Appendix A-2.

Fire Flow Analysis An analysis was performed to determine the adequacy of the proposed

system to provide the necessary fi re flow demands, while maintaining a

minimum pressure of 20psi within the zones B3A & B4A mains. The

highest calculated fi re flow demand of 200L/s was added to the Max Day

demand for the simulations. The Max Day scenario was modeled with the

fire flow demand automatically added to each node within the

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development using the automated fi re flow analysis tools within

WaterCAD. All nodes within the dist rict were determined to meet the

minimum pressure requirement during the fi re flow analysis performed.

Tables of these resul ts are presented in Appendix A-3.

Zone B3A Pumping Station

The Zone B3A pumping stat ion will need to be designed with a fi rm

capacity based on the largest pump being out of service because of the

floating storage wil l be provided by the proposed Zone B3A reservoir.

The pumps will need to be capable of supplying the Max Day plus Fire

Flows, with the one pump off. Based on the init ial Fire Demand

estimates and total Max Day Demands for zone B3A (15.2L/s), the

minimum required f irm capacity of the pump stat ion could range from

150L/s to 220L/s. The potential impact of supplying Zones B4A & B5A

from a pumping stat ion at the Zone B3A reservoir should be considered

when determining what the firm capacity of the B3A pump stat ion should

ult imately be.

Zone B3A Storage

The storage requirements for zone B3A have been approximated based on

the MOE Design Guidelines for Drinking-Water Systems (2008).

Total Treated Water Storage = A + B + C

Where

A = Fire Storage;

B = Equalization Storage (25% of Max Day Demand);

C = Emergency Storage (25% of A + B)

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Based on the projected population in zone B3A, the suggested fire flow

and duration from Table 8 .1 of the MOE Guidelines are 110L/s and 2

hours respectively. This results in a Total Storage volume requirement

for zone B3A of 1400m3. The total storage required and pump stat ion

firm capacity should be given further consideration during the Class EA

process and finalized at the detailed design stage.

Domestic Flows

To determine i f adequate water supply and pressure requirements can be

met, the peak hour scenario was modeled. The calculated peak hour

demands were added to each of the respective nodes and the resultant

pressures during the peak hour demand scenarios were determined.

Adequate pressures under the peak hour demands will be available to the

proposed development. Minimum and maximum pressures under the peak

hour scenarios are shown in Table 7.2 below. For further details and

calculations see Appendix A-4.

Table 7.2 Peak Hour Pressure Ranges

Zone Pressure Range

(psi) Junction

B3A Maximum 97.80 J-7 Minimum 56.20 J-3

B4A Maximum 152.10 J-28 Minimum 61.40 J-47

Sub-Area 10

The watermain on Street X, Sub-area 10, was modeled in zone B3A.

Predictably some pressures exceeded 100psi in areas as the boundary

between zone B3A and B2A falls approximately at midway point of

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proposed Street X. Pressure reducing valves were added to two proposed

mains supplying this sub-area and pressures were successfully reduced

below 100psi . The southern portion of Street X will ul t imately be

serviced in zone B2A, however the modeling shows that servicing in

Zone B3A is feasible.

Waterdown Road – Horning Road to Street D

With Waterdown Road from Horning Road to proposed Street D in Zone

B5A, pressures in the exist ing 250mm watermain just north of Street D,

(junction J-28 on Figure 7-12) exceed 100psi . Although this is an

exist ing condit ion the option of including a pressure reducing valve

(PRV) south of Horning Road changing this area to Zone B4A was

modeled. Maximum pressures were reduced to below the 100psi

threshold. The available fi re flow with the PRV in place is 176 L/s

whereas 200 L/s is available without the PRV (Zone B5A). The

maximum fire flow demand from the exist ing dwellings in the immediate

area would l ikely fal l below 150L/s. Therefore this section of

Waterdown Road could be in ei ther Zone B4A or Zone B5A. See

Appendix A-4 for the analysis.

7.9 Existing Wastewater Infrastructure

As part of the improvements to the Waterdown Road / Hwy 403

interchange a 300mm sanitary sewer was constructed on the North

Service Road from the exist ing 450mm sewer crossing Hwy 403, to

Waterdown Road and then north on Waterdown Rd to Craven Ave. The

300mm sewer is Development Charges funded (with the cost being front

ended by Paletta International) and is proposed to serve the North

Aldershot area. The exist ing residencies and businesses on Waterdown

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Road south of Craven Avenue and the proposed Cumis development were

provided with sanitary laterals when the sewer was constructed

The CAMA Woodlands facil i ty on Panin Road is serviced by a private

pumping stat ion and force main on Panin Road which now connects to

the 300mm NSR sewer at Waterdown Road.

Other residences, businesses and insti tutional properties have private

septic systems.

7.10 Proposed Wastewater Collection System

The overall North Aldershot wastewater collection system and drainage

areas are shown on Figure 7-14. The updated sanitary sewer design sheet

for the overall system is at tached in Appendix B. The design sheet has

been updated and revised to address Halton’s comments. It should be

noted that the design sheets include exist ing development and future

development on lands exterior to the subdivision. This explains the

difference in unit counts noted in the comments. It should also be noted

that unit counts are used for the proposed subdivision and for exist ing

development where applicable. The apparently “low” population

densit ies are in fact an accurate est imate of the anticipated development

densit ies .

Figure 7-15 shows the proposed sanitary sewers for the Eagle Heights

development . Preliminary profi les for major sewers, as shown on Figures

7-4, 7-5 & 7-6 in the June 2010 report , are st i l l valid.

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Internal st reets will generally be serviced with 200 mm diameter sewers,

150mm sewers will be used on the first sections of each separate sub-

system to facil i tate self cleaning velocit ies.

Figure 7-5 shows the sewer profi le on Horning Road and the easement

through Sub-Area 6. Because of the need to maintain exist ing grades at

the hydro and gas pipeline crossings, the sewer will be deeper than usual

but can be instal led using conventional construction techniques. This

sewer will cross the open space block to Sub-Area 6 via a proposed

easement . There wil l also be a public trai l within the easement

At the south end of Sub-Area 6, i t is proposed that a gravi ty sewer be

instal led to connect to Flatt Road using trenchless technology. This will

preserve the valleyland and avoid the need for a pumping stat ion and

forcemain. The geotechnical investigation has indicated that the boring

will be within the shale bedrock and that conventional rock boring

techniques should be feasible.

The Flatt Road sewer is deep enough to service the portion of the

Aldershot Landscape property north of the uti l i ty corridor i f i t were to be

developed.

A sewer is proposed on Waterdown Road from Flatt Road to Street D.

This sewer will provide permanent servicing to the proposed Church on

Block PP and will also serve proposed lots 167 to 171 and the exist ing

residences fronting on Waterdown Road.

From Flatt Road, the DC funded 300mm trunk sewer will be constructed

south on Street X to avoid excessive depth at Flatt Rd & Waterdown Rd

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(15m+). Alternate routes considered for the connection to the exist ing

sewer at Waterdown Road and Craven Ave include:

Alternate 1 The sewer would follow the Hydro One corridor from Street

X crossing Tributary 4 to Waterdown Road. The sewer would then go

south on Waterdown Road to the exist ing sewer at craven Ave.

Alternates 2A & 2B From Street X the sewer would cross under Tributary

4 (trenchless construction) to the Bethel Church property which Paletta

International has a condit ional agreement to acquire in exchange for

Block PP. The sewer will then either cross the Church property to

Waterdown Rd (Alt 2A) or follow Nevarc & Craven (Alt 2B) to the

exist ing sewer. A sewer on Nevarc & Craven could be a joint project

with the residents request for sewers under the Local Improvement Act.

The Tributary 4 crossing is proposed to be in a City owned block that

could also accommodate two watermains (Zone B3A and B2).

Alternates 2A and 2B are preferred over Alternate 1 because more of

SubArea 10 can be serviced. Alternate 2B is preferred to Alt 2A because

of the abil i ty to service exist ing homes on Craven and Nevarc; however

the depth of the sewer on Craven could result in the need for a shallow

local sewer to avoid excessive depth for laterals.

The “Morgante property” and the port ion of the Aldershot Landscape

property south of the uti l i ty corridor can be gravity drained to exist ing

manhole 9A on Waterdown Road at the NSR. As shown on Figure 7-14,

the sewer would cross the Hwy 403 on ramp and the Panin Rd / Nevarc

Dr l ink, under Tributary 4 to the Morgante property then via the south

end of Sub Area 10 (Taylor property) and under Tributary 5 to the

Aldershot Landscape property.

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Future development on the CAMA Woodlands and Panin Rd Church

properties would require pumping to connect to the sewer at Waterdown

Road and the former Panin Road similar to the exist ing system.

7.11 Development Phasing

Exist ing services are available at the south end of the development and

will be extended northerly to service the various development Sub-Areas.

As shown on Figure 7-16, two phases are proposed:

Phase 1

Phase 1 will include a total of 138 single family freehold lots, 20 single

family condominium units and 325 cluster housing units in the following

Sub-Areas:

• Sub Area 1 (and the eight proposed lots on Horning Road)

• Sub-Area 2

• Lots on Flatt Road Extension in Sub-Area 5

• Sub-Area 6

• Sub-Areas 8

• Sub-Area 10

Phase 2

Phase 2 will include a total of 64 single family freehold lots and 323

cluster housing units in the following Sub-Areas:

• Sub Area 5 (excluding the Flatt Road Extension lots in Phase 1)

• Sub-Area 7

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7.12 Phase 1 Water & Wastewater Servicing

Phase 1 will require the establishing of the proposed water Zone B3A

including construction of the B3A pumping stat ion at the Waterdown

Road reservoir, the North Aldershot Reservoir and the 400mm feedermain

from the pumping stat ion to the reservoir. All of these works are

Development Charge funded projects.

Sub-Area 1 and the eight Horning road lots that are in Phase 1 are in

Zone B4A. This zone can be supplied from the City of Hamilton Water

system (Zone B5A pressure) via a pressure reducing valve (PRV).

Ult imately, if the “Halton only” system is implemented and a Zone B5A

pumping stat ion is constructed at the North Aldershot Reservoir, then

Sub-Area 1 and the 8 Horning road lots could be supplied from it via a

PRV.

The southern portion of Sub-Area 10 is intended to be within Zone B2.

The proposed Zone B2 portion of the pumping stat ion at the Waterdown

Road Reservoir will be constructed with the Zone B3A portion and could

supply the south portion of Sub-Area 10. The Zone B2 system will

ul t imately be looped through the Morgante property when i t develops. As

previously stated the t iming of the Morgante property is uncertain and

therefore the southern portion of Sub-Area 10 could be fed from Zone

B3A with pressure reducing measures if necessary.

Phase 1 will require completion of the 300mm trunk outlet sanitary sewer

from Waterdown Road to Flatt Road. Local subdivision sewers will be

constructed on Flat t Road, Flatt Road extension, Streets C, D & E,

Horning Road and Waterdown Road from Flatt Rd to Street D. The

Page 21

Eagle Height s /Taylor P roper ty U p d a t e t o Fun c t io n a l Se rv i c in g & S to r mwat e r Man ag e men t Rep o r t

Ad d en d u m R evi sed S ec t io n 7

Metropol i tan Co nsul t ing Inc . 17 March 2013

exist ing residences on Craven Ave, Nevarc Drive (including the rear of

lots fronting on Waterdown Road) will be able to connect di rectly to the

trunk sewer or have local sewers which will connect to the t runk.

The sanitary sewer design sheet for Phase 1 is at tached in Appendix B.

In addit ion to the proposed Eagle Heights development, al lowance has

been made for the Cumis property to be serviced as well as exist ing

properties on Waterdown Road, Craven Ave and Nevarc Dr. to be

connected. The total peak flow for Phase 1 is est imated to be 45 l /s (the

ult imate peak flow is 86 l /s).

7.13 Phase 2 Water & Wastewater Servicing

The Phase 2 Eagle Heights development areas are within water pressure

zone B3A for which the major infrastructure will be in place for Phase 1.

Extensions of local looped watermains for Sub-Areas 5 & 7 will be

required.

Similarly Phase 2 areas will only require extension of local sanitary

sewers.

With the completion of the Phase 2 servicing, the property at the north

end of Flatt Road and the portion of the Aldershot Landscape property

north of the Hydro One corridor could be developed.

7.14 Proposed Stormwater Management & Regional Services

Road Standards

In Section 3.1 of the report , i t s tates that a rural cross section is

proposed for internal roads where feasible. This is in keeping with the

Page 22

Eagle Height s /Taylor P roper ty U p d a t e t o Fun c t io n a l Se rv i c in g & S to r mwat e r Man ag e men t Rep o r t

Ad d en d u m R evi sed S ec t io n 7

Metropol i tan Co nsul t ing Inc . 18 March 2013

intent of the proposed plan to uti l ize passive stormwater management

where feasible. This concept will be discussed with the City of

Burlington and refined during the detail design process .

Proposed Lot Level SWM Control Measures

The proposed lot level SWM control measures , including soakaway pits ,

infi l trat ion trenches, grassed swales and rainwater gardens, should have

no impact on Regional services . Any measures considered necessary to

prevent increased risk of infi l t rat ion to sanitary sewers or laterals can be

incorporated at the detail design.

Run-off from Waterdown Road RoW

As shown on Figure 5-1 in the June 2010 update, predevelopment storm

drainage area 401 includes a portion of the Waterdown Road RoW north

of Flatt Road which drains to Tributary 4. This exist ing run-off will be

accommodated in the proposed stormwater management facil i t ies

including extended detention wet SWM pond 4A.

The April 2012 Waterdown Road Corridor Class E A Environmental Study

Report recommends that 5year storm post reconstruction run-off from

this section of Waterdown Road be conveyed to an extended detention

dry pond adjacent to the Waterdown Road reservoir. However there is a

statement in Section 6.3.4 (pg 6-28) “Additional consideration should be

given in detail design to directing road flows to a future Eagle Heights

stormwater management facil i ty”.

It would be feasible to take post reconstruction minor system flows from

the section of Waterdown Road north of Street D to Pond 4A for

Page 23

Eagle Height s /Taylor P roper ty U p d a t e t o Fun c t io n a l Serv i c in g & S to r mwat e r Man ag e men t Rep o r t

Ad d en d u m R evi sed S ec t io n 7

Metropol i tan Co nsul t ing Inc . 19 March 2013

treatment, subject to the appropri ate cost sharing. Considerat ion is being

given to the inclusion in the Master SWM Plan of another SWM facil i ty

on the east side of Tributary 4 north of Flatt Road. If such a facil i ty is

proposed then i t too could be designed to include the post reconstru ction

minor system flows from Waterdown Road between Street D and Flatt

Road, again subject to the appropriate cost sharing.

Prepared by:

Chris Povell P. Eng. Chuck McFarland, P. Eng.

Page 24

Eagle Height s /Taylor P roper ty U p d a t e t o Fun c t io n a l Se rv i c in g & S to r mwat e r Man ag e men t Rep o r t

Ad d en d u m R evi sed S ec t io n 7

Metropol i tan Co nsul t ing Inc . February 2013

APPENDIX A

Watermain Modelling

Page 25

Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report

Addendum Revised Section 7

APPENDIX A-1

Max Day & Peak Hour

Demand Calculations

Page 26

Dat

e:

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, 20

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File

#:

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Pre

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By:

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Ap

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A-1

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Dat

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Pre

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, P.E

ng

Eag

le H

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Ap

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A-1

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3)

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NO

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ter

Pla

n U

pd

ate

(200

8);

4.

Pea

k H

ou

r C

oef

fici

ents

fo

r th

e Ex

. Sch

oo

l an

d t

he

Inst

itu

tio

nal

lan

ds

we

re b

ased

on

Tab

le A

.2.3

fro

m t

he

Reg

ion

of

Hal

ton

De

sign

Cri

teri

a (2

001)

;

5.

Un

it c

ou

nts

fo

r Fu

ture

De

vlo

pm

ent

we

re t

aken

fro

m F

igu

re 7

-2 o

f th

e 20

10 F

SR u

pd

ate

pre

par

ed b

y M

CI;

6.

Un

it c

ou

nts

fo

r Ex

isti

ng

dw

elli

ngs

we

re e

stim

ated

bas

ed o

n d

igit

al a

eria

l map

pin

g ;

7.

To

tal E

qu

ival

ent

Po

pu

lati

on

fo

r C

um

is p

rop

erty

cal

cula

ted

bas

ed o

ff a

nd

are

a o

f 4

.5h

a at

a p

op

ula

tio

n d

ensi

ty o

f 9

0p

ph

a

Ap

pen

dix

A-1

Page 28

Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report

Addendum Revised Section 7

APPENDIX A-2

Fire Flow Requirements

Page 29

File

#:

P09006

Date

:M

arc

h 4

, 2013

Pre

pare

d B

y:

CR

M

Eag

le H

eig

hts

Fir

e F

low

De

ma

nd

Ca

lcu

lati

on

s -

Clu

ste

r B

loc

k H

ou

sin

g

C =

coeff

icie

nt

for

type o

f constr

uctio

n

F =

220C

A

A =

tota

l flo

or

are

a in

m²

(in

clu

din

g a

ll sto

reys,

but

exclu

din

g b

asem

ents

)

F

= f

ire f

low

required

Fir

e F

low

Calc

ula

tio

n f

or

Clu

ste

r B

lock H

ou

sin

g

1)

F= 2

20*C

*√A

C=

0.8

A=

9440

m2

Assum

es 4

sto

rie

s w

ith a

n a

vera

ge f

loor

are

a o

f 2360m

2

per

sto

ry

F=

17100

L/m

in

Rounds o

ff t

o 1

7000 L

/min

2)

Ass

ume

limite

d co

mbu

stib

le c

onte

nts,

ther

efor

e fir

e-flo

w re

quire

men

ts c

an b

e re

duce

d by

15%

F=

14450

L/m

in

3)

F=

10115

L/m

in

4)

12138

L/m

in

FIR

E D

EM

AN

D (

Calc

ula

ted)

=

12

00

0L

/min

(Result f

rom

ste

p 4

) ta

ken a

nd r

ounded t

o n

eare

st

thousand L

itre

s

or

FIR

E D

EM

AN

D (

Calc

ula

ted)

=

20

0.0

L/s

Fir

e U

nd

erw

rite

rs S

urv

ey 1

999 W

ate

r S

up

ply

fo

r P

ub

lic F

ire P

rote

cti

on

sta

tes,

"If

bu

idli

ng

s a

re c

on

tig

uo

us

, u

se a

min

imu

m o

f 8000L

/min

" (

133.3

3L

/s)

Assum

e n

on-c

om

bustib

le c

onstr

uctio

n

Ass

ume

Clu

ster

Blo

cks

have

aut

omat

ic s

prin

kler

pro

tect

ion,

ther

efor

e fir

e-flo

w re

quire

men

ts c

an b

e re

duce

d by

30%

Expo

sure

to a

djac

ent b

uild

ings

. A

ssum

es 1

@ 3

.1m

to 1

0m &

3 @

> 4

5m th

eref

ore

fire-

flow

requ

irem

ents

incr

ease

20%

Th

ere

fore

us

e 2

00

L/s

fo

r F

ire D

em

an

d f

or

the

Clu

ste

r B

loc

k H

ou

sin

g

Page 30

File

#:

P0

90

06

Da

te:

Ma

rch

4,

201

3

Pre

pa

red

By:

CR

M

Eag

le H

eig

hts

Fir

e F

low

Dem

an

d C

alc

ula

tio

ns -

Clu

ste

r B

lock H

ou

sin

g (

Op

tio

n B

- F

ire R

esis

tive C

on

str

ucti

on

)

C =

co

eff

icie

nt

for

typ

e o

f co

nstr

uctio

n

F =

220C

A

A =

to

tal flo

or

are

a in

m²

(in

clu

din

g a

ll sto

reys,

but

exclu

din

g b

ase

me

nts

)

F

= f

ire

flo

w r

equ

ire

d

Fir

e F

low

Calc

ula

tio

n f

or

Clu

ste

r B

lock H

ou

sin

g

1)

F= 2

20*C

*√A

C=

0

.6

A=

7080

m2

Assu

me

s 1

00

% o

f firs

t 2

flo

ors

plu

s 5

0%

of

next

two

, w

ith

an a

vera

ge

flo

or

are

a o

f 2

36

0m

2

per

sto

ry

F=

11107

L/m

in

Ro

un

ds o

ff t

o 1

10

00

L/m

in

2)

Ass

ume

limite

d co

mbu

stib

le c

onte

nts,

ther

efor

e fir

e-flo

w re

quire

men

ts c

an b

e re

duce

d by

15%

F=

9350

L/m

in

3)

F=

5610

L/m

in

4)

F=

6732

L/m

in

FIR

E D

EM

AN

D (

Calc

ula

ted)

=

70

00

L/m

in(R

esult f

rom

ste

p 4

) ta

ke

n a

nd

ro

un

de

d t

o n

ea

rest

thou

san

d L

itre

s

or

FIR

E D

EM

AN

D (

Calc

ula

ted)

=

11

6.7

L/s

Assu

me

s F

ire

re

sis

tive

co

nstr

uctio

n,

i.e

. fu

lly p

rote

cte

d f

ram

e a

nd

flo

ors

, ro

of

Ass

ume

Clu

ster

Blo

cks

have

aut

omat

ic s

prin

kler

pro

tect

ion,

ther

efor

e fir

e-flo

w re

quire

men

ts c

an b

e re

duce

d by

30%

Expo

sure

to a

djac

ent b

uild

ings

. A

ssum

es 1

@ 3

.1m

to 1

0m &

3 @

> 4

5m th

eref

ore

fire-

flow

requ

irem

ents

incr

ease

20%

Page 31

File

#:

P09006

Da

te:

Marc

h 4

, 2013

Pre

pare

d B

y:

CR

M

Eag

le H

eig

hts

Fir

e F

low

De

ma

nd

Calc

ula

tio

ns -

Sc

ho

ol B

loc

k

C =

co

eff

icie

nt

for

typ

e o

f co

nstr

uctio

n

F =

22

0C

A

A =

tota

l floor

are

a in m

² (inclu

din

g a

ll sto

reys, but exclu

din

g b

asem

ents

)

F

= f

ire f

low

required

Fir

e F

low

Calc

ula

tio

n f

or

Sch

oo

l B

lock

1)

F= 2

20*C

*√A

C=

1.0

A=

1200

m2 (

based o

n b

uild

ing f

ootp

rint are

a)

F=

7621

L/m

in R

ounds o

ff to 8

000 L

/min

2)

Low

occ

upan

cy h

azar

d w

ith li

mite

d co

mbu

stib

le c

onte

nts,

ther

efor

e fir

e-flo

w re

quire

men

ts c

an b

e re

duce

by

15%

F=

6800

L/m

in

3)

F=

4760

L/m

in

4)

One

Exp

osur

e fr

om s

truc

ture

with

in 4

5m. 1

@ 1

0.1m

to 2

0m, T

here

fore

fire

-flow

incr

ease

s by

15%

F=

5474

L/m

in

RE

QU

IRE

D F

LO

W =

5

00

0L

/min

Re

su

lt f

rom

ste

p 4

) ta

ke

nd a

nd

rou

nd

ed t

o n

ea

rest

tho

usa

nd L

itre

s

or

RE

QU

IRE

D F

LO

W =

8

3.4

L/s

Non-c

om

bustible

constr

uction (

based o

n e

mail

from

Sveda K

oyanagi A

rchitects

, attached.)

Ass

ume

Aut

omat

ic s

prin

kler

and

ala

rm s

yste

m p

rese

nt, t

here

fore

fire

-flow

requ

irem

ents

can

be

redu

ce b

y 30

%

Page 32

Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report

Addendum Revised Section 7

APPENDIX A-3

Max Day Demands plus Fire Flow

Scenario Results

Page 33

Dat

e: M

arch

7, 2

013

File

: P09

006

Pre

par

ed B

y: C

. McF

arla

nd

, P.E

ng.

Eagl

e H

eig

hts

Ap

pe

nd

ix A

-3:

Max

. D

ay D

em

and

s p

lus

Fire

Flo

w o

f 2

00

L/s

Fi

re F

low

An

alys

is:

Ex. W

ater

do

wn

Rd

. zo

ne

5 w

ater

mai

n f

ed f

rom

Ham

ilto

n (

Wat

erd

ow

n)

La

be

lZ

on

eF

ire

Flo

w

Ite

rati

on

s

Sa

tis

fie

s F

ire

Flo

w

Co

ns

tra

ints

?

Fir

e F

low

(Nee

de

d)

(L/s

)

Fir

e F

low

(Ava

ila

ble

)

(L/s

)

Flo

w

(T

ota

l

Nee

de

d)

(L/s

)

Flo

w

(To

tal

Ava

ila

ble

)

(L/s

)

Pre

ss

ure

(R

es

idu

al

Lo

we

r L

imit

) (p

si)

Pre

ss

ure

(Calc

ula

ted

Res

idu

al)

(p

si)

Pre

ss

ure

(Z

on

e

Lo

we

r L

imit

)

(ps

i)

Pre

ss

ure

(Calc

ula

ted

Zo

ne

Lo

we

r L

imit

) (p

si)

Ju

nc

tio

n w

/

Min

imu

m

Pre

ss

ure

(Z

on

e)

Is F

ire

Flo

w R

un

Bala

nc

ed

?

J-4

7Z

on

e -

B4

A2

TR

UE

20

02

20

.82

20

0.0

02

20

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20

75

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09

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RU

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UE

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20

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08

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UE

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52

21

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20

74

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08

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on

e -

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A2

TR

UE

20

02

20

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20

0.4

42

21

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20

82

.12

07

9.8

J-4

6T

RU

E

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on

e -

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TR

UE

20

02

20

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20

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12

21

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20

70

.82

07

4.1

J-4

4T

RU

E

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8Z

on

e -

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A2

TR

UE

20

02

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20

0.5

92

12

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02

0.0

20

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5T

RU

E

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on

e -

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TR

UE

20

02

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20

0.4

02

21

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20

70

.62

07

2.9

J-3

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RU

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on

e -

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TR

UE

20

02

20

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20

1.7

12

22

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20

60

.72

07

0.6

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RU

E

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on

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TR

UE

20

02

20

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20

0.0

02

20

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20

77

.12

05

3.4

J-3

TR

UE

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3Z

on

e -

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A2

TR

UE

20

02

20

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20

0.0

02

20

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20

54

.92

05

3.3

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TR

UE

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on

e -

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A2

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UE

20

02

20

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20

0.1

92

21

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20

54

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05

3.3

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UE

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on

e -

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UE

20

02

20

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20

0.0

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20

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20

66

.12

05

3J-3

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on

e -

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UE

20

02

20

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20

1.3

52

22

.16

20

63

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05

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on

e -

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UE

20

02

20

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20

0.0

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20

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20

61

.32

05

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UE

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UE

20

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20

0.2

72

21

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20

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05

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on

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20

02

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20

0.8

72

21

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20

28

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05

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TR

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20

02

20

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20

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20

63

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05

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TR

UE

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on

e -

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UE

20

02

20

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20

1.5

42

22

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20

56

.42

05

2.5

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J-4

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20

02

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20

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21

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20

70

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20

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20

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20

72

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05

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TR

UE

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20

02

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20

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20

66

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05

2.4

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TR

UE

J-2

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on

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UE

20

02

20

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20

1.1

62

21

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20

72

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05

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J-1

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20

02

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20

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21

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20

61

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05

1.9

J-2

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J-8

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ne

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00

22

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00

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22

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92

08

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20

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20

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83

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05

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ne

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05

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ne

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00

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07

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20

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04

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04

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UE

Ap

pen

dix

A-3

Page 34

Dat

e: M

arch

7, 2

013

File

: P09

006

Pre

par

ed B

y: C

. McF

arla

nd

, P.E

ng.

Eagl

e H

eig

hts

Ap

pe

nd

ix A

-3:

Max

. D

ay D

em

and

s p

lus

Fire

Flo

w o

f 2

00

L/s

Fi

re F

low

An

alys

is:

Ex. W

ater

do

wn

Rd

. zo

ne

5 w

ater

mai

n f

ed f

rom

Ham

ilto

n (

Wat

erd

ow

n)

La

be

lZ

on

eF

ire

Flo

w

Ite

rati

on

s

Sa

tis

fie

s F

ire

Flo

w

Co

ns

tra

ints

?

Fir

e F

low

(Nee

de

d)

(L/s

)

Fir

e F

low

(Ava

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A-3

Page 35

Dat

e: M

arch

7, 2

013

File

: P09

006

Pre

par

ed B

y: C

. McF

arla

nd

, P.E

ng.

Eagl

e H

eig

hts

Ap

pe

nd

ix A

-3:

Max

. D

ay D

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and

s p

lus

Fire

Flo

w o

f 2

00

L/s

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re F

low

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alys

is:

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tis

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ns

tra

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J-1

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RU

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Ap

pen

dix

A-3

Page 36

Dat

e: M

arch

7, 2

013

File

: P09

006

Pre

par

ed B

y: C

. McF

arla

nd

, P.E

ng.

Eagl

e H

eig

hts

Ap

pe

nd

ix A

-3:

Max

. D

ay D

em

and

s p

lus

Fire

Flo

w o

f 2

00

L/s

Fi

re F

low

An

alys

is:

Ex. W

ater

do

wn

Rd

. wat

erm

ain

wit

h p

rop

ose

d P

RV

so

uth

of

Ho

rnin

g R

d.

La

be

lZ

on

eF

ire

Flo

w

Ite

rati

on

s

Sa

tis

fie

s F

ire

Flo

w

Co

ns

tra

ints

?

Fir

e F

low

(Nee

de

d)

(L/s

)

Fir

e F

low

(Ava

ila

ble

)

(L/s

)

Flo

w

(T

ota

l

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d)

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Ap

pen

dix

A-3

Page 37

Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report

Addendum Revised Section 7

APPENDIX A-4

Peak Hour

Scenario Results

Page 38

Dat

e: M

arch

7, 2

01

3Fi

le: P

09

00

6P

rep

are

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y: C

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A-4

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