SITE SERVICING REPORT CHOICE PROPERTIES 1251 STITTSVILLE MAIN STREET

Transcription

1 120 Iber Road, Suite 103 Ottawa, Ontario K2S 1E9 Tel. (613) Fax (613) SITE SERVICING REPORT FOR CHOICE PROPERTIES 1251 STITTSVILLE MAIN STREET CITY OF OTTAWA PROJECT NO.: JANUARY 2018 REV 2 DSEL

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3 SITE SERVICING REPORT FOR 1251 STITTSVILLE MAIN STREET CHOICE PROPERTIES TABLE OF CONTENTS 1.0 INTRODUCTION Existing Conditions Required Permits / Approvals Pre-consultation GUIDELINES, PREVIOUS STUDIES, AND REPORTS Existing Studies, Guidelines, and Reports WATER SUPPLY SERVICING Existing Water Supply Services Water Supply Servicing Design Water Supply Conclusion WASTEWATER SERVICING Existing Wastewater Services Wastewater Design Wastewater Servicing Conclusions STORMWATER MANAGEMENT Existing Stormwater Services Post-development Stormwater Management Target Proposed Stormwater Management System Retail B Proposed Stormwater Management System Retail C Proposed Stormwater Management System Summary Stormwater Servicing Conclusions UTILITIES EROSION AND SEDIMENT CONTROL CONCLUSION AND RECOMMENDATIONS DAVID SCHAEFFER ENGINEERING LTD. PAGE I DSEL

4 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET FIGURES Figure 1 Site Location TABLES Table 1 Table 2 Table 3 Table 4 Table 5 Table 6 Table 7 Table 8 Table 9 Table 10 Table 11 Water Supply Design Criteria Water Demand Existing Site Conditions Water Demand and Boundary Conditions Proposed Site Conditions Wastewater Design Criteria Summary of Existing Peak Wastewater Flow Summary of Anticipated Peak Wastewater Flow Summary of Estimated Peak Wastewater Flow Pre-Development Stormwater Flow Rate Summary Stormwater Flow Rate Summary Retail B Stormwater Flow Rate Summary Retail C Post-Development Stormwater Flow Rate Summary APPENDICES Appendix A Pre-consultation Notes Appendix B Water Supply Appendix C Wastewater Collection Appendix D Stormwater Management Drawings / Figures Proposed Site Plan PAGE II DAVID SCHAEFFER ENGINEERING LTD. DSEL

5 SITE SERVICING REPORT FOR 1251 STITTSVILLE MAIN STREET CHOICE PROPERTIES JANUARY 2018 REV 2 CITY OF OTTAWA PROJECT NO.: INTRODUCTION David Schaeffer Engineering Limited (DSEL) has been retained by Choice Properties to prepare a Functional Servicing and Stormwater Management report in support of their application for a Site Plan Amendment (SPA) at 1251 Stittsville Main Street. The subject property is located within the City of Ottawa urban boundary, in the Stittsville ward. As illustrated in Figure 1, the subject property is located south of the intersection of Stittsville Main Street and Neil Avenue and north of the intersection of Stittsville Main Street and Carp Road. Comprised of a single parcel, the subject property measures approximately 4.53 ha and is zoned Traditional Mainstreet (TM9). Figure 1: Site Location DAVID SCHAEFFER ENGINEERING LTD. PAGE 1 DSEL

6 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET The proposed SPA would allow for the development of two 1-storey commercial buildings, Retail B and Retail C located at the South West and North West corners of the existing parking lot, respectively. The proposed development would add approximately 1,230 m 2 of commercial space with access from the existing parking lot. A copy of the proposed site plan is included in Drawings/Figures. No change in floor area is proposed to the existing buildings. The site plan proposes to revise existing drive aisles and curbed islands to allow for pedestrian access. The objective of this report is to provide sufficient detail to demonstrate that the proposed development is supported by existing municipal services. 1.1 Existing Conditions The existing site consists of a commercial property with associated asphalt parking lots and drive aisles. The elevations range between m and m with an elevation change of 1.73m from the Northeast to the Southwest corner of the property. Sewer and watermain mapping collected from the City of Ottawa and the Buried Utility Map prepared by Mark It Locates Inc, Project No , indicate that the following services exist across the property frontages within the adjacent municipal right-of-ways and within the existing subject site, respectively: Water 400 mm diameter watermain within Stittsville Main Street 38 mm diameter watermain stub located at the south west corner of the existing parking lot within the subject site 200 mm diameter internal watermain located within the site entrance Wastewater 150 mm diameter sanitary sewer stub tributary to the Stittsville Trunk located near the south west corner within the subject site 150 mm diameter sanitary sewer stub tributary to the Stittsville Trunk located north of the existing parking lot within the subject site Stormwater 1050 mm diameter concrete storm sewer within Stittsville Main Street 150 mm diameter storm sewer tributary to Poole Creek located near the south west corner of the existing parking lot within the subject site 450 mm diameter storm sewer tributary to Poole Creek located near the north east corner of the existing parking lot within the subject site PAGE 2 DSEL DAVID SCHAEFFER ENGINEERING LTD.

7 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 1.2 Required Permits / Approvals The proposed development is subject to the site plan control approval process. The City of Ottawa must approve the engineering design drawings and reports prior to the issuance of commence work. The proposed development is a single parcel and is not industrial lands; as a result, the stormwater management system qualifies for an exemption from Section 53 of the OWRA per O.Reg 525/98. Correspondence with the MOECC is included in Appendix A; no response was received at time of publication. 1.3 Pre-consultation Pre-consultation correspondence, along with the servicing guidelines checklist, is located in Appendix A. DAVID SCHAEFFER ENGINEERING LTD. PAGE 3 DSEL

8 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 2.0 GUIDELINES, PREVIOUS STUDIES, AND REPORTS 2.1 Existing Studies, Guidelines, and Reports The following studies were utilized in the preparation of this report. Ottawa Sewer Design Guidelines, City of Ottawa, SDG002, October (City Standards) Ottawa Design Guidelines Water Distribution City of Ottawa, July (Water Supply Guidelines) o Technical Bulletin ISD City of Ottawa, December 15, (ISD ) o Technical Bulletin ISDTB City of Ottawa, May 27, (ISDTB ) Design Guidelines for Sewage Works, Ministry of the Environment, (MOE Design Guidelines) Stormwater Planning and Design Manual, Ministry of the Environment, March (SWMP Design Manual) Ontario Building Code Compendium Ministry of Municipal Affairs and Housing Building Development Branch, January 1, 2010 Update. (OBC) Water Supply for Public Fire Protection Fire Underwriters Survey, (FUS) PAGE 4 DSEL DAVID SCHAEFFER ENGINEERING LTD.

9 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 3.0 WATER SUPPLY SERVICING 3.1 Existing Water Supply Services The subject property lies within the City of Ottawa 3W pressure zone, as shown by the Pressure Zone map included in Appendix B. An existing 400mm diameter watermain exists within the Stittsville Main Street right-of-way. In addition, an existing 200mm diameter internal watermain exists within the subject site, as shown by drawing EX-1. Table 1 summarizes the Water Supply Guidelines employed in the preparation of the preliminary water demand estimate. Table 1 Water Supply Design Criteria Design Parameter Value Commercial Retail 2.5 L/m 2 /d Commercial Maximum Daily Demand 1.5 x avg. day Commercial Maximum Hour Demand 1.8 x max. day Minimum Watermain Size 150mm diameter Minimum Depth of Cover 2.4m from top of watermain to finished grade During normal operating conditions desired 350kPa and 480kPa operating pressure is within During normal operating conditions pressure must 275kPa not drop below During normal operating conditions pressure must 552kPa not exceed During fire flow operating pressure must not drop 140kPa below *Daily average based on Appendix 4-A from Water Supply Guidelines ** Residential Max. Daily and Max. Hourly peaking factors per MOE Guidelines for Drinking-Water Systems Table 3-3 for 0 to 500 persons. -Table updated to reflect ISD Table 2 summarizes the existing water supply demand based on the Water Supply Guidelines. Table 2 Water Demand Existing Site Conditions Design Parameter Anticipated Demand 1 (L/min) Average Daily Demand 1.2 Max Day 1.8 Peak Hour 3.2 DAVID SCHAEFFER ENGINEERING LTD. PAGE 5 DSEL

10 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 3.2 Water Supply Servicing Design It is proposed that Retail B will connect to the existing 38mm diameter watermain located at the south west corner of the existing parking lot via a 38mm diameter service lateral, as shown by drawing SSP-1. It is proposed that Retail C will connect to the existing 200mm diameter watermain located within the existing site entrance via a 50mm diameter service lateral, as shown by drawing SSP-2. Table 3 summarizes the anticipated water supply demand for the proposed and the existing development based on the Water Supply Guidelines. Table 3 Water Demand and Boundary Conditions Proposed Site Conditions Design Parameter Anticipated Demand 1 Boundary Condition 2 (L/min) (m H 2O / kpa) Average Daily Demand / Max Day + Fire Flow ,000 = 7, / Peak Hour / ) Water demand calculation per Water Supply Guidelines. See Appendix B for detailed calculations. 2) Boundary conditions supplied by the City of Ottawa for the demands indicated in the correspondence; assumed ground elevation m. See Appendix B. Fire flow requirements are to be determined in accordance with Local Guidelines (FUS), City of Ottawa Water Supply Guidelines, and the Ontario Building Code. Using the FUS method a conservative estimation of fire flow had been established. The following assumptions were assumed: Type of construction Ordinary Construction Occupancy type Free Burning Combustibility Sprinkler Protection Non-Supervised Sprinkler System The above assumptions result in an estimated maximum fire flow of approximately 7,000 L/min, actual building materials selected will affect the estimated flow. Existing fire hydrants along Stittsville Main Street are located within 45m of the Retail B and Retail C and are proposed to service the development. The Stittsville Elevated tank is located approximately 800m west of the subject site and provides potable water to the development via the existing 300mm diameter watermain within the Stittsville Main Street right-of-way. PAGE 6 DSEL DAVID SCHAEFFER ENGINEERING LTD.

11 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET The City of Ottawa was contacted to obtain boundary conditions associated with the estimated water demand as indicated in the boundary request correspondence included in Appendix B. The City provided both the anticipated minimum and maximum water pressures, as well as the estimated water pressure during fire flow demand for the demands as indicated by the correspondence in Appendix B. The minimum and maximum pressures fall within the required range identified in Table Water Supply Conclusion The anticipated water demand under proposed conditions was submitted to the City of Ottawa for establishing boundary conditions. As demonstrated by Table 2, based on the City s model, the municipal system is capable of delivering water within the Water Supply Guidelines pressure range. The proposed water supply design conforms to all relevant City Guidelines and Policies. DAVID SCHAEFFER ENGINEERING LTD. PAGE 7 DSEL

12 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 4.0 WASTEWATER SERVICING 4.1 Existing Wastewater Services The subject site lies within the Stittsville Trunk Collector Sewer catchment area, as shown by the City sewer mapping included in Appendix C. An existing 150 mm diameter sanitary sewer stub located near the south west corner of the subject site and an existing 150 mm sanitary sewer stub located north of the existing parking lot are available to service the proposed development. Table 4 summarizes the City Standards employed in the design of the wastewater sewer system. Table 4 Wastewater Design Criteria Design Parameter Value Commercial Floor Space 5 L/m 2 /d Infiltration and Inflow Allowance 0.28L/s/ha Sanitary sewers are to be sized employing the Manning s Equation Q AR S n Minimum Sewer Size 200mm diameter Minimum Manning s n Minimum Depth of Cover 2.5m from crown of sewer to grade Minimum Full Flowing Velocity 0.6m/s Maximum Full Flowing Velocity 3.0m/s Extracted from Sections 4 and 6 of the City of Ottawa Sewer Design Guidelines, October Table 5 demonstrates the existing peak flow from the existing commercial building. See Appendix C for associated calculations. 4.2 Wastewater Design Table 5 Summary of Existing Peak Wastewater Flow Design Parameter Total Flow (L/s) Estimated Average Dry Weather Flow 0.37 Estimated Peak Dry Weather Flow 0.56 Estimated Peak Wet Weather Flow 1.82 It is proposed that Retail B will connect to the existing 150 mm diameter sanitary sewer located at the south west corner of the subject site via a 150 mm diameter service lateral, as shown by drawing SSP-1. PAGE 8 DSEL DAVID SCHAEFFER ENGINEERING LTD.

13 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET It is proposed that Retail C will connect to the existing 150 mm diameter sanitary sewer located north of the existing parking lot via a 150 mm diameter service lateral, as shown by drawing SSP-2. Based on the Section of the City Standards, the subject site was anticipated to have a sanitary flow rate of 50,000 L/ha/day. Table 6 demonstrates the anticipated peak flow for the subject site. See Appendix C for associated calculations. Table 6 Summary of Anticipated Peak Wastewater Flow Design Parameter Total Flow (L/s) Estimated Average Dry Weather Flow 2.62 Estimated Peak Dry Weather Flow 3.93 Estimated Peak Wet Weather Flow 5.20 Table 7 demonstrates the estimated peak flow from the proposed and the existing development. See Appendix C for associated calculations. Table 7 Summary of Estimated Peak Wastewater Flow Design Parameter Total Flow (L/s) Estimated Average Dry Weather Flow 0.51 Estimated Peak Dry Weather Flow 0.77 Estimated Peak Wet Weather Flow 2.04 The estimated sanitary flow based on the proposed site plan provide in Drawings/Figures anticipates a peak wet weather flow of 2.04 L/s; therefore there is sufficient capacity is available in the local sewers to accommodate the proposed development. An internal sanitary sewer analysis was conducted to ensure sufficient capacity within the existing sanitary sewer system. Based on the analysis, the existing sewer system is capable of supporting the development. See Appendix C for associated calculations. 4.3 Wastewater Servicing Conclusions The site is tributary to the Stittsville Trunk Collector sewer; based on zoning, sufficient capacity is available to accommodate the anticipated 2.04 L/s peak wet weather flow from the proposed development. Based on the sanitary analysis on the existing sanitary sewer system, there is sufficient capacity to support the proposed development. The proposed wastewater design conforms to all relevant City Standards. DAVID SCHAEFFER ENGINEERING LTD. PAGE 9 DSEL

14 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 5.0 STORMWATER MANAGEMENT 5.1 Existing Stormwater Services Stormwater runoff from the subject property is tributary to the City of Ottawa sewer system located within the Carp watershed. As such, approvals for proposed development within this area are under the approval authority of the City of Ottawa. Flows that influence the watershed in which the subject property is located are further reviewed by the principal authority. The subject property is located within the Poole Creek sub-watershed, and is therefore subject to review by the Mississippi Valley Conservation Authority (MVCA). Consultation with the MVCA is located in Appendix A. The existing area to be modified by the proposed development is approximately 0.81 ha and is separated into two areas Retail B and Retail C with the rational method coefficient of 0.63 and 0.71, respectively, as shown by FIG-1 and FIG-2 included in Appendix D. 5.2 Post-development Stormwater Management Target The area within Retail B and Retail C will control post-development release rates to an equivalent pre-development release rate. The established pre-development peak flows for the 5-year and 100-year storm events are summarized in Table 8. See Appendix D for associated calculations. Table 8 Pre-Development Stormwater Flow Rate Summary Control Area 5-Year Release Rate (L/s) Retail B Retail C Total Year Release Rate (L/s) Based on Table 8, the development areas will be required to control to 5-year and 100- year release rate of L/s and L/s, respectively. Based on the MVCA correspondence provided from the previous application prepared by the Odan/Detach Group Inc., stormwater controls are not anticipated for the proposed development; correspondence is included in Appendix A. 5.3 Proposed Stormwater Management System Retail B It is proposed that the stormwater outlet from the proposed development will be to the existing 375mm diameter storm sewer within the subject site via a 200mm diameter service lateral, as shown by SSP-1. Area Retail B post-development will result in a modified rational method coefficient of 0.72, as shown by FIG-3 included in Appendix D. PAGE 10 DSEL DAVID SCHAEFFER ENGINEERING LTD.

15 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET Flow from rooftops will be controlled before discharging to the existing storm sewer system. The release rate and storage calculations for roof top attenuation were estimated based on Zurn Industries Ltd. design guidelines for Model Z Control-Flo Single Notch drains. According to the Control-Flo Roof Drainage System Specification Drainage sheets notch ratings, each notch releases 5 G.P.M. per inch of head relevant literature is provide in Appendix D. Other products may be specified provided that the restricted release rate and sufficient storage is proven to meet or exceed the values in Appendix D. Surface runoff from the sidewalks, access lanes and parking areas will be directed to a catchbasin system, outletting to the existing 375 mm diameter storm sewer northeast of the proposed development, as shown by SSP-1. As specified by Section 5.2, the development area will control post-development 5-year and 100-year release rates to 73.9 L/s and L/s, respectively. Refer to SWM-1 for sub-catchment control areas. Table 9 summarizes post-development release rates outlined in Section 5.2. Detailed calculations are included in Appendix D. Control Area Table 9 Stormwater Flow Rate Summary Retail B 5-Year Release Rate 5-Year Storage 100-Year Release Rate 100-Year Required Storage 100-Year Available Storage (L/s) (m 3 ) (L/s) (m 3 ) (m 3 ) A1-A Roof Controls Total As indicated in Table 9, it is proposed that 13.5 m 3 of rooftop storage will be required to control the post-development to the established 5-year and 100-year release rates; storage calculations are contained in Appendix D. 5.4 Proposed Stormwater Management System Retail C It is proposed that the stormwater outlet from the proposed development will be to the existing 450mm diameter storm sewer within the subject site via a 200mm diameter service lateral, as shown by SSP-2. Area Retail C post-development will result in a modified rational method coefficients of 0.72, as shown by FIG-4 included in Appendix D. Flow from rooftops will be controlled before discharging to the existing storm sewer system. The release rate and storage calculations for roof top attenuation were estimated based on Zurn Industries Ltd. design guidelines for Model Z Control-Flo Single Notch drains. According to the Control-Flo Roof Drainage System Specification Drainage sheets notch ratings, each notch releases 5 G.P.M. per inch of head relevant literature is provide in Appendix D. Other products may be specified provided that the restricted DAVID SCHAEFFER ENGINEERING LTD. PAGE 11 DSEL

16 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET release rate and sufficient storage is provided to meet or exceed the values in Appendix D. Surface runoff from the sidewalks, access lanes and parking areas will be directed to a catchbasin system, outletting to the existing 450mm diameter storm sewer within the drive aisle east of the proposed development, as shown by SSP-2. As specified by Section 5.2, the development area will control post-development 5-year and 100-year release rates to L/s and L/s, respectively. Refer to SWM-2 for sub-catchment control areas. Table 10 summarizes post-development release rates outlined in Section 5.2. Detailed calculations are included in Appendix D. Control Area Table 10 Stormwater Flow Rate Summary Retail C 5-Year Release Rate 5-Year Storage 100-Year Release Rate 100-Year Required Storage 100-Year Available Storage (L/s) (m 3 ) (L/s) (m 3 ) (m 3 ) A Roof Controls Total As indicated in Table 10, it is proposed that 26.5 m 3 of rooftop storage will be required to control the post-development to the established 5-year and 100-year release rates; storage calculations are contained in Appendix D. 5.5 Proposed Stormwater Management System Summary The post-development release rates for the 5-year and 100-year storm events are summarized in Table 12. See Appendix D for associated calculations. Table 11 Post-Development Stormwater Flow Rate Summary Control Area 5-Year Release Rate (L/s) Retail B Retail C Total Year Release Rate (L/s) Based on Section 5.2, the development areas will be required to control to 5-year and 100-year release rate of L/s and L/s, respectively. As indicated by Table 12, the post-development release rates meet this established criteria. 5.6 Stormwater Servicing Conclusions Post development stormwater runoff will be controlled to the pre-development allowable target release rate for the 5-year and 100-year storm events. The post-development 5- PAGE 12 DSEL DAVID SCHAEFFER ENGINEERING LTD.

17 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET year and 100-year allowable release rate was calculated as L/s and L/s. It is estimated that a combined total of 40 m 3 of rooftop will be required to meet these release rates. Based on correspondence with the MVCA, stormwater quality controls are not anticipated. The proposed stormwater design conforms to all relevant City Standards and Policies for approval. 6.0 UTILITIES Gas and Hydro services currently exist within the Stittsville Main right-of-way. Utility servicing will be coordinated with the individual utility companies prior to site development. DAVID SCHAEFFER ENGINEERING LTD. PAGE 13 DSEL

18 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 7.0 EROSION AND SEDIMENT CONTROL Soil erosion occurs naturally and is a function of soil type, climate and topography. During construction the extent of erosion losses is exaggerated due to the removal of vegetation and the top layer of soil becoming agitated. Prior to topsoil stripping, earthworks or underground construction, erosion and sediment controls will be implemented and will be maintained throughout construction. Silt fence will be installed around the perimeter of the site and will be cleaned and maintained throughout construction. Silt fence will remain in place until the working areas have been stabilized and re-vegetated. Catch basins will have SILTSACKs or an approved equivalent installed under the grate during construction to protect from silt entering the storm sewer system. A mud mat will be installed at the construction access in order to prevent mud tracking onto adjacent roads. Erosion and sediment controls must be in place during construction. The following recommendations to the contractor will be included in contract documents. Limit extent of exposed soils at any given time. Re-vegetate exposed areas as soon as possible. Minimize the area to be cleared and grubbed. Protect exposed slopes with plastic or synthetic mulches. Install silt fence to prevent sediment from entering existing ditches. No refueling or cleaning of equipment near existing watercourses. Provide sediment traps and basins during dewatering. Install filter cloth between catch basins and frames. Plan construction at proper time to avoid flooding. Establish material stockpiles away from watercourses, so that barriers and filters may be installed. The contractor will, at every rainfall, complete inspections and guarantee proper performance. The inspection is to include: Verification that water is not flowing under silt barriers. Clean and change filter cloth at catch basins. PAGE 14 DSEL DAVID SCHAEFFER ENGINEERING LTD.

19 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET 8.0 CONCLUSION AND RECOMMENDATIONS David Schaeffer Engineering Ltd. (DSEL) has been retained by Choice Properties to prepare a Functional Servicing and Stormwater Management report in support of the application for a Site Plan Amendment (SPA) at 1251 Stittsville Main Street. The preceding report outlines the following: Based on boundary conditions provided by the City the existing municipal water infrastructure is capable of providing the proposed development with water within the City s required pressure range; The FUS method for estimating fire flow indicated 7,000 L/min is required for the proposed development; The proposed development is anticipated to have a peak wet weather flow of 2.04 L/s; Based on the anticipated sanitary flow rates specified by City Standards, sufficient capacity is available to support the development; The development will be control post-development 5-year and 100-year release rates to equivalent pre-development release rates as specified in Section 5.2; It is proposed that stormwater objectives will be met through storm water retention via roof top and surface storage; it is anticipated that 40 m 3 of rooftop will be required to attenuate flow to the established release rates; Based on correspondence with the MVCA, stormwater quality controls are not anticipated. DAVID SCHAEFFER ENGINEERING LTD. PAGE 15 DSEL

20 SITE SERVICING REPORT CHOICE PROPERTIES JANUARY 2018 REV STITTSVILLE MAIN STREET Prepared by, David Schaeffer Engineering Ltd. Per: Alison J. Gosling, EIT. Reviewed by, David Schaeffer Engineering Ltd. Reviewed by, David Schaeffer Engineering Ltd. Per: Robert D. Freel, P.Eng. Per: Adam D. Fobert, P.Eng. DSEL z:\projects\17-959_choice-properties-reit_1251-stittsville-main\b_design\b3_reports\b3-2_servicing (dsel)\spa_sub2\fsr _959_ajg.dotx.docx PAGE 16 DSEL DAVID SCHAEFFER ENGINEERING LTD.

21 APPENDIX A Pre-Consultation

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23 DEVELOPMENT SERVICING STUDY CHECKLIST /08/ General Content Executive Summary (for larger reports only). N/A Date and revision number of the report. Report Cover Sheet Location map and plan showing municipal address, boundary, and layout of proposed development. Drawings/Figures Plan showing the site and location of all existing services. Figure 1 Development statistics, land use, density, adherence to zoning and official plan, and reference to applicable subwatershed and watershed plans that provide context to applicable subwatershed and watershed plans that provide context Section 1.0 to which individual developments must adhere. Summary of Pre-consultation Meetings with City and other approval agencies. Section 1.3 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 Section 2.1 justification and develop a defendable design criteria. Statement of objectives and servicing criteria. Section 1.0 Identification of existing and proposed infrastructure available in the immediate area. Sections 3.1, 4.1, 5.1 Identification of Environmentally Significant Areas, watercourses and Municipal Drains potentially impacted by the proposed development (Reference can be N/A 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 GP-1/GP-2 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 N/A required to address potential impacts. Proposed phasing of the development, if applicable. N/A Reference to geotechnical studies and recommendations concerning servicing. Section 1.4 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 -Property limits including bearings and dimensions -Existing and proposed structures and parking areas -Easements, road widening and rights-of-way -Adjacent street names SSP-1/SSP Development Servicing Report: Water Confirm consistency with Master Servicing Study, if available N/A Availability of public infrastructure to service proposed development Section 3.1 Identification of system constraints Section 3.1 Identify boundary conditions Section 3.1, 3.2 Confirmation of adequate domestic supply and pressure Section 3.3 DSEL *Extracted from the City of Ottawa-Servicing Study Guidelines for Development Applications i

24 DEVELOPMENT SERVICING STUDY CHECKLIST Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per the Fire Underwriter s Survey. Output should show available Section 3.2 fire flow at locations throughout the development. Provide a check of high pressures. If pressure is found to be high, an assessment is required to confirm the application of pressure reducing valves. N/A Definition of phasing constraints. Hydraulic modeling is required to confirm servicing for all defined phases of the project including the ultimate design N/A Address reliability requirements such as appropriate location of shut-off valves N/A Check on the necessity of a pressure zone boundary modification N/A 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 average day, peak hour and fire flow Section 3.2, 3.3 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 N/A 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 N/A implementation. Confirmation that water demands are calculated based on the City of Ottawa Design Guidelines. Section 3.2 Provision of a model schematic showing the boundary conditions locations, streets, parcels, and building locations for reference. N/A 4.3 Development Servicing Report: Wastewater 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 and 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). Section 4.2 N/A N/A Section 4.1 Section 4.2 Section 4.2, Appendix C Section 4.2 N/A ii *Extracted from the City of Ottawa-Servicing Study Guidelines for Development Applications DSEL

25 DEVELOPMENT SERVICING STUDY CHECKLIST Pumping stations: impacts of proposed development on existing pumping stations or requirements for new pumping station to service development. N/A Forcemain capacity in terms of operational redundancy, surge pressure and maximum flow velocity. N/A Identification and implementation of the emergency overflow from sanitary pumping stations in relation to the hydraulic grade line to protect against N/A basement flooding. Special considerations such as contamination, corrosive environment etc. N/A 4.4 Development Servicing Report: Stormwater Checklist Description of drainage outlets and downstream constraints including legality of outlets (i.e. municipal drain, right-of-way, watercourse, or private property) Section 5.1 Analysis of available capacity in existing public infrastructure. Section 5.1, Appendix D A drawing showing the subject lands, its surroundings, the receiving watercourse, existing drainage patterns, and proposed drainage pattern. Drawings/Figures 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 rationale must be included with reference to Section 5.2 hydrologic analyses of the potentially affected subwatersheds, taking into account long-term cumulative effects. Water Quality control objective (basic, normal or enhanced level of protection based on the sensitivities of the receiving watercourse) and storage Section 5.2 requirements. Description of the stormwater management concept with facility locations and descriptions with references and supporting information Section 5.3 Set-back from private sewage disposal systems. N/A Watercourse and hazard lands setbacks. N/A Record of pre-consultation with the Ontario Ministry of Environment and the Conservation Authority that has jurisdiction on the affected watershed. Appendix A Confirm consistency with sub-watershed and Master Servicing Study, if applicable study exists. N/A Storage requirements (complete with calculations) and conveyance capacity for minor events (1:5 year return period) and major events (1:100 year return Section 5.3 period). Identification of watercourses within the proposed development and how watercourses will be protected, or, if necessary, altered by the proposed N/A 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 Section 5.1, 5.3 catchments in comparison to existing conditions. Any proposed diversion of drainage catchment areas from one outlet to another. N/A Proposed minor and major systems including locations and sizes of stormwater trunk sewers, and stormwater management facilities. N/A If quantity control is not proposed, demonstration that downstream system has adequate capacity for the post-development flows up to and including the 100- N/A year return period storm event. Identification of potential impacts to receiving watercourses N/A Identification of municipal drains and related approval requirements. N/A DSEL *Extracted from the City of Ottawa-Servicing Study Guidelines for Development Applications iii

26 DEVELOPMENT SERVICING STUDY CHECKLIST Descriptions of how the conveyance and storage capacity will be achieved for the development. Section year flood levels and major flow routing to protect proposed development from flooding for establishing minimum building elevations (MBE) and overall N/A grading. Inclusion of hydraulic analysis including hydraulic grade line elevations. N/A Description of approach to erosion and sediment control during construction for the protection of receiving watercourse or drainage corridors. Section 6.0 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 N/A 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. N/A 4.5 Approval and Permit Requirements: Checklist 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 Section 1.2 Rivers Improvement ct. 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 Certificate of Approval (CofA) under the Ontario Water Resources Act. N/A Changes to Municipal Drains. N/A Other permits (National Capital Commission, Parks Canada, Public Works and Government Services Canada, Ministry of Transportation etc.) N/A 4.6 Conclusion Checklist Clearly stated conclusions and recommendations Section 8.0 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 a professional Engineer registered in Ontario iv *Extracted from the City of Ottawa-Servicing Study Guidelines for Development Applications DSEL

27

28

29 APPENDIX B Water Supply

30

31 Choice Properties 1251 Stittsville Main Street Existing Site Conditions Water Demand Design Flows per Unit Count City of Ottawa - Water Distribution Guidelines, July 2010 Institutional / Commercial / Industrial Demand Avg. Daily Max Day Peak Hour Property Type Unit Rate Units m 3 /d L/min m 3 /d L/min m 3 /d L/min Commercial floor space 2.5 L/m 2 /d Existing Commercial floor space 2.5 L/m 2 /d 6, Industrial - Light 35,000 L/gross ha/d Industrial - Heavy 55,000 L/gross ha/d Total I/CI Demand Total Demand Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-5_Water\wtr _959_ajg.xlsx

32 Choice Properties 1251 Stittsville Main Street Proposed Site Conditions Water Demand Design Flows per Unit Count City of Ottawa - Water Distribution Guidelines, July 2010 Institutional / Commercial / Industrial Demand Avg. Daily Max Day Peak Hour Property Type Unit Rate Units m 3 /d L/min m 3 /d L/min m 3 /d L/min Commercial floor space 2.5 L/m 2 /d 1, Existing Commercial floor space 2.5 L/m 2 /d 6, Restaurant L/seat/d Industrial - Light 35,000 L/gross ha/d Industrial - Heavy 55,000 L/gross ha/d Total I/CI Demand Total Demand Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-5_Water\wtr _959_ajg.xlsx

33 Choice Properties 1251 Stittsville Main Street FUS-Fire Flow Demand Retail B Fire Flow Estimation per Fire Underwriters Survey Water Supply For Public Fire Protection Fire Flow Required 1. Base Requirement F = 220C A L/min Where F is the fire flow, C is the Type of construction and A is the Total floor area Type of Construction: Ordinary Construction C 1 Type of Construction Coefficient per FUS Part II, Section 1 A m 2 Total floor area based on FUS Part II section 1 Fire Flow L/min L/min rounded to the nearest 1,000 L/min Adjustments 2. Reduction for Occupancy Type Free Burning 15% Fire Flow L/min 3. Reduction for Sprinkler Protection Non-Sprinklered 0% Reduction 0 L/min 4. Increase for Separation Distance N >45m 0% S >45m 0% E >45m 0% W >45m 0% % Increase 0% value not to exceed 75% per FUS Part II, Section 4 Increase 0.0 L/min Total Fire Flow Fire Flow L/min fire flow not to exceed 45,000 L/min nor be less than 2,000 L/min per FUS Section L/min rounded to the nearest 1,000 L/min Notes: -Type of construction, Occupancy Type and Sprinkler Protection information provided by. -Calculations based on Fire Underwriters Survey - Part II Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-5_Water\wtr _959_ajg.xlsx FUS

34 Choice Properties 1251 Stittsville Main Street FUS-Fire Flow Demand Retail C Fire Flow Estimation per Fire Underwriters Survey Water Supply For Public Fire Protection Fire Flow Required 1. Base Requirement F = 220C A L/min Where F is the fire flow, C is the Type of construction and A is the Total floor area Type of Construction: Ordinary Construction C 1 Type of Construction Coefficient per FUS Part II, Section 1 A m 2 Total floor area based on FUS Part II section 1 Fire Flow L/min L/min rounded to the nearest 1,000 L/min Adjustments 2. Reduction for Occupancy Type Free Burning 15% Fire Flow L/min 3. Reduction for Sprinkler Protection Non-Sprinklered 0% Reduction 0 L/min 4. Increase for Separation Distance N >45m 0% S >45m 0% E >45m 0% W >45m 0% % Increase 0% value not to exceed 75% per FUS Part II, Section 4 Increase 0.0 L/min Total Fire Flow Fire Flow L/min fire flow not to exceed 45,000 L/min nor be less than 2,000 L/min per FUS Section L/min rounded to the nearest 1,000 L/min Notes: -Type of construction, Occupancy Type and Sprinkler Protection information provided by. -Calculations based on Fire Underwriters Survey - Part II Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-5_Water\wtr _959_ajg.xlsx FUS

35 Choice Properties 1251 Stittsville Main Street Boundary Conditions Unit Conversion Boundary Conditions Unit Conversion Height (m) Elevation (m) m H 2 O PSI kpa L/s L/min Avg. DD Fire 140kPa Fire Flow Peak Hour

36

37 Boundary Conditions 1251 Stittsville Main Street Information Provided Date provided: September 2017 Criteria Average Demand 0.06 Maximum Daily Demand 0.08 Maximum Hourly Demand 0.15 Fire Flow Demand Demand (L/s) Location

38 Results Connection 1 Criteria Head (m) Pressure (psi) Max HGL PKHR MXDY + Fire Flow Considerations 1. The connection point is located on the 406mm diameter watermain on Stittsville Main Street. The private watermain was not modelled when establishing boundary conditions. Disclaimer The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.

39

40

41 APPENDIX C Wastewater Collection

42

43 Choice Properties 1251 Stittsville Main Street Existing Site Conditions Wastewater Design Flows per Unit Count City of Ottawa Sewer Design Guidelines, 2004 Site Area Extraneous Flow Allowances Infiltration / Inflow ha 1.27 L/s Institutional / Commercial / Industrial Contributions Property Type Unit Rate No. of Units Avg Wastewater (L/s) Existing Commercial floor space* 5 L/m 2 /d 6, School 70 L/student/d 0.00 Industrial - Light** 35,000 L/gross ha/d 0.00 Industrial - Heavy** 55,000 L/gross ha/d 0.00 Average I/C/I Flow 0.37 Peak Institutional / Commercial Flow 0.56 Peak Industrial Flow** 0.00 Peak I/C/I Flow 0.56 * assuming a 12 hour commercial operation ** peak industrial flow per City of Ottawa Sewer Design Guidelines Appendix 4B Total Estimated Average Dry Weather Flow Rate Total Estimated Peak Dry Weather Flow Rate Total Estimated Peak Wet Weather Flow Rate 0.37 L/s 0.56 L/s 1.82 L/s Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-2_Sanitary\san _959_ajg.xlsx DSEL

44 Choice Properties 1251 Stittsville Main Street Anticipated Site Conditions Wastewater Design Flows per Unit Count City of Ottawa Sewer Design Guidelines, 2004 Site Area Extraneous Flow Allowances Infiltration / Inflow ha 1.27 L/s Institutional / Commercial / Industrial Contributions Property Type Unit Rate No. of Units Avg Wastewater (L/s) Commercial Floor Space 50,000 L/gross ha/d Industrial - Light** 35,000 L/gross ha/d 0.00 Industrial - Heavy** 55,000 L/gross ha/d 0.00 Average I/C/I Flow 2.62 Peak Institutional / Commercial Flow 3.93 Peak Industrial Flow** 0.00 Peak I/C/I Flow 3.93 * assuming a 12 hour commercial operation ** peak industrial flow per City of Ottawa Sewer Design Guidelines Appendix 4B Total Estimated Average Dry Weather Flow Rate Total Estimated Peak Dry Weather Flow Rate Total Estimated Peak Wet Weather Flow Rate 2.62 L/s 3.93 L/s 5.20 L/s Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-2_Sanitary\san _959_ajg.xlsx DSEL

45 Choice Properties 1251 Stittsville Main Street Proposed Site Conditions Wastewater Design Flows per Unit Count City of Ottawa Sewer Design Guidelines, 2004 Site Area Extraneous Flow Allowances Infiltration / Inflow ha 1.27 L/s Institutional / Commercial / Industrial Contributions Property Type Unit Rate No. of Units Avg Wastewater (L/s) Commercial floor space* 5 L/m 2 /d 1, Existing Commercial floor space* 5 L/m 2 /d 6, Restaurant 125 L/seat/d 0.00 Industrial - Light** 35,000 L/gross ha/d 0.00 Industrial - Heavy** 55,000 L/gross ha/d 0.00 Average I/C/I Flow 0.51 Peak Institutional / Commercial Flow 0.77 Peak Industrial Flow** 0.00 Peak I/C/I Flow 0.77 * assuming a 12 hour commercial operation ** peak industrial flow per City of Ottawa Sewer Design Guidelines Appendix 4B Total Estimated Average Dry Weather Flow Rate Total Estimated Peak Dry Weather Flow Rate Total Estimated Peak Wet Weather Flow Rate 0.51 L/s 0.77 L/s 2.04 L/s Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-2_Sanitary\san _959_ajg.xlsx DSEL

46 SANITARY SEWER CALCULATION SHEET CLIENT: CHOICE PROPERTIES DESIGN PARAMETERS LOCATION: 1251 STITTSVILLE MAIN STREET Avg. Daily Flow Res. 350 L/p/d Peak Fact Res. Per Harmons: Min = 2.0, Max =4.0 Infiltration / Inflow 0.28 L/s/ha FILE REF: Avg. Daily Flow Comm 50,000 L/ha/d Peak Fact. Comm. 1.5 Min. Pipe Velocity 0.60 m/s full flowing DATE: 31-Aug-17 Avg. Daily Flow Instit. 50,000 L/ha/d Peak Fact. Instit. 1.5 Max. Pipe Velocity 3.00 m/s full flowing Avg. Daily Flow Indust 35,000 L/ha/d Peak Fact. Indust. per MOE graph Mannings N Location Residential Area and Population Commercial Institutional Industrial Infiltration Pipe Data Area ID Up Down Area Number of Units Pop. Cumulative Peak. Q res Area Accu. Area Accu. Area Accu. Q C+I+I Total Accu. Infiltration Total DIA Slope Length A hydraulic R Velocity Q cap Q / Q full by type Area Pop. Fact. Area Area Area Area Area Flow Flow (ha) Singles Semi's Town's Apt's (ha) (-) (L/s) (ha) (ha) (ha) (ha) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (mm) (%) (m) (m 2 ) (m) (m/s) (L/s) (-) RETAIL B BLDG B SANMH SANMH2 SANMH SANMH1 EX. SANMH EX. SANMH1 EX. SANMH EX. SANMH2 EX. SANMH EX. SANMH3 EX. SANMH EX. SANMH4 EX. SANMH EX. SANMH5 EX. SANMH EX. RETAIL A EX. SANMH6 EX. SANMH RETAIL C BLDG C SANMH SANMH3 EX. SANMH EX. SANMH9 EX.SANMH EX.SANMH8 EX. SANMH EX. SANMH8 OUTLET Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-2_Sanitary\san _959_ajg.xlsx

47

48

49 APPENDIX D Stormwater Management

50

51 Choice Properties 1251 Stittsville Main Street Existing Site Conditions Estimated Peak Stormwater Flow Rate City of Ottawa Sewer Design Guidelines, 2012 Retail B Existing Drainage Charateristics From Internal Site Area ha C 0.63 Rational Method runoff coefficient 5-Year Imp. Perv. Total L 52.6 m Area Up Elev m C Dn Elev m Slope 3.6 % 100-Year Imp. Perv. Total Tc 7.2 min Area C ) Time of Concentration per Federal Aviation Administration 1.8(1.1 C) L t c S tc, in minutes C, rational method coefficient, (-) L, length in ft S, average watershed slope in % Estimated Peak Flow Estimated Existing Condition Peak Flow 0.5 Total Area C ha 0.63 Rational Method runoff coefficient 5-year 100-year t c i Q actual Q release Q stored V stored i * Q actual Q release Q stored V stored (min) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) Note: C value for the 100-year storm is increased by 25%, to a maximum of 1.0 per Ottawa Sewer Design Guidelines ( ) Retail C Existing Drainage Charateristics From Internal Site Area ha 5-Year Imp. Perv. Total C 0.71 Rational Method runoff coefficient Area L 41 m C Up Elev m Dn Elev m 100-Year Imp. Perv. Total Slope 2.1 % Area Tc 6.4 min C ) Time of Concentration per Federal Aviation Administration 1.8(1.1 C) L t c S tc, in minutes C, rational method coefficient, (-) L, length in ft S, average watershed slope in % Estimated Peak Flow Estimated Existing Condition Peak Flow 0.5 Total Area C ha 0.71 Rational Method runoff coefficient 5-year 100-year t c i Q actual Q release Q stored i * Q actual Q release Q stored V stored (min) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) Note: C value for the 100-year storm is increased by 25%, to a maximum of 1.0 per Ottawa Sewer Design Guidelines ( ) Summary of Release Rates and Storage Volumes Control Area 5-Year 5-Year Storage 100-Year Release Rate Release Rate 100-Year Storage Release Storage Storage Rate (L/s) (m 3 ) (L/s) (m 3 ) Retail B Retail C Total Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-3_Storm\stm _959_ajg.xlsx DSEL

52 Choice Properties 1251 Stittsville Main Street Proposed Site Conditions Retail B Stormwater - Proposed Development City of Ottawa Sewer Design Guidelines, 2012 Target Flow Rate Area ha 5-Year 100-Year Q 73.9 L/s Q L/s Estimated Post Development Peak Flow from Unattenuated Areas Area ID Total Area C A1-A ha 0.69 Rational Method runoff coefficient 5-Year Imp. Perv. Total 100-Year Imp. Perv. Total Area Area C C year 100-year t c i Q actual Q release Q stored V stored i * Q actual Q release Q stored V stored (min) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) Note: C value for the 100-year storm is increased by 25%, to a maximum of 1.0 per Ottawa Sewer Design Guidelines ( ) Estimated Post Development Peak Flow from Attenuated Areas Building ID BLDG B Roof Area ha Avail Storage Area C 0.90 Rational Method runoff coefficient Note: Rational Method Coefficient "C" increased by 25% for 100-year calculations t c 10 min, tc at outlet without restriction Estimated Number of Roof Drains Building Length 22.2 Building Width 19.2 Number of Drains 2 m 2 / Drain max m 2 /notch as recommended by Zurn for Ottawa Roof Top Rating Curve per Zurn Model Z d A V acc V avail Q notch Q roof V drawdown (m) (m 2 ) (m 3 ) (m 3 ) (L/s) (L/s) (hr) * Assumes one notch opening per drain, assumes maximum slope of 10cm 5-year 100-year t c i Q actual Q release Q stored V stored i Q actual Q release Q stored V stored (min) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) year Q roof 2.32 L/s 100-year Q roof 3.07 L/s 5-year Max. Storage Required 5.9 m year Max. Storage Required 13.5 m 3 5-year Storage Depth m 100-year Storage Depth m 5-year Estimated Drawdown Time 0.84 hr 00-year Estimated Drawdown Time 1.52 hr Summary of Release Rates and Storage Volumes Control Area 5-Year Release Rate 5-Year Required Storage 100-Year Release Rate 100-Year Required Storage 100-Year Available Storage (L/s) (m 3 ) (L/s) (m 3 ) (m 3 ) A1-A Roof Controls Total Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-3_Storm\stm _959_ajg.xlsx DSEL

53 Choice Properties 1251 Stittsville Main Street Proposed Site Conditions Retail C Stormwater - Proposed Development City of Ottawa Sewer Design Guidelines, 2012 Target Flow Rate Area ha 5-Year 100-Year Q L/s Q L/s Estimated Post Development Peak Flow from Unattenuated Areas Area ID Total Area C A ha 0.69 Rational Method runoff coefficient 5-Year Imp. Perv. Total 100-Year Imp. Perv. Total Area Area C C year 100-year t c i Q actual Q release Q stored V stored i * Q actual Q release Q stored V stored (min) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) Note: C value for the 100-year storm is increased by 25%, to a maximum of 1.0 per Ottawa Sewer Design Guidelines ( ) Estimated Post Development Peak Flow from Attenuated Areas Building ID BLDG C Roof Area ha Avail Storage Area C 0.90 Rational Method runoff coefficient Note: Rational Method Coefficient "C" increased by 25% for 100-year calculations t c 10 min, tc at outlet without restriction Estimated Number of Roof Drains Building Length 22.2 Building Width 19.2 Number of Drains 4 m 2 / Drain max m 2 /notch as recommended by Zurn for Ottawa Roof Top Rating Curve per Zurn Model Z d A V acc V avail Q notch Q roof V drawdown (m) (m 2 ) (m 3 ) (m 3 ) (L/s) (L/s) (hr) * Assumes one notch opening per drain, assumes maximum slope of 10cm 5-year 100-year t c i Q actual Q release Q stored V stored i Q actual Q release Q stored V stored (min) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) (mm/hr) (L/s) (L/s) (L/s) (m 3 ) year Q roof 4.64 L/s 100-year Q roof 6.13 L/s 5-year Max. Storage Required 11.7 m year Max. Storage Required 26.5 m 3 5-year Storage Depth m 100-year Storage Depth m 5-year Estimated Drawdown Time 0.83 hr 100-year Estimated Drawdown Time 1.50 hr Summary of Release Rates and Storage Volumes Control Area 5-Year Release Rate 5-Year Required Storage 100-Year Release Rate 100-Year Required Storage 100-Year Available Storage (L/s) (m 3 ) (L/s) (m 3 ) (m 3 ) A Roof Controls Total Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-3_Storm\stm _959_ajg.xlsx DSEL

54 Stittsville Main Street Storm Sewer Calculation Sheet Retail B Sewer Data Area ID Up Down Area C Indiv AxC Acc AxC T C I Q DIA Slope Length A hydraulic R Velocity Qcap Time Flow Q / Q full (ha) (-) (min) (mm/hr) (L/s) (mm) (%) (m) (m 2 ) (m) (m/s) (L/s) (min) (-) A1 CB'L'107 CB'T' A2 CB'T'106 CB'T' A3 CB'T'105 CB'T' A4 CB'T'104 CB A5 CB103 STMMH BLDG B BLDG B STMMH A7 CICB108 STMMH A6 STMMH102 CBMH A1 Imp. Perv. Total A2 Imp. Perv. Total A3 Imp. Perv. Total Area Area Area C C C A4 Imp. Perv. Total A5 Imp. Perv. Total A6 Imp. Perv. Total Area Area Area C C C A7 Imp. Perv. Total BLDG B Imp. Perv. Total Area Area C C Z:\Projects\17-959_Choice-Properties-REIT_1251-Stittsville-Main\B_Design\B1_Analysis\B1-3_Storm\stm _959_ajg.xlsx DSEL 4 of 4

55 120 Iber Road Unit 103 Stittsville, Ontario, K2S 1E9 Tel. (613) Fax. (613) RATIONAL METHOD COEFFICIENT - EXISTING CONDITIONS RETAIL B FIG-1

56 EXISTING AREA TO BE RETAINED STITTSVILLE MAIN STREET 120 Iber Road Unit 103 Stittsville, Ontario, K2S 1E9 Tel. (613) Fax. (613) RATIONAL METHOD COEFFICIENT - EXISTING CONDITIONS RETAIL C FIG-2

57 RETAIL B FFE= Iber Road Unit 103 Stittsville, Ontario, K2S 1E9 Tel. (613) Fax. (613) RATIONAL METHOD COEFFICIENT - PROPOSED CONDITIONS RETAIL B FIG-3

58 EXISTING AREA TO BE RETAINED RETAIL C FFE= STITTSVILLE MAIN STREET 120 Iber Road Unit 103 Stittsville, Ontario, K2S 1E9 Tel. (613) Fax. (613) RATIONAL METHOD COEFFICIENT - PROPOSED CONDITIONS RETAIL C FIG-4

59 Zurn Roof Drains

60 Control-Flo...Today s Successful Answer to More THE ZURN CONTROL-FLO CONCEPT Originally, Zurn introduced the scientifically-advanced Control-Flo drainage principle for dead-level roofs. Today, after thousands of successful applications in modern, large dead-level roof areas, Zurn engineers have adapted the comprehensive Control-Flo data to sloped roof areas. DEFINITION DEAD LEVEL ROOFS DIAGRAM A A dead-level roof for purposes of applying the Zurn Control-Flo drainage principle is one which has been designed for zero slope across its entire surface. Measurements shown are for maximum distances. WHAT IS CONTROL-FLO? It is an advanced method of removing rain water off deadlevel or sloped roofs. As contrasted with conventional drainage practices, which attempt to drain off storm water as quickly as it falls on the roof s surface, Control-Flo drains the roof at a controlled rate. Excess water accumulates on the roof under controlled conditions...then drains off at a lower rate after a storm abates m (50 ) 30.50m (100 ) 30.50m (100 ) 15.25m (50 ) 30.50m (100 ) CUTS DRAINAGE COSTS 30.50m (100 ) Fewer roof drains, smaller diameter piping, smaller sewer sizes, and lower installation costs are possible with a Control-Flo drainage system because roof areas are utilized as temporary storage reservoirs. REDUCES PROBABILITY OF STORM DAMAGE (Plan View) Lightens load on combination sewers by reducing rate of water drained from roof tops during severe storms thereby reducing probability of flooded sewers, and consequent backflow into basements and other low areas. THANKS TO EXCLUSIVE ZURN AQUA-WEIR ACTION Key to successful Control-Flo drainage is a unique scientifically-designed weir containing accurately calibrated notches with sides formed by parabolic curves which provide flow rates directly proportional to the head. Shape and size of notches are based on predetermined flow rates, and all factors involved in roof drainage to assure permanent regulation of drainage flow rates for specific geographic locations and rainfall intensities. (Section View) SLOPED ROOFS DIAGRAM B A sloped roof is one designed commonly with a shallow slope. The Zurn Control-Flo drainage system can be applied to any slope which results in a total rise up to 152mm (6 ). The total rise of a roof as calculated for Control-Flo application is defined as the vertical increase in height in inches, from the low point or valley of a sloping roof (A) to the top of the sloping section (B). (Example: a roof that slopes 3mm (1/8 ) per foot having a 7.25m (24 ) span would have a rise of 7.25m x 3mm or 76mm (24 x 1/8 or 3 )). Measurements shown are for maximum distances m (50 ) 30.50m (100 ) 30.50m (100 ) 15.25m (50 ) Dimensions and other measurements given in metric and imperial forms. Page 1

61 Economical Roof Drainage Installations SPECIFICATION DATA ROOF DESIGN RECOMMENDATIONS Basic roofing design should incorporate protection that will prevent roof overloading by installing adequate overflow scuppers in parapet walls. GENERAL INFORMATION ENGINEERING SPECIFICATION: ZURN Z-105 "ControlFlo" roof drain for dead -level or sloped roof construction, Dura-Coated cast iron body. "Control-Flo" weir shall be linear functioning with integral membrane flashing clamp/ gravel guard and Poly-Dome. All data shall be verified proportional to flow rates. The Control-Flo roof drainage data is tabulated for four areas (232.25m2 (2500 sq. ft.), m2 (5000 sq. ft.), m2 (7500 sq. ft.), 929m2 (10,000 sq. ft.) notch areas ratings) for each locality. For each notch area rating the maximum discharge in L.P.M. (G.P.M.) draindown in hours, and maximum water depth at the drain in inches for a dead level roof 51mm (2 inch) rise 102mm (4 inch) rise and 152mm (6 inch) rise are tabulated. The rise is the total change in elevation from the valley to the peak. Values for areas, rise or combination thereof other than those listed, can be arrived at by extrapolation. All data listed is based on the fifty-year return frequency storm. In other words the maximum conditions as listed will occur on the average of once every fifty years. NOTE: The tabulated Control-Flo data enables the individual engineer to select his own design limiting condition. The limiting condition can be draindown time, roof load factor, or maximum water depth at the drain. If draindown time is the limiting factor because of possible freezing conditions, it must be recognized that the maximum time listed will occur on the average of once every 50 years and would most likely be during a heavy summer thunder storm. Average winter draindown times would be much shorter in duration than those listed. GENERAL RECOMMENDATIONS On sloping roofs, we recommend a design depth referred to as an equivalent depth. An equivalent depth is the depth of water attained at the drains that results in the same roof stresses as those realized on a dead-level roof. In all cases this equivalent depth is almost equal to that attained by using the same notch area rating for the different rises to 152mm (6 ). With the same depth of water at the drain the roof stresses will decrease with increasing total rise. Therefore, it would be possible to have a depth in excess of 152mm (6 ) at the drain on a sloping roof without exceeding stresses normally encountered in a 152mm (6 ) depth on a dead-level roof. However, it is recommended that scuppers be placed to limit the maximum water depth on any roof to 152mm (6 ) to prevent the overflow of the weirs on the drains and consequent overloading of drain piping. In the few cases where the data shows a flow rate in excess of 136 L.P.M. (30 G.P.M.) if all drains and drain lines are sized according to recommendations, and the one storm in fifty years occurs, the only consequence will be a brief flow through the scuppers or over-flow drains. NOTE: An equivalent depth is that depth of water attained at the drains at the lowest line or valley of the roof with all other conditions such as notch area and rainfall intensity being equal. For Toronto, Ontario a 2 notch area rating of m (5,000 sq. ft.) results in a 74mm (2.9 inch) depth on a dead level roof for a 50year storm. For the same notch area and conditions, equivalent depths for a 51mm (2 ), 102mm (4 ) and 152mm (6 ) rise respectively on a sloped roof would be 86mm (3.4 ), 104mm (4.1 ) and 124mm (4.9 ). Roof stresses will be approximately equal in all cases. Page 2

62 Control-Flo Drain Selection Is Quick and Easy... The exclusive Zurn Selecta-Drain Chart (pages 8 11) tabulates selection data for 34 localities in Canada. Proper use of this chart constitutes your best assurance of sure, safe, economical application of Zurn Control-Flo systems for your specific geographical area. If the Selecta-Drain Chart does not cover your specific design criteria, contact Zurn Industries Limited, Mississauga, Ontario, for additional data for your locality. Listed below is additional information pertinent to proper engineering of the Control-Flo system. ROOF USED AS TEMPORARY RETENTION The key to economical Control-Flo is the utilization of large roof areas to temporarily store the maximum amount of water without overloading average roofs or creating excessive draindown time during periods of heavy rainfall. The data shown in the Selecta-Drain Chart enables the engineer to select notch area ratings from m2 (2,500 ft.2) to 929m2 (10,000 ft.2) and to accurately predict all other design factors such as maximum roof load, L.P.M. (G.P.M.) discharge, draindown time and water depth at the drain. Obviously, as design factors permit the notch area rating to increase the resulting money saved in being able to use small leaders and drain lines will also increase. ROOF LOADING AND RUN-OFF RATES The four values listed in the Selecta-Drain Chart for notch area ratings for different localities will normally span the range of good design. If areas per notch below m2 (2,500 ft.2) are used considerable economy of the Control-Flo concept is being lost. The area per notch is limited to 929m2 (10,000 ft.2) to keep the draindown time within reasonable limits. Extensive studies show that stresses due to water load on a sloping roof for any fixed set of conditions are very nearly the same as those on a dead-level roof. A sloping roof tends to concentrate more water in the valleys and increase the water depth at this point. The greater depth around the drain leads to a faster run-off rate, particularly a faster early run -off rate. As a result, the total volume of water stored on the roof is less, and the total load on the sloping roof is less. By using the same area on the sloping roof as on the dead-level roof the increase in roof stresses due to increased water depth in the valleys is offset by the decrease in the total load due to less water stored. The net result of the maximum roof stress is approximately the same for any single span rise and fixed set of conditions. A fixed set of conditions, would be the same notch area, the same frequency store, and the same locality. ADDITIONAL NOTCH RATINGS The Selecta-Drain Chart along with Tables I and II enables the engineer to select Control-Flo Drains and drain pipe sizes for most Canadian applications. These calculations are computed for a proportional flow weir that is sized to give a flow of 23 L.P.M. (5 G.P.M.) per inch of head. The 23 L.P.M. (5 G.P.M.) per inch of head notch opening is selected as the bases of design as it offers the most economical installation as applied to actual rainfall experienced in Canada. Should you require design criteria for locations outside of Canada or for special project applications please contact Zurn Industries Limited, Mississauga, Ontario. LEADER AND DRAIN PIPE SIZING Since all data in the Selecta-Drain Chart is based on the 50-year-storm it is possible to exceed the water depth listed in these charts if a 100-year or 1000-year storm would occur. Therefore, for good design it is recommended that scuppers or other methods be used to limit water depth to the design depth and tables I and II be used to size the leaders and drain pipes. If the roof is capable of supporting more water than the design depth it is permissible to locate the scuppers or other overflow means at a height that will allow a greater water depth on the roof. However, in this case the leader and drain pipes should be sized to handle the higher flow rates possible based on a flow rate of 23 L.P.M. (5 G.P.M.) per inch of depth at the drain. PROPER DRAIN LOCATION The following good design practice is recommended for selecting the proper number of Control-Flo drains for a given area. On dead-level roofs, drains should be located no further than 15.25m (50 feet) from edge of roof and no further than 30.50m (100 feet) between drains. See diagram A page 2. On sloping roofs, drains should be located in the valleys at a distance no greater than 15.25m (50 feet) from each end of the valleys and no further than 30.50m (100 feet) between drains. See diagram B page 2. Compliance with these recommendations will assure good run off regardless of wind direction. SPECIAL CONSIDERATIONS FOR STRUCTURAL SAFETY: Normal practice of roof design is based on 18kg (40 lbs.) per 929 cm2 ( sq ft.). (Subject to local codes and by-laws.) Thus it is extremely important that design is in accordance with normal load factors so deflection will be slight enough in any bay to prevent progressive deflection which could cause water depths to load the roof beyond its design limits. Page 3

63 DRAWINGS / FIGURES

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65 DETAIL Not to Scale B B B B B B IB SSIB CP TB-B Grass Grass BP Grass Grass Grass Grass B hmark #1 Spindle B Grass Grass Grass Grass Grass LS LS IB LS S Asphalt Parking LEGEND EXISTING INTERSECTION 1 PROP. MENUBOARD PROP. SPEAKER (19' - 0") (19' - 0") PROP. RET. B (± 4,445 S.F.) (63' - 0") EXISTING ALL TURNS KEY PLAN 1 : (38' - 11") SNOW STORAGE 136 CARS (221' - 9") EXISTING RIGHT IN RIGHT OUT SITE AREA (± ACRES) EXISTING RETAIL A MAIN STREET (REGIONAL ROAD NO. 5A) CARS RELOCATED GARDEN CENTRE (54 CARS) EXISTING PARKING MODIFIED 329 CARS (INC. GARDEN CENTRE) 383 CARS (N.I.C. GARDEN CENTRE) (290' - 4") (± 68,924 S.F.) (35' - 11") 157 CARS (59' - 3") (20' - 0") (49' - 3") PROPOSED RETAIL C1 (± 4,300 S.F.) PROPOSED RETAIL C2 (± 1,300 S.F.) PROPOSED RETAIL C3 (± 3,200 S.F.) (65' - 0") EXISTING ALL TURNS M/E ROOM (± 150 S.F.) HYDRO EASEMENT TOTAL SITE AREA EXISTING RETAIL A PROPOSED RETAIL B PROPOSED RETAIL C1 PROPOSED RETAIL C2 PROPOSED RETAIL C3 M/E ROOM TOTAL RETAIL AREA TOTAL BUILDING AREA PARKING PROVIDED (N.I.C. GARDEN CENTRE) PARKING PROVIDED (INC. GARDEN CENTRE ) REQUIRED PARKING COVERAGE EXISTING RETAIL PROPOSED RETAIL TOTAL RETAIL DIFFERENCE STATISTICS ± ACRES ± 68,924 S.F. ± 4,445 S.F. ± 4,300 S.F. ± 1,300 S.F. ± 3,200 S.F. ± 300 S.F. ± 82,169 S.F. ± 82,469 S.F. 4.66/1000 S.F. 4.00/1000 S.F. ± 68,924 S.F. ± 13,245 S.F. ± 82,169 S.F. ± 13,245 S.F. ± 4.53 H.A. ± 6,403 S.M. ± 413 S.M. ± 399 S.M. ± 121 S.M. ± 297 S.M. ± 28 S.M. ± 7,634 S.M. ± 7,662 S.M. 383 CARS 5.02/100 S.M. 329 CARS 4.31/100 S.M. 3.40/100 S.M % ± 6,403 S.F. ± 1,231 S.M. ± 7,634 S.M. ± 1,231 S.M. ZONE: TM9(2270) H(15) MINIMUM LOT WIDTH MINIMUM LOT AREA MAXIMUM FRONT YARD MINIMUM REAR YARD MINIMUM INTERIOR SIDE MAXIMUM CORNER SIDE MINIMUM BUILDING HEIGHT MAXIMUM BUILDING HEIGHT MAXIMUM FLOOR SPACE INDEX MINIMUM WIDTH OF LANDSCAPED AREA PARKING SPACE RATES AREA C (SUBURBAN) ZONING REQUIREMENTS REQUIRED NO MINIMUM NO MINIMUM 3M 10M 7.5M, ABUTTING OPEN SPACE 3M 6.7M 20M, NO MORE THAN 4 STOREYS NO MAXIMUM NO MINIMUM RETAIL FOOD STORE 3.4 PER 100 S.M. G.F.A. 246 CARS RESTAURANT 10 PER 100 S.M. G.F.A. 27 CARS PROVIDED 264M 45,331 S.M. 3M 10.9M 24M 1 STOREY 15% 3M 441 CARS 5 22'-0" (6700 mm) 19'-0" (5800 mm) NOTES: REFER TO SITE PLAN DRIVE AISLE STANDING SIGN mm 1525 mm 11'-2" (3400 mm) REFER TO SITE PLAN 1. REFER TO SITE PLAN FOR SPECIFIC PROJECT SITE PLANNING DIMENSIONS. 2. ALL PARKING LOT LINE STRIPING TO BE PAINTED WITH PARA PAINT '8 MPI - YELLOW' OR EQUAL. 3. ALL PARKING DIMENSIONS SHOWN ARE MINIMUM. CONFIRM REQUIRED SIZES WITH LOCAL AUTHORITY HAVING JURISDICTION. ACCEPTABLE MANUFACTURER: SUREGUARD SHIELD (C/W SUREGUARD "SURE-SEAL" INSTALLATION KIT.) SIZE: 7" X 42" COLOUR: YELLOW AS MANUFACTURED BY "SUREGUARD SECURITY PRODUCTS (ADAM ULIAS) PO. BOX 1202, 820 VICTORIA ST. N, KITCHNER, ONT. N2G 4G8 PH: (519) FX: (519) AULIAS@SUREGUARD.CA STRIPES ON 45 ANGLE 8'-10" (2700 mm) REFER TO SITE PLAN STANDARD PARKING DETAIL 1 : BY PERMIT ONLY STRIPE COLOUR (TYP.) STANDING SIGN 6 9'-0" (2743 mm) 9'-0" (2743 mm) REFER TO SITE PLAN 9'-0" (2743 mm) PROTOTYPICAL ACCESSIBLE PARKING SPACES ACCESSIBLE PARKING DETAIL 1 : '-4" (5600 mm) REFER TO SITE PLAN SIGN WITH THE INTERNATIONAL SYMBOL OF ACCESSIBILITY - PROVIDE ADDITIONAL "VAN ACCESSIBLE" SIGN MOUNTED BELOW THE SYMBOL OF ACCESSIBILITY AT 1 IN EVERY 6 STALLS OR PORTION OF SIX BUT NOT LESS THEN ONE. 4" WIDE DIAGONAL PAINT STRIPPING AT ACCESS AISLE. 18'-0" MINIMUM STALL DEPTH, SIGN BOLLARD MUST NOT BE WITHIN THE 18 FOOT STALL NOTE: PROTOTYPICAL ACCESS AISLE TO BE MIN. 96" WIDE AND SLOPE LESS THEN 1:50. AISLE TO BE SAME LENGTH AS SPACE IT SERVES AND MUST CONNECT TO ACCESSIBLE ROUTE TO STORE. ACCESSIBLE SPACE, AISLE AND ROUTE TO SPACE TO HAVE MIN 98" HIGH CLEARANCE. CURB RAMPS CAN NOT EXTEND INTO ACCESS AISLE. VERIFY STATE AND LOCAL CODES FOR ADDITIONAL REQUIREMENTS. TARGET ACCESSIBLE PARKING BY PERMIT ONLY TOW AWAY ZONE ON DRIVEWAY PROPOSED ENTRANCE ARROW PROPOSED EXIT ARROW PROPOSED FIRE HYDRANT PROPOSED SIAMESE CONNECTION PROPOSED SIGN PROPOSED FIRE & TRUCK ROUTE (HEAVY DUTY ASPHALT) CONCRETE SIDEWALK LANDSCAPED AREA SYMBOL SIGN DESCRIPTION A B C "STOP" SIGN Ra-1 (600x600)mm WHITE REFL. LEGEND & BORDER, RED REFL. BACKGROUND "DISABLE PARKING PERMIT" SIGN Rb-93 (300x450)mm RED REFL. INTERDICTORY SYMBOL, BLUE REFL. SYMBOL OF ACCESS & SYMBOL BORDER, BLACK SYMBOL, LEGEND & BORDER, WHITE REFL. BACKGROUND "FIRE ROUTE" SIGN (300x450)mm RED REFL. INTERDICTORY SYMBOL, BLACK SYMBOL, WHITE REFL. "FIRE ROUTE" ON BLACK BACKGROUND, BLACK LEGEND & BORDER, WHITE REFL. BACKGROUND 1 9/32" TURNER FLEISCHER TURNER FLEISCHER ARCHITECTS INC. STLesmill Road Toronto çå Canada ãpä OíU T elephone( QNS) QORJOOOO turnerfleischer.com This drawing, as an instrument of service, is provided by and is the property of Turner Fleisher Architects Inc. The contractor must verify and accept responsibility for all dimensions and conditions on site and must notify Turner Fleischer Architects Inc. of any variations from the supplied information. This drawing is not to be scaled. The architect is not responsible for the accuracy of survey, structural, mechanical, electrical, etc., information shown on this drawing. Refer to the appropriate consultant's drawings before proceeding with the work. Construction must conform to all applicable codes and requirements of authorities having jurisdiction. The contractor working from drawings not specifically marked 'For Construction' must assume full responsibility and bear costs for any corrections or damages resulting from his work. *NOTE: ALL SIGNS TO BE MOUNTED ON U- CHANNEL POST, UNLESS OTHERWISE INDICATED. ALL SIGNS PER HIGHWAY TRAFFIC ACT, ONTARIO REGULATION /32" TYP. 3 1/16" (2 lbs/ft.) 0.142" U CHANNEL POST DETAIL DEPTH = 2' 6" EMBED STITTSVILLE MAIN STREET STITTSVILLE MAIN STREET EXIST. F.H. N11 2 A=C=11.47 (P1) & Set PART 2 N59 35'40"W A=C=0.40 R=9.58 (P1)&Set 7.7 EASEMENT (P1) & Set N59 35'40"W A=C=0.40 R=9.58 (P1)&Set (P4)&Meas. N04 47'20"W A= C= R= PART 1 BP EXISTING TRAFFIC SIGNAL POST EXISTING TRAFFIC SIGNAL POST WIF EXISTING FENCE EXISTING TRANSFORMER BP BP 0.03 West Planter EXISTING CONCRETE SIDEWALK EASEMENT N 49 36' 10" E WIF 4 A A WIF EXISTING FENCE 4 A A EXISTING PARKING TO BE DEMOLISHED (6 CARS REMOVED) TB-C MENU AND SPEAKER BOX TO BE CONFIRMED Concrete Sidewalk Planter N 04 47' 20" W Planter Planter PART 20 PLAN 4R SUBJECT TO EASEMENT INST. LT AND OC Concrete Curb BP 3266 (10' - 9") 0.04 East EXISTING PARKING AND CURBING TO BE DEMOLISHED (7 CARS REMOVED) 5.55 M+E ROOM (±150 S.F.) 1 A POTENTIAL 3.75M ROAD WIDENING WIF 6 A MAXIMUM 3M FRONT YARD SETBACK PART 21 PLAN 4R SUBJECT TO EASEMENT INST C/L of Road Concrete Sidewalk UNIT B.1 (±1,125 S.F.) UNIT B.2 (±1,120 S.F.) BP 0.10 East PROPOSED RETAIL B (±4,445 S.F.) FFE= UNIT B.3 (±2,200 S.F.) CONCRETE PAD (63' - 0") EARTH BINS A APPROXIMATE LOCATION OF OTTAWA HYDRO EXISTING SWITCH GEAR Planter 3500 TYP (9' - 10") 5791 (19' - 0") 5791 (19' - 0") (33' - 8") (1' - 2") 2032 (6' - 8") 610 (2' - 0") 2032 (6' - 8") 356 (1' - 2") (2' - 0") (6' - 0") (2' - 0") 4 A (71' - 11") 6 A TYP TYP. LOADING SPACE 8 MH-H T\G= EXISTING PARKING TO BE DEMOLISHED (10 CARS REMOVED) 3000 TYP N 00 59' 35" E A A A EXISTING CURBING TO RETAINED AND EXPANDED A A EXISTING PARKING TO BE DEMOLISHED (4 CARS REMOVED) 6 A BOLLARDS BOLLARDS 6700 TYP. DRIVE THRU "THANK YOU/ DO NOT ENTER" SIGN TO BE CONFIRMED TYP TYP A A TYP TYP TYP. Planter TYP. EXISTING FIRE HYDRANT 3400 TYP. Grass EXTENT OF SPA 5800 TYP TYP. 5 A EXTENT OF SPA A = C/L of Road HEAVY DUTY ASPHALT FIRE TRUCK ROUTE (P4) & Meas. HEAVY DUTY ASPHALT FIRE TRUCK ROUTE EXISTING CURB TO BE CEMOLISHED EXISTING LIGHT STANDARD TO BE RELOCATED R 5% SLOPE PROP. RAMP C 2600 TYP. DRIVE THRU "ENTER" SIGN TO BE CONFIRMED C 5% SLOPE EXTENT OF SPA EXISTING LIGHT STANDARD EXTENT OF SPA EXTENT OF SPA Planter C C Planter 6700 Grass 5 A EXTENT OF SPA US) US) A TYP. EXIST. PARKING TO BE DEMOLISHED EXIST. L.S. TO BE RELOCATED C EXIST. CURBING TO BE DEMOLISHED HEAVY DUTY ASPHALT FIRE TRUCK ROUTE EXIST. CURBING TO BE DEMOLISHED TYP TYP TYP A EXIST. L.S C EXTENT OF SPA C = Concrete Curb WB-62 AASHTO 2011 (US) WB-62 AASHTO 2011 (US) 6700 TYP. WB-62 AASHTO 2011 (US) 6 A Planter EXISTING PARKING TO BE DEMOLISHED (20 CARS REMOVED) HEAVY DUTY ASPHALT FIRE TRUCK ROUTE 6 A A A TYP TYP Concrete Curb EXISTING PARKING TO BE DEMOLISHED (6 CARS REMOVED) 12 Parking Spaces EXIST. BOLLARD TO BE REMOVED 1 A C 4 A Grass 4 A A A Parking Spaces 6 A A PROPOSED RETAIL C1 (± 4,300 S.F.) FFE= (65' - 0") PROPOSED RETAIL C2 (± 1,300 S.F.) FFE= PROPOSED RETAIL C3 (± 3,200 S.F.) FFE= (65' - 0") 9000 TYP. WB-62 LOADING SPACE AASHTO 2011 (US) PROP. CONCRETE SIDEWALK EXTENT OF SPA WIF 3000 TYP. 15 Parking Spaces (59' - 3") 6102 (20' - 0") (49' - 3") 5646 (18' - 6") WIF 610 (2' - 0") 2 A (19' - 6") Planter OVERHEAD DOOR 1829 (6' - 0") C 610 (2' - 0") 4 A A R = EXISTING PARKING TO BE DEMOLISHED (14 CARS REMOVED) 355 (1' - 2") 2032 (6' - 8") 610 (2' - 0") 2032 (6' - 8") 356 (1' - 2") 4 A M/E ROOM (± 150 S.F.) Planter Planter Concrete Curb C/L of Road HEAVY DUTY ASPHALT FIRE TRUCK ROUTE EXISTING G.C. SERVICE CONNECTION TO BE RELOCATED 4 A CONCRETE PAD EARTH BINS Painted Line Trees Concrete Curb Planter EXISTING Concrete CONCRETE Sidewalk SIDEWALK EXISTING CONCRETE SIDEWALK EXISTING ALL TURNS 6.00 Yellow Painted Line HYDRO EASEMENT Planter White Painted Line (87' - 9") SUBJECT TO EASEMENT INST. LT (98' - 3") (88' - 2") WIF calc SSIB Concrete Curb C/L of Road EXIST. F.H. HYDRO EASEMENT EASEMENT PART 24 PLAN 4R Concrete Curb calc SSIB Conc ISSUED FOR REVIEW DP ISSUED FOR COORDINATION DP ISSUED FOR REVIEW DP ISSUED FOR REVIEW DP # DATE DESCRIPTION BY PROJECT DRAWING PROJECT NO R PROJECT DATE MAIN STREET STITTSVILLE, ONTARIO SITE PLAN DRAWN BY AA B RETAIL B BLOW-UP : : 150 RETAIL C BLOW-UP CHECKED BY JK SCALE As indicated N DRAWING NO. A1 50.0