DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO

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1 CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO PROJECT: OCTOBER 2014

2 IBI GROUP PROJECT: TABLE OF CONTENTS 1. INTRODUCTION Development Servicing Study Checklist Purpose Subject Site Pre-Consultation Geotechnical Investigation WATER SUPPLY Existing Conditions Design Criteria Hydraulic Analysis Proposed Water Plan WASTEWATER DISPOSAL Existing Conditions Sewer Capacity Analysis Proposed Wastewater Plan STORMWATER MANAGEMENT Existing Conditions Proposed Stormwater Outlet Plan Design Criteria Total Allowable Site Release Rate Maximum Allowable Storm Release Rate Uncontrolled Post-Development Conditions Water Quantity Area U Uncontrolled Landscaped Sidewalk Areas Area R Restricted Roof top and TERRACE Areas Cistern Storage Stormwater Management Summary STORMWATER SITE MANAGEMENT APPROVALS AND PERMIT REQUIREMENTS City of Ottawa Province of Ontario Conservation Authority i

3 6.4 Federal Government CONCLUSIONS AND RECOMMENDATIONS Conclusions Recommendations APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E APPENDIX F APPENDIX G Servicing Study Guideline Checklist Topographical Survey by Annis, O Sullivan, Vollebekk Ltd. City Design Criteria Watermain Boundary Condition Sanitary Sewer Design Stormwater Management Design Site Servicing Plan and Grading Drawing ii

4 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 1. INTRODUCTION 1.1 Development Servicing Study Checklist The Servicing Study Guideline Checklist is included in Appendix A for reference. The list identifies where elements in this report can be found. Some elements are not applicable and are identified accordingly. Otherwise, the checklist items are address in this report. 1.2 Purpose The purpose of this report is to outline the required municipal services, including water supply, stormwater management and wastewater disposal, needed to support the redevelopment of the subject property. The total property is approximately hectares in area and is located at the north-east corner of the Preston Street and Carling Avenue intersection. See Figure 1 for the site location. As requested by the City of Ottawa this Design Brief is being completed as a requirement and in support of the Site Plan Application for the subject site. 1.3 Subject Site Claridge Homes (Main Street) Inc. has acquired hectares at 505 Preston Street in Ottawa, with the intention to develop a mixed use high rise building. Figure 2 shows the proposed site plan. The site survey and legal plan is included in Appendix B. In the City s Official Plan, the subject property is designated General Urban Area on Schedule B. In the Comprehensive Zoning By-Law, the site is zoned AM1 Arterial Main Street Subzone 1. A portion of the site is located along Carling Avenue and currently exists as a flat gravel lot. It is our understanding that this area was previously occupied by a gas station. The site also comprises two residential properties located along Norfolk Avenue. The proposed mix-use high rise building will consist of 45 storeys. The entrance lobby to the residential portion will be accessed via Carling Avenue. The nine-level underground parking garage and loading area are accessed via Norfolk Avenue. A total of 364 parking spaces are proposed. The ground floor also includes approximately 303 m 2 commercial/retail space. Floors 2-3 include approximately 2,339 m 2 of commercial space. Hence, the total amount of commercial and retail space proposed is approximately 2,642 m 2. The remaining area will include approximately 320 residential units for an approximate area of 23,348 m Pre-Consultation In March 2012, a pre-consultation meeting was held at the City to discuss the various design constraints and criteria. Appendix C includes correspondence from the City confirming the design criteria for sewer outlets and the water supply analysis. However, it should be noted that during the detail design process, the City modified its storm sewer design criteria which supersedes what is in Appendix C. Refer to Section for revised criteria. October 2014

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7 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 1.5 Geotechnical Investigation A geotechnical investigation for the proposed development was prepared by Golder Associates. The report number is dated January, The objectives of the investigation are: Determination of the subsoil and groundwater conditions. Provision of geotechnical recommendations pertaining to the design and development of the subject site including construction considerations. Among other items, the report will comment on the following: Excavation Shoring. Foundation design. Seismic Design. Infrastructure construction. Groundwater control. Contamination/corrosive environment. October 2014 Page 2

8 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 2. WATER SUPPLY 2.1 Existing Conditions A 422 mm diameter ductile iron watermain exists in Preston Street, while 152 mm diameter PVC with a section of 422 mm diameter ductile iron watermains are located in Carling Avenue and Norfolk Avenue. Fire hydrants are in close proximity to the subject site. The two nearest locations are at the northwest corner of the Norfolk Avenue and Carling Avenue intersection and the south-west corner of the Preston Street and Sidney Street intersection. 2.2 Design Criteria The following City of Ottawa criteria was used to complete our analysis: Average Daily Demand Flow Rate (ADD) residential 350 l/c/d Average Daily Demand Flow Rate (ADD) commercial 2500 l/1000m 2 /d Maximum Day 2.5 X ADD Maximum Hour 2.2 X MDD Fire Flow (as per FUS) 250 l/s Based on a population of 576 (320 units X 1.8 ppu) and m 2 of commercial and retail space, the following are the anticipated water demands: Average Day Demands 2.41 l/s Maximum Day Demands 6.07 l/s Maximum Hour Demand l/s 2.3 Hydraulic Analysis In an dated March 29, 2012, which is included in Appendix D, the City of Ottawa provided the following boundary conditions for the existing 422 mm diameter watermain in Preston Street: CONDITION Maximum Day and Fire Flow Peak Hour Maximum Pressure Check *Assuming fire flow of 250 l/s. AVAILABLE PRESSURE (m) 107 * Based on the above-noted boundary conditions, the following are the existing conditions at the site: Peak Hour The minimum pressure accepted at building face is 275kPa. Current conditions show a HGL of m, with existing ground elevation at approximately m. The net HGL is 45m, which yields a peak hour pressure of 441kPa. This pressure exceeds the City s minimum peak hour criteria. October 2014 Page 3

9 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO Fire Flow at Building The minimum fire flow at Building face is 140 kpa. Current conditions show an HGL of m for available fire flow, with an existing ground elevation at approximately m. The net HGL is 44.5m, which yields a fire flow pressure of 436.1kPa. The resulting pressure exceeds the minimum allowable pressure. Pressure Reducing Valve The maximum allowable pressure at the Building face is 552kPa. Current conditions maximum day pressure shows an HGL of 115.1m, with an existing ground elevation of m. The net HGL is 52.60m which yields a maximum pressure of 515.5kPa. This pressure is below the maximum allowable; thus, pressure reducing measures are not required. 2.4 Proposed Water Plan In order to provide the proposed development with a reliable water supply, a new 203 mm diameter water service off the existing 422 mm diameter Norfolk Street watermain is proposed. In addition, a second 200 mm diameter watermain connection to the 422 mm diameter watermain along Preston Street is proposed in order to ensure adequate fire flow protection via the building s proposed sprinkler system. It should be noted that if any existing water services are encountered during construction, the City will be notified and a decision regarding decommissioning of any existing laterals can be discussed. October 2014 Page 4

10 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 3. WASTEWATER DISPOSAL 3.1 Existing Conditions A new 1500 mm diameter concrete combined sewer was constructed as part of the City s Preston Street Reconstruction project in These works also included the construction of 2 new combined sewers in Norfolk Avenue, one draining north to a 375 mm diameter combined sewer in Adeline Street and the other draining south to a 1200 mm diameter combined sewer in Carling Avenue. 3.2 Sewer Capacity Analysis The site currently comprises a vacant gravel lot which was once a gas bar and two residential properties. Based on current City criteria for commercial and residential lands, the estimated predevelopment peak wastewater flow from the site is approximately 0.29 l/s. As previously noted, the current proposal will consist of a 45 storey mixed used building with 320 residential units and about 2,643 m 2 of commercial/retail space. IBI estimates that the peaked wastewater flow from the proposed development will be 9.48 l/s. This is based on the following criteria: Total # of units 320 Population density 1.8 ppu Average Residential Flow 350 l/p/d Residential Peaking Factor Harmon Formula [max = 4.0, min. = 2.0] Average Commercial Flow 50,000 l/ha/d Commercial Peaking Factor 1.5 Infiltration Allowance 0.28 l/s/ha Hence, the theoretical peak sanitary component of the total flow proposed to connect to the existing sewer system is greater than the previous sanitary pre-development peak flow. However, the City has verbally confirmed that the Preston Street combined sewer could accommodate the projected flows from this development. The detailed sewer calculations, together with Figure 3, the Sanitary Drainage Area Plan, are included in Appendix E. 3.3 Proposed Wastewater Plan A new 300 mm diameter concrete service connection is proposed to be connected to the existing 1500 mm diameter combined sewer in Preston Street. The service will enter the building in the proposed mechanical room. Please refer to the Site Servicing and Grading Plan located in Appendix G. October 2014 Page 5

11 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 4. STORMWATER MANAGEMENT 4.1 Existing Conditions As previously noted, a new 1500 mm diameter concrete combined sewer was constructed as part of the Preston Street Reconstruction project in These works also included the construction of a new 300 mm diameter combined sewer in Norfolk Avenue, draining north to a 375 mm diameter combined sewer in Adeline Street. 4.2 Proposed Stormwater Outlet Plan A new 200 mm diameter service connection is proposed to be connected to the existing 300 mm combined sewer located in Norfolk Avenue. The service will enter the building into the cistern mechanical room along the eastern elevation. 4.3 Design Criteria TOTAL ALLOWABLE SITE RELEASE RATE Following consultation with the City of Ottawa, it was confirmed that the total post-development flows (sanitary and storm) from the site should not exceed the following: 5 year storm event; Time of Concentration (Tc) = 10 minutes; Runoff Coefficient (C) = Hence, the maximum allowable release rate was determined using the rational method with the following parameters: Drainage Area (A) = 1821 m 2 = (0.182) ha Time of concentration (Tc) = 10 min Runoff coefficient (C) = year intensity (i 5yr ) = /(T c ) = mm/hr where Tc = 10 min. The calculations indicate that the total permissible release rate for this site (Q Tot All ) is l/s, which is inclusive of both sanitary and storm flow. Detailed calculations are enclosed in Appendix F MAXIMUM ALLOWABLE STORM RELEASE RATE However, the City of Ottawa confirmed that the total post-development storm flow from the site should not exceed the following: 5 year storm event; Time of Concentration (Tc) = 20 minutes; Runoff Coefficient (C) = Hence, the maximum allowable storm release rate was determined using the rational method with the following parameters: Drainage Area (A) = 1821 m 2 = (0.1821) ha October 2014 Page 6

12 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO Time of concentration (Tc) = 20 min Runoff coefficient (C) = year intensity = i 5yr = /(T c ) =70.25 mm/hr where Tc = 20 min. The calculations indicate that the total permissible storm release rate for this site (Q Max Storm ) is l/s. Detailed calculations are enclosed in Appendix F UNCONTROLLED POST-DEVELOPMENT CONDITIONS In order to determine the post development uncontrolled amount of storm runoff from the site with no stormwater management control, the rational method was used with the following parameters: Drainage area (U) = m 2 (0.027 ha) Drainage area (R) = m 2 ( ha) Time of concentration (Tc) = 10 min Runoff coefficient (C u ) = 0.60 Runoff coefficient (C r ) = 0.90 Intensity calculation (i 100yr) = /(T+6.014) 0.82 = mm/hr where Tc = 10 min. The uncontrolled post-development storm flow rate during the 100 year storm event for the entire site is: Q Site = l/s As the uncontrolled post development flow is greater than the maximum allowable storm release rate, flow attenuation and restriction should be required. The calculations for the rational method can be found in Appendix F 4.4 Water Quantity As noted above, the design criteria for this site require that the post-development storm flow rate be restricted to l/s. From the results of the uncontrolled post-development flows for the 100 year storm event, the City of Ottawa s requirements cannot be met unless some on-site detention is provided. Following discussions with the Owner and its design team, the site was broken down into 2 Areas, summarized below: Area U represents uncontrolled landscaped sidewalk areas. Area R represents the controlled roofs and terraces. The locations of the Areas are illustrated in Figure 4. Both the Architect and Mechanical Engineer confirmed that on-site storage is possible via a cistern within the building structure AREA U UNCONTROLLED LANDSCAPED SIDEWALK AREAS Following discussions with Hariri Pontarini Architects, the runoff generated by Area U would be released uncontrolled and captured by the existing combined sewer systems in Norfolk Avenue, Carling Avenue and Preston Street. The Area U is m 2 with an unrestricted 100 year release rate (Q Unr ) of 5.54 l/s at a runoff coefficient of The location of Area U is illustrated in red within Figure 4. Detailed calculations of uncontrolled release rate for Area U are presented within Appendix F. October 2014 Page 7

13 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO AREA R RESTRICTED ROOF TOP AND TERRACE AREAS The runoff generated by Area R would be released uncontrolled to a storage tank (cistern) which, in turn, would gradually release the 100 year contained water at a maximum release rate of 8.69 l/s. The area is 1544 m 2 and includes area from various roofs and terraces. The location of Area R is illustrated on Figure 4 in green. 4.5 Cistern Storage As noted above, the runoff generated by Area R of 1320 m 2 would be discharged and attenuated into a cistern. Outflow from the cistern would be controlled with an orifice installed in the outlet pipe. The cistern will attenuate the remaining balance of allowable release rate from the site. The cistern release rate was calculated with the following equation: Q Cistern = Q Max Restricted = Q Max Storm Q Unrestricted Q Cistern = 14.23/s 5.54 l/s = 8.69 l/s To meet the allowable release rate of 8.69 l/s, the required minimum cistern volume for the 100 year storm event was determined to be 49 m 3. The cistern including orifice will be designed by the Owner s Mechanical Engineer, Smith & Anderson. The attenuated flow will be discharged directly into the existing combined sewer system located in Preston Street. Using an overflow pipe, emergency Overflow from the cistern will be directed to Norfolk Avenue. The stormwater management schematic is enclosed in Appendix F. 4.6 Stormwater Management Summary The maximum allowable storm release rate is l/s with the 5 year flow at a runoff coefficient of 0.40 and time of concentration of 20 minutes. A cistern will be provided to meet the City of Ottawa post-development design requirements. The flow from Area U would discharge into the existing combined sewer system on Norfolk Avenue, Carling Avenue and Preston Street with an unrestricted flow rate of 5.54 l/s. The flow from Area R would be controlled at a maximum flow rate of 8.69 l/s. At this rate, during the 100 year storm event, 49 m 3 would be stored in the cistern. The attenuated flow will discharge directly into the combined sewer system on Norfolk Avenue. October 2014 Page 8

14 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 5. STORMWATER SITE MANAGEMENT During construction, existing conveyance systems can be exposed to significant sediment loadings. Although construction is only a temporary situation, it is proposed to introduce a number of mitigative construction techniques to reduce unnecessary construction sediment loadings. These will include: In trench groundwater will be pumped into a filter mechanism prior to release to the environment. Pumping in excess of 50,000 l/day will require a Permit To Take Water from the provincial Ministry of Environment. The geotechnical report will review this issue. Filter cloths will be placed on open structures such as catchbasins and manhole covers, and will remain in place until the project is completed. Regular monitoring will be required to ensure proper function of the cloth including replacement as required. Existing catchbasins on the streets adjacent to the streets are to be monitored to ensure that their sumps remain clean (cleaned as required). October 2014 Page 9

15 IBI GROUP PROJECT: CLARIDGE HOMES (PRESTON) INC. DESIGN BRIEF MIX-USE DEVELOPMENT ICON 505 PRESTON STREET OTTAWA, ONTARIO 6. APPROVALS AND PERMIT REQUIREMENTS 6.1 City of Ottawa The City of Ottawa reviews all development documents including this report. Upon completion, the City will approve the service connections, submit the Stormwater Management MOE application to the province and eventually issue a Commence Work Notification. 6.2 Province of Ontario Because the sewers services are proposed to be connected to a combined sewer, the Ministry of Environment (MOE) will need to formally approve the sewer connections and proposed stormwater management plan. If needed, the MOE will also issue a Permit To Take Water. 6.3 Conservation Authority There are no approvals required from any Conservation Authority for this project. 6.4 Federal Government There are no required permits, authorizations or approvals needed expressly for this development. October 2014 Page 10

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17 APPENDIX A

18 General Content ITEM DESCRIPTION LOCATION Executive Summary (for larger reports only) Date and revision number of the report Front Cover Location Map and plan showing municipal address, boundary, and layout of proposed development. Figure 1 and 2 Plan showing the site and location of all existing services. Drawing C-100 Development statistics, land use, density, adherence to zoning and official plan, and reference to applicable subwatershed and watershed plans that provide context to which individual Section 1.3 developments must adhere. Summary of Pre-consultation Meeting with City and other approval agencies. Section 4.3, Appendix C Reference and confirm conformance to higher level studies and reports (Master Servicing Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in conformance, the proponent must provide justification and develop a defendable design criteria. Statement of objectives and servicing criteria Section 2.2, 3.2, 4.3, Appendix C Identification of existing and proposed infrastructure available in the immediate area. Section 2.1, 3.1, 4.1 Identification of Environmentally Significant Areas, Watercourses and Municipal Drains potentially impacted by the proposed development (Reference can be made to the Natural Heritage Studies, if available). Concept level master grading plan to confirm existing and proposed grades in the development. This is required to confirm the feasibility of proposed stormwater management and drainage, soil removal and fill constraints, and potential impacts to neighbouring properties. This is also required to confirm that the proposed grading will not impede existing major system flow paths. Identification of potential impacts of proposed piped services on private services (such as wells and septic fields on adjacent lands) and mitigation required to address potential impacts. Proposed phasing of the development, if applicable. Reference to geotechnical studies and recommendations concerning servicing. Section 1.5 All preliminary and formal site plan submissions should have the following information: Metric scale North arrow (including construction North) Key plan Name and contact information of applicant and property owner Report Drawings Property limits including bearings and dimensions Existing and proposed structures and parking areas Easements, road widening and rights-of-way Adjacent street names

19 Development Servicing Report: Water ITEM DESCRIPTION LOCATION Confirm consistency with Master Servicing Study, if available Availability of public infrastructure to service proposed development Section 2.1 Identification of system constraints external water needed Identify boundary conditions Appendix D Confirmation of adequate domestic supply and pressure Section 2.4 Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per the Fire Underwriter s Survey. Output should show available fire flow at locations throughout the Section 2.2 development. Provide a check of high pressures. If pressure is found to be high, an assessment is required to confirm the application of pressure Section 2.3 reducing valves. Definition of phasing constraints. Hydraulic modeling is required to confirm servicing for all defining phases of the project including the ultimate design. Address reliability requirements such as appropriate location of shut-off valves. Check on the necessity of a pressure zone boundary modification. Reference to water supply analysis to show that major infrastructure is capable of delivering sufficient water for the proposed land use. This includes data that shows that the expected demands under Section 2.3 average day, peak hour and fire flow conditions provide water within the required pressure range. Description of the proposed water distribution network, including locations of proposed connections to the existing system, provisions for necessary looping, and appurtenances (valves, pressure reducing valves, valve chambers, and fire hydrants) including special metering provisions. Description of off-site required feedermains, booster pumping stations, and other water infrastructure that will be ultimately required to service proposed development, including financing, interim facilities and timing of implementation. Confirmation that water demands are calculated based on the City of Ottawa Design Guidelines. Section 2.2 Provision of a model schematic showing the boundary conditions locations, streets, parcels, and building locations for reference.

20 Development Servicing Report: Wastewater ITEM DESCRIPTION Summary of proposed design criteria (Note: Wet-weather flow criteria should not deviate from the City of Ottawa Sewer Design Guidelines. Monitored flow data from relatively new infrastructure cannot be used to justify capacity requirements for proposed infrastructure). Confirm consistency with Master Servicing Study and/or justifications for deviations. Consideration of local conditions that may contribute to extraneous flows that are higher than the recommended flows in the guidelines. This includes groundwater and soil conditions, and age condition of sewers. Description of existing sanitary sewer available for discharge of wastewater from proposed development. Verify available capacity in downstream sanitary sewer and/or identification of upgrades necessary to service the proposed development. (Reference can be made to previously completed Master Servicing Study if applicable) Calculations related to dry-weather and wet-weather flow rates from the development in standard MOE sanitary sewer design table (Appendix C ) format. Description of proposed sewer network including sewers, pumping stations and forcemains. Discussion of previously identified environmental constraints and impact on servicing (environmental constraints are related to limitations imposed on the development in order to preserve the physical condition of watercourses, vegetation, soil cover, as well as protecting against water quantity and quality). Pumping stations: impacts of proposed development on existing pumping stations or requirements for new pumping station to service development. Forcemain capacity in terms of operational redundancy, surge pressure and maximum flow velocity. Identification and implementation of the emergency overflow from sanitary pumping stations in relation to the hydraulic grade line to protect against basement flooding. Special considerations such as contamination, corrosive environment, check soils, etc. LOCATION Section 3.2 and Appendix C Section 3.1 Section 3.2 Appendix E Section 3.3 Section 1.5

21 Development Servicing Report: Stormwater Checklist ITEM DESCRIPTION LOCATION Description of drainage outlets and downstream constraints including legality of outlets (i.e. municipal drain, right-of-way, watercourse, or private property) Analysis of available capacity in existing public infrastructure. Appendix C A drawing showing the subject lands, its surroundings, the receiving watercourse, existing drainage patterns, and proposed drainage pattern. Water quantity control objective (e.g. controlling post-development peak flows to pre-development level for storm events ranging from the 2 or 5 year event (dependent on the receiving sewer design) to 100 year return period); if other objectives are being applied, a Section 4.4 rationale must be included with reference to hydrologic analyses of the potentially affected subwatersheds, taking into account longterm cumulative effects. Water quality control objective (basic, normal or enhanced level of protection based on the sensitivities of the receiving watercourse) and storage requirements. Description of the stormwater management concept with facility locations and descriptions with references and supporting Section 4 information. Set-back from private sewage disposal systems. Watercourse and hazard lands setbacks. Record of pre-consultation with the Ontario Ministry of Environment and the Conservation Authority that has jurisdiction on the affected watershed. Confirm consistency with sub-watershed and Master Servicing Study, if applicable study exists. Storage requirements (complete with calculations) and conveyance capacity for minor events (1:5 year return period) and major events (1:100 year return period). Identification of watercourses within the proposed development and how watercourses will be protected, or, if necessary, altered by the proposed development with applicable approvals. Calculate pre and post development peak flow rates including a description of existing site conditions and proposed impervious areas and drainage catchments in comparison to existing conditions. Any proposed diversion of drainage catchment areas from one outlet to another. Proposed minor and major systems including locations and sizes of stormwater trunk sewers, and stormwater management facilities. If quantity control is not proposed, demonstration that downstream system has adequate capacity for the post-development flows up to and including the 100-year return period storm event. Identification of potential impacts to receiving watercourses Identification of municipal drains and related approval requirements. Descriptions of how the conveyance and storage capacity will be achieved for the development. Section 4.4, Appendix F Section Section 4.4

22 100 year flood levels and major flow routing to protect proposed development from flooding for establishing minimum building elevations (MBE) and overall grading. Inclusion of hydraulic analysis including hydraulic grade line elevations. Description of approach to erosion and sediment control during construction for the protection of receiving watercourse or drainage corridors. Identification of floodplains proponent to obtain relevant floodplain information from the appropriate Conservation Authority. The proponent may be required to delineate floodplain elevations to the satisfaction of the Conservation Authority if such information is not available or if information does not match current conditions. Identification of fill constraints related to floodplain and geotechnical investigation. Section 5 Approval and Permit Requirements: Checklist ITEM DESCRIPTION Conservation Authority as the designated approval agency for modification of floodplain, potential impact on fish habitat, proposed works in or adjacent to a watercourse, cut/fill permits and Approval under Lakes and Rivers Improvement Act. The Conservation Authority is not the approval authority for the Lakes and Rivers Improvement Act. Where there are Conservation Authority regulations in place, approval under the Lakes and Rivers Improvement Act is not required, except in cases of dams as defined in the Act. Application for Certification of Approval (CofA) under the Ontario Water resources Act. Changes to Municipal Drains Other permits (National Capital Commission, Parks Canada, Public Works and Government Services Canada, Ministry of Transportation etc.) LOCATION Section 6.3 Section 6.4 Conclusion Checklis t ITEM DESCRIPTION LOCATION Clearly stated conclusions and recommendations Section 7 Comments received from review agencies including the City of Ottawa and information on how the comments were addressed. Final sign-off from the responsible reviewing agency. All draft and final reports shall be signed and stamped by professional Engineer registered in Ontario. Done J:\31637-Carling&Preston\5.2 Reports\5.2.2 Civil\Design Brief\1st Submission\CTR_Appendix A_Development Servicing Study Checklist_ docx

23 APPENDIX B

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25 APPENDIX C

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27 APPENDIX D

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32 APPENDIX E

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34 IBI Group SANITARY SEWER DESIGN SHEET 333 Preston Street - Suite 400 PROJECT: 505 Preston Street Ottawa, Ontario LOCATION: CITY OF OTTAWA K1S 5N4 CLIENT: Claridge Homes (Main St.) Inc. Street LOCATION RESIDENTIAL INSTITUTIONAL COMMERCIAL INDUSTRIAL INFILTRATION ALLOWANCE TOTAL PROPOSED SEWER DESIGN UNIT TYPES POPULATION CUMULATIVE FLOW AREA (ha) FLOW From To Singles Semis Towns Condo Area INDIV. CUM. Peaking Peak Flow INSTITUTION COMMERCIAL INDUSTRIAL Pk. Flow Incr. Area Cum. Area Flow Capacity Pipe Size Length Slope Velocity(f) Avail. Cap. MH MH (Ha.) Factor (l/s) Indiv Cumm. Indiv Cumm. Indiv Cumm. (l/s) (Ha.) (Ha.) (l/s) (l/s) (l/s) (mm) (M) (%) M/sec L/s (%) 505 Preston Street Building Ex. Sewer Designed: RM Checked: TB Dwg Reference: Figure 3 Revised as per new site plan Revised as per new site plan Revised as per new site plan Issued to City REVISION File Ref: Date: /1/2012 Sheet No. 1 Population Per Unit: 3.4 For Singles 6/10/ Townhouses/Semis ICI Rates Peak Factor Infiltration Allowance: 0.28 l/sec/ha Assumed pipe roughness coefficient = /2/ Condo Institution l/ha/day /05/ Medium Density (90 ppha) Commercial l/ha/day /05/2012 Avg. Per Capita Flow Rate: 350 l/day Industrial l/ha/day MOE Guidelines DATE Residential Peaking Factor: Harmon Formula = 1+(14/(4+P^0.5)) where P = pop'n in thousands J:\31637-Carling&Preston\5.7 Calculations\5.7.1 Sewers & Grading\6th sub - (october 2014)\CCS_sanitary sewers_ /17/20149:36 AM

35 APPENDIX F

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37 STORMWATER MANAGEMENT - Claridge Homes 505 Preston Street Mixed-Use Development PROJECT: 505 Preston IBI GROUP DATE: 14/05/ PRESTON STREET FILE: OTTAWA, ON REV #: 6 K1S 5N4 DESIGNED BY: RM CHECKED BY: T.R.B. Formulas and Descriptions Proposed Design Flowrates: i 2yr = 1:2 year Intensity = /(Tc+6.199) i 5yr = 1:5 year Intensity = /(Tc+6.053) Maximum Allowable Storm Release Rate i 10yr = 1:10 year Intensity = /(Tc+6.014) C = 0.40 i 100yr = 1:100 year Intensity = /(Tc+6.014) i 5yr = mm/hr Where Tc= Tc = Time of Concentration (min) A site = Ha C = Average Runoff Coefficient Q max storm = 2.78 x C x i 5y r x A site A = Area (Ha) Q = Flow = 2.78CiA (L/s) Q max storm = L/s Qsanitary = Sanitary Flow (L/s) = 9.48 L/s Proposed Unrestricted Release Total Allowable Site Release Rate: C = 0.60 (Area U - Landscaped/pavers sidewalk Areas) C = 0.70 i 100yr = mm/hr Where Tc = min i5 yr = mm/hr Where Tc= min A unrestricted = Ha A site = Ha Q unrestricted = 2.78 x C x i 100yr x A unrestricted Q Tot all = 2.78 x C x i 5yr x A site Q unrestricted = 5.54 L/s Q Tot all = L/s Maximum Allowable Storm Restricted Release Rate Site 100 year Unrestricted Storm Flow: C = 0.60 (Area U - Landscaped/pavers sidewalk Areas) Q max restricted = Q max allowable storm - Q unrestricted = Qcistern i 100yr = mm/hr Where Tc = min A 1 = Ha Q max restricted = L/s Q 1 = 2.78Ci 100yr A Q cistern = C = 0.90 (Areas R) i 100yr = mm/hr Where Tc = min Residual Release Rate A 2 = Ha 8.69 L/s L/s check ha Q residual = Q site max allowable - (Q unrestricted - Q cistern - Q san) Q residual = L/s - ( ) L/s Q 2 = 2.78Ci 100yr A 2 Q site 100yr = Q1 + Q2 = L/s J:\31637-Carling&Preston\5.7 Calculations\5.7.4 SWM\6th submission\ccs_swm 6th submission_ of 2

38 MODIFIED RATIONAL METHOD (100yr & 5yr Ponding) Drainage Area T1 Area (ha) C = 0.90 Restricted Flow Q R (l/s)= year 5 year Tc Peak Flow Q R Qp-Q R Volume Tc Peak Flow Q R Qp-Q R Volume Variable i 100yr Qp=2.78xCi 100yr A 100yr Variable i 5yr Qp=2.78xCi 5yr A 5yr (min) (mm/hour) (L/s) (l/s) (l/s) (m 3 ) (min) (mm/hour) (L/s) (l/s) (l/s) (m 3 ) Required Storage Storage (m 3 ) Overflow Required Available Balance To be captured via in-building storage tank J:\31637-Carling&Preston\5.7 Calculations\5.7.4 SWM\6th submission\ccs_swm 6th submission_ of 2

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40 IBI Group STORM SEWER DESIGN SHEET 333 Preston Street - Suite 400 PROJECT: 505 Prston Ottawa, Ontario LOCATION: City of Ottawa K1S 5N4 CLIENT: Clardige Homes ( Preston Street) Inc. LOCATION AREA (Ha) RATIONAL DESIGN FLOW SEWER DATA STREET DRAINAGE FROM TO C= C= C= C= C= C= C= INDIV. ACCUM. INLET TIME TOTAL I PEAK CAP. LENGTH PIPE SLOPE VEL. AVAIL. CAP. (1) AREA ID MH MH AC 2.78AC (min.) IN PIPE (min.) (mm/hr) FLOW (L/s) (L/s) (M) (mm) (%) (M/s) (L/s) (%) 505 Preston Street Building Ex. Sewer % Designed: RM revised as per new site plan 10/6/2014 Checked: revised as per new site plan 6/3/2014 TB revised as per new site plan 28/05/2013 Revision Date Dwg. Reference: File Ref: Date: Sheet No: Figure /05/ of 1 Q = 2.78AIC, where: Mannings Coefficient (n) = Q = Peak Flow in Litres per Second (l/s) A = Area in Hectares (ha.) I = Rainfall Intensity in Millimeters per Hour (mm/hr) [I= /(TC+6.053)0.814] STORM SEWERS

41 APPENDIX G

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