Addendum Revised Section 7 to Address Region of Halton Comments March 2013

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1 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 Ontario Street Burlington, ON L7S 1G4

2 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 TABLE OF CONTENTS INTRODUCTION 1 Page 7.0 WATER DISTRIBUTION & WASTEWATER COLLECTION Water & Wastewater Treatment Existing Water Distribution System Proposed Water Pressure Zones Master Plan Proposed Water Distribution works Zone B Zone B3A Zones B4A & B5A Watermain Modeling Existing Wastewater Infrastructure Proposed Wastewater Collection System Development Phasing Phase 1 Water & Wastewater Servicing Phase 2 Water & Wastewater Servicing 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 Metropolitan Consulting Inc. ii March 2013

3 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 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 figures in the June 2010 Update Report remain valid: 7-4 Sanitary Sewer Profiles Sanitary Sewer Profiles Sanitary Sewer Profiles 3 Metropolitan Consulting Inc. iii March 2013

4 INTRODUCTION Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 externally 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 letter to the City of Burlington dated February 27, 2012 (see Appendix C). Metropolitan Consulting Inc. 1 March 2013

5 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 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 existing water distribution system is shown on Figure 7-10 There is an existing 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 distribution system (Pressure District 16). This main was originally constructed to supply water from the reservoir to the former Village of Waterdown. The pumping station at the reservoir is now out of service and the 250mm main is gravity fed from Metropolitan Consulting Inc. 2 March 2013

6 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 resulting in relatively high static pressures (160 psi). South of the reservoir there is a pressure reducing valve on the Zone 5 watermain to service the existing 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 existing 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 m Zone B3A Ground Elevations m Metropolitan Consulting Inc. 3 March 2013

7 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 Zone B4A Ground Elevations m 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 capital works projects; all 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 mm w/m from Waterdown Rd Pumping Station to North Aldershot reservoir (Zone B3A) $2.279M ID mm w/m on NSR from King Road to Waterdown Rd (Zone B2) $6.589M ID ML expansion to Waterdown Rd Reservoir $7.767M All projects are scheduled for except ID 6602 which is Zone B2 When the Zone B2 portion of the Waterdown Rd pumping station and the 400mm main on the NSR are constructed full Zone B2 pressures will be Metropolitan Consulting Inc. 4 March 2013

8 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 available for the North Aldershot area from the NSR / Panin Road to ground elevation 134m as shown on Figure The existing 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. Existing residences on Flatt Rd, the existing school and the existing Aldershot Landscaping business will be converted to Zone B3A. It is proposed that the existing 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 existing 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: Metropolitan Consulting Inc. 5 March 2013

9 WATERDOWN RD FLATT ROAD EXTENSION HORNING ROAD FLATT ROAD HIGHWAY NO. 403 NORTH SERVICE RD HORNING ROAD WATERDOWN ROAD P:\Paletta\P09006-Eagle Heights\dwg\2013 Revisions to 2010 FSR\Figure 7-13 Zone B3A Reservoir Altenative Location.dwg WATERDOWN ROAD Ontario, Canada Paletta International Corporation 4480 Paletta Court Burlington, Ontario L7L 5R2 1 : 2500 MAR 2013 LEGEND: LOCATION 1 EAGLE HEIGHTS/ TAYLOR PROPERTY ZONE B3A RESERVOIR ALTERNATIVE LOCATIONS FIGURE 7-13

10 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 Location A, at the north limit 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 station 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 Although it is normal Region practice not to allow local mains to be connected to trunk mains, it 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 existing 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 different treatment systems (Hamilton uses Chlorine, Halton uses Chloramine). Metropolitan Consulting Inc. 6 March 2013

11 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 station can be constructed. Option 2 A Zone B5A pumping station 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 existing Region of Halton model imported from Infowater. City of Hamilton WaterCAD model information was added for zone 16. The existing 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 street intersections and connections. The elevation of each node was obtained from the proposed and existing centre line of road elevations. System Requirements The water system is generally considered adequate if it can meet the following: Maximum Day demand plus Fire Flow with residual pressures of at least 20psi (139kPa); Peak Hour Demand with all 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 Metropolitan Consulting Inc. 7 March 2013

12 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 Criteria (2001). The design criteria utilized 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 Dwelling 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 resulting 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 buildings and the existing 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 fire flow demands, while maintaining a minimum pressure of 20psi within the zones B3A & B4A mains. The highest calculated fire 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 Metropolitan Consulting Inc. 8 March 2013

13 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 development using the automated fire flow analysis tools within WaterCAD. All nodes within the district were determined to meet the minimum pressure requirement during the fire flow analysis performed. Tables of these results are presented in Appendix A-3. Zone B3A Pumping Station The Zone B3A pumping station will need to be designed with a firm capacity based on the largest pump being out of service because of the floating storage will 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 initial Fire Demand estimates and total Max Day Demands for zone B3A (15.2L/s), the minimum required firm capacity of the pump station could range from 150L/s to 220L/s. The potential impact of supplying Zones B4A & B5A from a pumping station at the Zone B3A reservoir should be considered when determining what the firm capacity of the B3A pump station should ultimately 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) Metropolitan Consulting Inc. 9 March 2013

14 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 1400m 3. The total storage required and pump station firm capacity should be given further consideration during the Class EA process and finalized at the detailed design stage. Domestic Flows To determine if 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 B3A Pressure Range (psi) Junction Maximum J-7 Minimum J-3 B4A Maximum J-28 Minimum 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 Metropolitan Consulting Inc. 10 March 2013

15 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 ultimately 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 existing 250mm watermain just north of Street D, (junction J-28 on Figure 7-12) exceed 100psi. Although this is an existing condition 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 fire 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 existing dwellings in the immediate area would likely fall below 150L/s. Therefore this section of Waterdown Road could be in either 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 existing 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 existing residencies and businesses on Waterdown Metropolitan Consulting Inc. 11 March 2013

16 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 Road south of Craven Avenue and the proposed Cumis development were provided with sanitary laterals when the sewer was constructed The CAMA Woodlands facility on Panin Road is serviced by a private pumping station and force main on Panin Road which now connects to the 300mm NSR sewer at Waterdown Road. Other residences, businesses and institutional properties have private septic systems Proposed Wastewater Collection System The overall North Aldershot wastewater collection system and drainage areas are shown on Figure The updated sanitary sewer design sheet for the overall system is attached 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 existing 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 existing development where applicable. The apparently low population densities are in fact an accurate estimate of the anticipated development densities. Figure 7-15 shows the proposed sanitary sewers for the Eagle Heights development. Preliminary profiles for major sewers, as shown on Figures 7-4, 7-5 & 7-6 in the June 2010 report, are still valid. Metropolitan Consulting Inc. 12 March 2013

17 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 Internal streets will generally be serviced with 200 mm diameter sewers, 150mm sewers will be used on the first sections of each separate subsystem to facilitate self cleaning velocities. Figure 7-5 shows the sewer profile on Horning Road and the easement through Sub-Area 6. Because of the need to maintain existing grades at the hydro and gas pipeline crossings, the sewer will be deeper than usual but can be installed using conventional construction techniques. This sewer will cross the open space block to Sub-Area 6 via a proposed easement. There will also be a public trail within the easement At the south end of Sub-Area 6, it is proposed that a gravity sewer be installed to connect to Flatt Road using trenchless technology. This will preserve the valleyland and avoid the need for a pumping station 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 utility corridor if it 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 existing 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 Metropolitan Consulting Inc. 13 March 2013

18 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 (15m+). Alternate routes considered for the connection to the existing 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 existing 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 conditional 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 existing 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 ability to service existing 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 portion of the Aldershot Landscape property south of the utility corridor can be gravity drained to existing 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 link, 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. Metropolitan Consulting Inc. 14 March 2013

19 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 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 existing system Development Phasing Existing 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 Metropolitan Consulting Inc. 15 March 2013

20 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section Phase 1 Water & Wastewater Servicing Phase 1 will require the establishing of the proposed water Zone B3A including construction of the B3A pumping station at the Waterdown Road reservoir, the North Aldershot Reservoir and the 400mm feedermain from the pumping station 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). Ultimately, if the Halton only system is implemented and a Zone B5A pumping station 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 station 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 ultimately be looped through the Morgante property when it develops. As previously stated the timing 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 Flatt Road, Flatt Road extension, Streets C, D & E, Horning Road and Waterdown Road from Flatt Rd to Street D. The Metropolitan Consulting Inc. 16 March 2013

21 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 existing residences on Craven Ave, Nevarc Drive (including the rear of lots fronting on Waterdown Road) will be able to connect directly to the trunk sewer or have local sewers which will connect to the trunk. The sanitary sewer design sheet for Phase 1 is attached in Appendix B. In addition to the proposed Eagle Heights development, allowance has been made for the Cumis property to be serviced as well as existing properties on Waterdown Road, Craven Ave and Nevarc Dr. to be connected. The total peak flow for Phase 1 is estimated to be 45 l/s (the ultimate peak flow is 86 l/s) 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 Proposed Stormwater Management & Regional Services Road Standards In Section 3.1 of the report, it states that a rural cross section is proposed for internal roads where feasible. This is in keeping with the Metropolitan Consulting Inc. 17 March 2013

22 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 intent of the proposed plan to utilize 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, infiltration trenches, grassed swales and rainwater gardens, should have no impact on Regional services. Any measures considered necessary to prevent increased risk of infiltration 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 existing run-off will be accommodated in the proposed stormwater management facilities 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 (pg 6-28) Additional consideration should be given in detail design to directing road flows to a future Eagle Heights stormwater management facility. 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 Metropolitan Consulting Inc. 18 March 2013

23 Eagle Heights /Taylor Property U p d a t e t o Fun ctional Servi cing & Stormwat er Management Report Ad d endum Revi sed S ection 7 treatment, subject to the appropri ate cost sharing. Consideration is being given to the inclusion in the Master SWM Plan of another SWM facility on the east side of Tributary 4 north of Flatt Road. If such a facility is proposed then it 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. Metropolitan Co nsulting Inc. 19 March 2013

24 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 APPENDIX A Watermain Modelling Metropolitan Consulting Inc. February 2013

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

26 J J J J Institution (1)(4)/Ex. Housing (6) J J J J Ex. Housing (6) J Ex Housing (6) J J J J J J J J J J J J J Future Development (5) J J J J J J Ex. Housing (6) J Ex. Housing (6) J J J J J J J J School (2)(4) /Ex. Housing (6) J Ex. Housing (6) J J Ex. Housing (6) J Ex. Housing (6) J CL Road Elevation at Junction Eagle Heights Appendix A-1 Water Demand Calculations Date: March 7, 2013 File #: P09006 Prepared By: C.McFarland, P.Eng Population Derived form Unit Counts Junction ID Single Family homes Cluster Housing Unit Counts Equivalent Pop. Coefficients Equivalent Population Daily Average usage Max. Day Peak Hour Daily Average Other Total usage rate Equivalent L/person/day Cluster Cluster (3) Single Family Other Single Family Other Housing Housing Population No. Description L/day L/s Coefficent (3) Demand L/s Coefficent (3) Demand L/s Condominuims Condominuims Condominuims Appendix A-1

27 J J J J J J J J J J J See Note 7 Cumis (7) J J Future Development (5) CL Road Elevation at Junction Eagle Heights Appendix A-1 Water Demand Calculations Date: March 7, 2013 File #: P09006 Prepared By: C.McFarland, P.Eng Population Derived form Unit Counts Junction ID Single Family homes Cluster Housing Unit Counts Equivalent Pop. Coefficients Equivalent Population Daily Average usage Max. Day Peak Hour Daily Average Other Total usage rate Equivalent L/person/day Cluster Cluster (3) Single Family Other Single Family Other Housing Housing Population No. Description L/day L/s Coefficent (3) Demand L/s Coefficent (3) Demand L/s Condominuims Condominuims Condominuims NOTES: 1. Demand for Institutional use (Church) was based on a rate of 8L/person/day as per OBC Table B (2012) and 200 seats; 2. Demand for Ex. School was based on 30L/person/day s per OBC Table B (2012) & assuming 200 students and staff. 3. Average Daily Usage Rate (L/person/day), Max Day Coefficient, and Peak Hour Coefficient were based on values from the South Halton Water and Wastewater Master Plan Update (2008); 4. Peak Hour Coefficients for the Ex. School and the Institutional lands were based on Table A.2.3 from the Region of Halton Design Criteria (2001); 5. Unit counts for Future Devlopment were taken from Figure 7-2 of the 2010 FSR update prepared by MCI; 6. Unit counts for Existing dwellings were estimated based on digital aerial mapping ; 7. Total Equivalent Population for Cumis property calculated based off and area of 4.5ha at a population density of 90ppha Appendix A-1

28 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 APPENDIX A-2 Fire Flow Requirements

29 File #: P09006 Date: March 4, 2013 Prepared By: CRM Fire Underwriters Survey 1999 Water Supply for Public Fire Protection states, "If buidlings are contiguous, use a minimum of 8000L/min" (133.33L/s) Eagle Heights Fire Flow Demand Calculations - Cluster Block Housing C = coefficient for type of construction F = 220C A A = total floor area in m² (including all storeys, but excluding basements) F = fire flow required Fire Flow Calculation for Cluster Block Housing 1) F= 220*C* A C= 0.8 Assume non-combustible construction A= 9440 m 2 Assumes 4 stories with an average floor area of 2360m 2 per story F= L/min Rounds off to L/min 2) Assume limited combustible contents, therefore fire-flow requirements can be reduced by 15% F= L/min 3) Assume Cluster Blocks have automatic sprinkler protection, therefore fire-flow requirements can be reduced by 30% F= L/min 4) Exposure to adjacent buildings. Assumes 3.1m to 10m & > 45m therefore fire-flow requirements increase 20% L/min FIRE DEMAND (Calculated) = L/min (Result from step 4) taken and rounded to nearest thousand Litres or FIRE DEMAND (Calculated) = L/s Therefore use 200 L/s for Fire Demand for the Cluster Block Housing

30 File #: P09006 Date: March 4, 2013 Prepared By: CRM Eagle Heights Fire Flow Demand Calculations - Cluster Block Housing (Option B - Fire Resistive Construction) FIRE DEMAND (Calculated) = 7000 L/min (Result from step 4) taken and rounded to nearest thousand Litres or FIRE DEMAND (Calculated) = L/s C = coefficient for type of construction F = 220C A A = total floor area in m² (including all storeys, but excluding basements) F = fire flow required Fire Flow Calculation for Cluster Block Housing 1) F= 220*C* A C= 0.6 Assumes Fire resistive construction, i.e. fully protected frame and floors, roof A= 7080 m 2 Assumes 100% of first 2 floors plus 50% of next two, with an average floor area of 2360m 2 per story F= L/min Rounds off to L/min 2) Assume limited combustible contents, therefore fire-flow requirements can be reduced by 15% F= 9350 L/min 3) Assume Cluster Blocks have automatic sprinkler protection, therefore fire-flow requirements can be reduced by 30% F= 5610 L/min 4) Exposure to adjacent buildings. Assumes 3.1m to 10m & > 45m therefore fire-flow requirements increase 20% F= 6732 L/min

31 File #: P09006 Date: March 4, 2013 Prepared By: CRM 2) Low occupancy hazard with limited combustible contents, therefore fire-flow requirements can be reduce by 15% REQUIRED FLOW = 5000 L/min Result from step 4) takend and rounded to nearest thousand Litres or REQUIRED FLOW = 83.4 L/s Eagle Heights Fire Flow Demand Calculations - School Block C = coefficient for type of construction F = 220C A A = total floor area in m² (including all storeys, but excluding basements) F = fire flow required Fire Flow Calculation for School Block 1) F= 220*C* A C= 1.0 Non-combustible construction (based on from Sveda Koyanagi Architects, attached.) A= 1200 m 2 (based on building footprint area) F= 7621 L/min Rounds off to 8000 L/min F= 6800 L/min 3) Assume Automatic sprinkler and alarm system present, therefore fire-flow requirements can be reduce by 30% F= 4760 L/min 4) One Exposure from structure within 45m. 10.1m to 20m, Therefore fire-flow increases by 15% F= 5474 L/min

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

33 Junction w/ Minimum Pressure (Zone) J-47 Zone - B4A 2 TRUE J-44 TRUE J-46 Zone - B5A 2 TRUE J-29 TRUE J-44 Zone - B4A 2 TRUE J-47 TRUE J-29 Zone - B5A 2 TRUE J-46 TRUE J-45 Zone - B4A 2 TRUE J-44 TRUE J-28 Zone - B4A 2 TRUE J-45 TRUE J-30 Zone - B4A 2 TRUE J-31 TRUE J-31 Zone - B4A 2 TRUE J-30 TRUE J-55 Zone - B3A 2 TRUE J-3 TRUE J-23 Zone - B3A 2 TRUE J-3 TRUE J-48 Zone - B3A 2 TRUE J-3 TRUE J-15 Zone - B3A 2 TRUE J-3 TRUE J-49 Zone - B3A 2 TRUE J-3 TRUE J-14 Zone - B3A 2 TRUE J-3 TRUE J-41 Zone - B3A 2 TRUE J-3 TRUE J-22 Zone - B3A 2 TRUE J-3 TRUE J-26 Zone - B3A 2 TRUE J-3 TRUE J-20 Zone - B3A 2 TRUE J-3 TRUE J-40 Zone - B3A 2 TRUE J-3 TRUE J-21 Zone - B3A 2 TRUE J-3 TRUE J-25 Zone - B3A 2 TRUE J-3 TRUE J-24 Zone - B3A 2 TRUE J-3 TRUE J-13 Zone - B3A 2 TRUE J-22 TRUE J-8 Zone - B3A 2 TRUE J-3 TRUE J-50 Zone - B3A 2 TRUE J-3 TRUE J-7 Zone - B3A 2 TRUE J-3 TRUE J-54 Zone - B3A 2 TRUE J-3 TRUE J-9 Zone - B3A 2 TRUE J-3 TRUE J-12 Zone - B3A 2 TRUE J-22 TRUE J-6 Zone - B3A 2 TRUE J-3 TRUE J-19 Zone - B3A 2 TRUE J-3 TRUE J-53 Zone - B3A 2 TRUE J-3 TRUE J-2 Zone - B3A 2 TRUE J-3 TRUE J-27 Zone - B3A 2 TRUE J-3 TRUE Is Fire Flow Run Balanced? Eagle Heights Appendix A-3: Max. Day Demands plus Fire Flow of 200L/s Fire Flow Analysis: Ex. Waterdown Rd. zone 5 watermain fed from Hamilton (Waterdown) Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. Label Zone Fire Flow Iterations Satisfies Fire Flow Constraints? Fire Flow (Needed) (L/s) Fire Flow (Available) (L/s) Flow (Total Needed) (L/s) Flow (Total Available) (L/s) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Zone Lower Limit) (psi) Pressure (Calculated Zone Lower Limit) (psi) Appendix A-3

34 Junction w/ Minimum Pressure (Zone) J-1 Zone - B3A 2 TRUE J-3 TRUE J-35 Zone - B3A 2 TRUE J-11 TRUE J-60 Zone - B3A 2 TRUE J-3 TRUE J-51 Zone - B3A 2 TRUE J-3 TRUE J-38 Zone - B3A 2 TRUE J-3 TRUE J-18 Zone - B3A 2 TRUE J-3 TRUE J-39 Zone - B3A 2 TRUE J-3 TRUE J-5 Zone - B3A 2 TRUE J-3 TRUE J-11 Zone - B3A 3 TRUE J-10 TRUE J-3 Zone - B3A 2 TRUE J-17 TRUE J-4 Zone - B3A 2 TRUE J-3 TRUE J-36 Zone - B3A 2 TRUE J-10 TRUE J-17 Zone - B3A 2 TRUE J-3 TRUE J-16 Zone - B3A 2 TRUE J-3 TRUE J-10 Zone - B3A 3 TRUE J-11 TRUE Is Fire Flow Run Balanced? Eagle Heights Appendix A-3: Max. Day Demands plus Fire Flow of 200L/s Fire Flow Analysis: Ex. Waterdown Rd. zone 5 watermain fed from Hamilton (Waterdown) Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. Label Zone Fire Flow Iterations Satisfies Fire Flow Constraints? Fire Flow (Needed) (L/s) Fire Flow (Available) (L/s) Flow (Total Needed) (L/s) Flow (Total Available) (L/s) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Zone Lower Limit) (psi) Pressure (Calculated Zone Lower Limit) (psi) Appendix A-3

35 Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. Junction w/ Minimum Pressure (Zone) J-46 Zone - B5A 2 TRUE J-29 TRUE J-29 Zone - B5A 2 TRUE J-46 TRUE J-47 Zone - B4A 2 TRUE J-44 TRUE J-31 Zone - B4A 2 TRUE J-44 TRUE J-30 Zone - B4A 2 TRUE J-44 TRUE J-55 Zone - B3A 2 TRUE J-3 TRUE J-23 Zone - B3A 2 TRUE J-3 TRUE J-48 Zone - B3A 2 TRUE J-3 TRUE J-15 Zone - B3A 2 TRUE J-3 TRUE J-49 Zone - B3A 2 TRUE J-3 TRUE J-14 Zone - B3A 2 TRUE J-3 TRUE J-41 Zone - B3A 2 TRUE J-3 TRUE J-22 Zone - B3A 2 TRUE J-3 TRUE J-26 Zone - B3A 2 TRUE J-3 TRUE J-20 Zone - B3A 2 TRUE J-3 TRUE J-40 Zone - B3A 2 TRUE J-3 TRUE J-21 Zone - B3A 2 TRUE J-3 TRUE J-25 Zone - B3A 2 TRUE J-3 TRUE J-24 Zone - B3A 2 TRUE J-3 TRUE J-13 Zone - B3A 2 TRUE J-22 TRUE J-44 Zone - B4A 2 TRUE J-45 TRUE J-8 Zone - B3A 2 TRUE J-3 TRUE J-50 Zone - B3A 2 TRUE J-3 TRUE J-7 Zone - B3A 2 TRUE J-3 TRUE J-54 Zone - B3A 2 TRUE J-3 TRUE J-9 Zone - B3A 2 TRUE J-3 TRUE J-12 Zone - B3A 2 TRUE J-22 TRUE J-6 Zone - B3A 2 TRUE J-3 TRUE J-19 Zone - B3A 2 TRUE J-3 TRUE J-53 Zone - B3A 2 TRUE J-3 TRUE J-2 Zone - B3A 2 TRUE J-3 TRUE J-27 Zone - B3A 2 TRUE J-3 TRUE J-1 Zone - B3A 2 TRUE J-3 TRUE J-35 Zone - B3A 2 TRUE J-11 TRUE Is Fire Flow Run Balanced? Eagle Heights Appendix A-3: Max. Day Demands plus Fire Flow of 200L/s Fire Flow Analysis: Ex. Waterdown Rd. watermain with proposed PRV south of Horning Rd. Label Zone Fire Flow Iterations Satisfies Fire Flow Constraints? Fire Flow (Needed) (L/s) Fire Flow (Available) (L/s) Flow (Total Needed) (L/s) Flow (Total Available) (L/s) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Zone Lower Limit) (psi) Pressure (Calculated Zone Lower Limit) (psi) Appendix A-3

36 Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. Junction w/ Minimum Pressure (Zone) J-28 Zone - B4A 19 FALSE J-44 TRUE J-60 Zone - B3A 2 TRUE J-3 TRUE J-51 Zone - B3A 2 TRUE J-3 TRUE J-45 Zone - B4A 2 TRUE J-44 TRUE J-38 Zone - B3A 2 TRUE J-3 TRUE J-18 Zone - B3A 2 TRUE J-3 TRUE J-39 Zone - B3A 2 TRUE J-3 TRUE J-5 Zone - B3A 2 TRUE J-3 TRUE J-11 Zone - B3A 3 TRUE J-10 TRUE J-3 Zone - B3A 2 TRUE J-17 TRUE J-4 Zone - B3A 2 TRUE J-3 TRUE J-36 Zone - B3A 2 TRUE J-10 TRUE J-17 Zone - B3A 2 TRUE J-3 TRUE J-16 Zone - B3A 2 TRUE J-3 TRUE J-10 Zone - B3A 3 TRUE J-11 TRUE Is Fire Flow Run Balanced? Eagle Heights Appendix A-3: Max. Day Demands plus Fire Flow of 200L/s Fire Flow Analysis: Ex. Waterdown Rd. watermain with proposed PRV south of Horning Rd. Label Zone Fire Flow Iterations Satisfies Fire Flow Constraints? Fire Flow (Needed) (L/s) Fire Flow (Available) (L/s) Flow (Total Needed) (L/s) Flow (Total Available) (L/s) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Zone Lower Limit) (psi) Pressure (Calculated Zone Lower Limit) (psi) Appendix A-3

37 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 APPENDIX A-4 Peak Hour Scenario Results

38 187 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 200 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 177 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 198 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 223 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 169 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 190 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 197 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 188 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 201 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 186 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 185 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 174 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 175 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 176 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 180 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 179 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 178 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria Test Eagle Heights Appendix A-4 - Results from Peak Hour Analysis Peak Hour Demands. Prop.PRV inactive on Waterdown Road just south of Horning Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. ID Label Elevation (m) Zone Demand Collection Demand (L/s) Hydraulic Grade (m) Pressure (psi) Appendix A-4

39 189 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 210 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 222 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 221 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 220 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 219 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 218 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 217 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 216 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 215 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 214 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 213 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 199 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 211 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 202 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 209 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 208 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 207 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 206 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 205 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 204 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 203 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria Test Eagle Heights Appendix A-4 - Results from Peak Hour Analysis Peak Hour Demands. Prop.PRV inactive on Waterdown Road just south of Horning Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. ID Label Elevation (m) Zone Demand Collection Demand (L/s) Hydraulic Grade (m) Pressure (psi) Appendix A-4

40 212 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 196 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 194 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 193 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 184 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 183 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 181 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 182 J Zone - B5A <Collection: 1 item> Pass - Meets minimum 40psi criteria 195 J Zone - B5A <Collection: 1 item> Pass - Meets minimum 40psi criteria Test Eagle Heights Appendix A-4 - Results from Peak Hour Analysis Peak Hour Demands. Prop.PRV inactive on Waterdown Road just south of Horning Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. ID Label Elevation (m) Zone Demand Collection Demand (L/s) Hydraulic Grade (m) Pressure (psi) Appendix A-4

41 187 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 200 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 177 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 198 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 223 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 169 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 190 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 197 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 188 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 201 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 186 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 185 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 174 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 175 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 176 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 180 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 179 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 178 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 189 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 210 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 222 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 221 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 220 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria Test Eagle Heights Appendix A-4 - Results from Peak Hour Analysis Peak Hour Demands. Prop.PRV on Waterdown Road just south of Horning Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. ID Label Elevation (m) Zone Demand Collection Demand (L/s) Hydraulic Grade (m) Pressure (psi) Appendix A-4

42 219 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 218 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 217 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 216 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 215 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 214 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 213 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 199 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 211 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 202 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 209 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 208 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 207 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 206 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 205 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 204 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 203 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 212 J Zone - B3A <Collection: 1 item> Pass - Meets minimum 40psi criteria 181 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 183 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 184 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 193 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 194 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria Test Eagle Heights Appendix A-4 - Results from Peak Hour Analysis Peak Hour Demands. Prop.PRV on Waterdown Road just south of Horning Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. ID Label Elevation (m) Zone Demand Collection Demand (L/s) Hydraulic Grade (m) Pressure (psi) Appendix A-4

43 196 J Zone - B4A <Collection: 1 item> Pass - Meets minimum 40psi criteria 182 J Zone - B5A <Collection: 1 item> Pass - Meets minimum 40psi criteria 195 J Zone - B5A <Collection: 1 item> Pass - Meets minimum 40psi criteria Test Eagle Heights Appendix A-4 - Results from Peak Hour Analysis Peak Hour Demands. Prop.PRV on Waterdown Road just south of Horning Date: March 7, 2013 File: P09006 Prepared By: C. McFarland, P.Eng. ID Label Elevation (m) Zone Demand Collection Demand (L/s) Hydraulic Grade (m) Pressure (psi) Appendix A-4

44 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 APPENDIX B Revised Sanitary Sewer Design Sheets Metropolitan Consulting Inc. February 2013

45 Date: rev 03/04/2013 Location: North Aldershot SANITARY SEWER DESIGN Calculated by: CCP Checked by: Tributary Area [ha] Population Average Average Peak Infil- Max. Sewer % of Full Catch. Location Increment Total Residential Units Total Non Total Flow Peaking Flow tration Flow Size Slope Capacity Velocity [m/s] Capacity Pipe Manning's ID Street From To Ex. SF Res. Pr SF Res. Pr Cl Res Non Res. Area 3.4 ppu 2.5 Res Res ppu 90 Pop. [l/s] Factor [l/s] [l/s] [l/s] [mm] [%] [l/s] Full Actual [%] Material n 30 Waterdown Rd A B % PVC Waterdown Rd B AA % PVC A,6B,18 Waterdown Rd AA AD % PVC ,17 Street D + ease C D % PVC Flatt Rd D E % PVC Horning Rd F G % PVC Horning Rd G H % PVC Easement H I % PVC A Condo Road I JJ % PVC Street C JJ KK % PVC B Street C+Ease L J % PVC ,11 Street B N O % PVC Easement O L % PVC ,14 Flatt Rd Ext KK L % PVC Flatt Rd Ext L M % PVC Street A P Q % PVC Street A Q R % PVC Street A R S % PVC A Flatt Rd S M % PVC B Flatt Rd M J % PVC C Flatt Rd J E % PVC Street X E T % PVC ,23 St X/Easement T U % PVC Nevarc/Craven U Ex 11A % PVC Waterdown Rd Ex 11A Ex 9A % PVC Aldershot Landsc Z ZB % PVC Morgante Propert ZB Ex 9A % PVC Waterdown Road Ex9A Ex5A % PVC Panin Church ZC Pump St % PVC Cama WoodlandsPump St 5A Pump station & Forcemain NSR Ex 5A Ex 1A % PVC TOTAL As constructed

46 Date: 27/02/2013 Location: North Aldershot SANITARY SEWER DESIGN Calculated by: CCP Phase 1 Eagle Heights Checked by: Tributary Area [ha] Population Average Average Peak Infil- Max. Sewer % of Full Catch. Location Increment Total Residential Units Total Non Total Flow Peaking Flow tration Flow Size Slope Capacity Velocity [m/s] Capacity Pipe Manning's ID Street From To Ex. SF Res. Pr SF Res. Pr Cl Res Non Res. Area 3.4 ppu 2.5 Res ppu Pop. 90 Pop. [l/s] Factor [l/s] [l/s] [l/s] [mm] [%] [l/s] Full Actual [%] Material n 6A,6B,18 Waterdown Rd AA AD % PVC ,17 Street D + ease C D % PVC Flatt Rd D E % PVC Horning Rd F G % PVC Horning Rd G H % PVC Easement H I % PVC A Condo Road I JJ % PVC Street C JJ KK % PVC B Street C+Ease L J % PVC Flatt Rd Ext KK L % PVC Flatt Rd Ext L M % PVC B Flatt Rd M J % PVC C Flatt Rd J E % PVC Street X E T % PVC ,23 St X/Easement T U % PVC Nevarc/Craven U Ex 11A % PVC Waterdown Rd Ex 11A Ex 9A % PVC Waterdown Road Ex9A Ex5A % PVC NSR Ex 5A Ex 1A % PVC TOTAL As constructed

47 Eagle Heights /Taylor Property Update to Functional Servicing & Stormwater Management Report Addendum Revised Section 7 APPENDIX C Extracts from Halton Region letter to City of Burlington dated February 27, 2012 Metropolitan Consulting Inc. February 2013

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