ÉCOLE SECONDAIRE CATHOLIQUE SECTEUR ORLÉANS 641 RENAUD ROAD DEVELOPMENT SERVICING STUDY AND STORMWATER MANAGEMENT REPORT Prepared by: NOVATECH ENGINEERING CONSULTANTS LTD. Suite 2, 24 Michael Cowpland Drive Kanata, Ontario K2M 1P6 December 2, 213 Revised May 23, 214 Ref: R-213-198 Novatech File No. 113196
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. TABLE OF CONTENTS 1. INTRODUCTION... 1 1.1 Purpose... 1 1.2 Location and Site Description... 1 1.3 Consultation and Reference Material... 2 1.3.1 Reference Items... 2 2. PROPOSED DEVELOPMENT... 2 3. SITE SERVICING... 2 3.1 Sanitary... 3 3.2 Water... 4 3.2.1 Domestic Water Demand... 4 3.2.2 Water Supply for Fire-Fighting... 4 3.3 Storm and Stormwater Management... 3.3.1 Stormwater Management Criteria and Objectives... 3.3.2 Allowable Release Rate... 3.3.3 Post-Development Conditions... 4. SITE GRADING... 14 4.1 Major System Overflow Route...14 4.2 Erosion and Sediment Control...14. PHASING... 1 6. GEOTECHNICAL INVESTIGATIONS... 1 7. CONCLUSION... 1 LIST OF FIGURES Figure 1 Aerial Plan LIST OF APPENDICIES Appendix A: Correspondence Appendix B: Development Servicing Study Checklist Appendix C: Rational Method Calculations, IDF Curves Appendix D: SWM Summary Sheet, Storage Calculations, Storm Sewer Design Sheet Appendix E: Sample Calculations Appendix F: IPEX Inlet Control Device Information Appendix G: Control Flow Roof Drain Information LIST OF DRAWINGS General Plan of Services (C1) Grading Plan (C2) Stormwater Management Plan (C3) Novatech Engineering Consultants Ltd. i
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. 1. INTRODUCTION The Conseil des écoles catholiques du Centre-Est (CECCE) is proposing to construct a new high-school in Orleans and Novatech Engineering Consultants Ltd. (Novatech) has been retained to complete the site servicing and grading design for this project. 1.1 Purpose This report outlines the servicing aspects of the proposed development with respect to water, sanitary and storm drainage and addresses the approach to stormwater management. This report is being submitted in support of the site plan application for the subject property. 1.2 Location and Site Description The proposed catholic high-school will be located at 641 Renaud Road, on the east side of the future Belcourt Boulevard intersection, in the City of Ottawa. The subject property is bordered by Renaud Road to the south, the Belcourt Boulevard extension to the west and future residential developments to the north and east. Figure 1 Aerial Plan provides an aerial view of the site. The legal description of the property is designated as Part of Lots 2 & 3, Concession 3 (Ottawa Front) Geographic Township of Gloucester, in the City of Ottawa. Novatech Engineering Consultants Ltd. 1
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. 1.3 Consultation and Reference Material A pre-consultation meeting was held with the City of Ottawa on October 11, 213, at which time the client was advised of the general submission requirements. Refer to Appendix A for a summary of the correspondence from the pre-consultation meeting held with the City of Ottawa. A pre-consultation meeting was neither held with the Ministry of the Environment (MOE) nor with the Rideau Valley Conservation Authority (RVCA) regarding the proposed development. These agencies were however consulted as part of the Master Servicing Study for the Trails Edge and Orleans Business Park. We do anticipate requiring a permit from the RVCA in order to fill the existing drainage ditch located within the northern portion of the site. 1.3.1 Reference Items 1 The Servicing Report for Trails Edge and Orleans Business Park (Ref. No. 1-49) was prepared by DSEL, Revision 6, dated March 214. (Still under review by City of Ottawa) 2 The Geotechnical Investigation Report (LRL Ref. No. 1377) was prepared by LRL Associates Ltd. in November 213. 3 The Phase I Environmental Site Assessment (LRL Ref. No. 1377) was prepared by LRL Associates Ltd. on October 8, 213. 2. PROPOSED DEVELOPMENT The proposed development will consist of a 2-storey high-school and associated parking lot, bus drop-off, school yard and sports field. As per the City of Ottawa s request, the school will be located as close as possible to the northeast corner of Renaud Road and the Belcourt Boulevard intersection. The proposed school site will encompass the entire property and will be accessible from both Renaud Road and Belcourt Boulevard. The undeveloped site is approximately.6 hectares in size. 3. SITE SERVICING The objective of the site servicing design is to conform to the requirements of the City of Ottawa; to provide a suitable domestic water supply, proper sewage outlets and to ensure that appropriate fire protection is provided. The servicing criteria, expected sewage flows and water demands for the site have been established using the City of Ottawa municipal design guidelines for sewer and water distribution, which is consistent with the the Servicing Report for the Trails Edge and Orleans Business Park Report 1. The proposed school will be serviced by extending services to the future municipal watermain and storm sewer in the Belcourt Boulevard. A new sanitary service will be extended to the future municipal sanitary sewer in Renaud Road. Refer to the enclosed General Plan of Services and to the subsequent sections of the report for further details. The City of Ottawa Servicing Study Guidelines for Development Applications requires a Development Servicing Study Checklist to confirm that each applicable item is deemed Novatech Engineering Consultants Ltd. 2
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. complete and ready for review by City of Ottawa Infrastructure Approvals. A completed checklist is enclosed in Appendix B at the back of the report. 3.1 Sanitary The proposed high-school will be serviced by a 2mm dia. sanitary service connected to the future sanitary sewer in Renaud Road. The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the proposed school, which includes the anticipated future expansions. The following design criteria were taken from Section 4 Sanitary Sewer Systems and Appendix 4-A - Daily Sewage Flow For Various Types of Establishments of the City of Ottawa Sewer Design Guidelines: Average Daily Sewage Flows: Institutional Average Flow:, L/gross ha/day School with cafeteria, gym and showers: 9 L/person/day Institutional Peaking Factor = 1. Infiltration Allowance:.28 L/s/ha x.6 ha site = 1.42 L/s For comparison purposes the theoretical sanitary flows were calculated using two methods. Table 3.1A identifies the theoretical sanitary flows based on typical institutional flows relative to the site area, while Table 3.1B identifies the theoretical sanitary flows for the school based on a design population, using the above design criteria. Table 3.1A Theoretical Sanitary Flows based on the Site Area Site Area Average Flow (L/s) Peaking Factor Peak Flow (L/s) Infiltration Allowance (L/s) Total Flow (L/s).6 2.93 1. 4.39 1.42.81 Table 3.1B Theoretical Sanitary Flows based on the Design Population Type of Use Design Parameter Average Flow (L/s) Peaking Factor Peak Flow (L/s) Total Flow (L/s) School 12 students * 1.2 1. 1.88 1.88 School 14 staff *.1 1..22.22 Total - 1.4-2.1 3.2 ** * Includes the possible future expansion of the school **Includes an Infiltration allowance of 1.42 L/s The proposed 2mm dia. sanitary service will be a gravity pipe at a minimum slope of 1.% with a full flow conveyance capacity of 34.2 L/s and will have sufficient capacity to convey the theoretical sanitary flows calculated in Tables 3.1A and 3.1B. The sanitary service was sized to accommodate the larger, more conservative flows calculated by the Mechanical Engineer using Fixture Units. Novatech Engineering Consultants Ltd. 3
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. The proposed school site has been accounted for in the Master Servicing Study for the Trails Edge and Orleans Business Park prepared by DSEL. 3.2 Water The proposed building will be serviced by a 1mm dia. water service connected to the future 4mm dia. watermain in Belcourt Boulevard. The proposed 1mm diameter service will be sized to provide both the required domestic water demand and fire flow for the proposed school. A shut-off valve will be provided at the property line. The water meter will be located in the mechanical room inside the building; while the remote meter will be located on the exterior face of the building. A new on-site hydrant will be connected to the proposed water service and will be located near the main building entrance, within 4m of the building siamese connection. 3.2.1 Domestic Water Demand The City of Ottawa design criteria were used to calculate the theoretical water demand for the proposed school. The following design criteria were taken from Section 4 Water Distribution Systems of the Ottawa Design Guidelines Water Distribution: Maximum Day Demand = 2. x Average Day Demand Maximum Hour Demand = 2.2 x Maximum Day Demand Table 3.2.1 identifies the theoretical domestic water demands for the proposed school based on the above design criteria. Table 3.2.1 Theoretical Water Demand Type of Use Average Day Demand (L/s) Maximum Day Demand (L/s) Maximum Hour Demand (L/s) School 1.4 * 3. 7.7 *Taken from Table 3.1B above 3.2.2 Water Supply for Fire-Fighting The proposed school will be sprinklered and supplied with a fire department siamese connection. A new on-site hydrant will be located near the main building entrance, within 4m of the siamese connection. Based on information provided by the Mechanical Engineer, the fire flow requirements for the building are expected to be in the order of 37 USGPM (or 23.6 L/s). The fire flow requirements include both sprinkler system and hose allowances in accordance with the OBC and NFPA 13. The sprinkler system will be designed by the fire protection (sprinkler) consultant as this process involves detailed hydraulic calculations based on building layout, pipe runs, head losses, fire pump requirements, etc. Booster pumps are not expected to be required. The above information is being provided to the City of Ottawa for use in the hydraulic analysis of the municipal watermain network. It is anticipated that the current City of Ottawa boundary conditions will not be applicable as they will be affected by the significant future developments in the area (including the future 4mm dia. watermain in Belcourt Boulevard). Novatech Engineering Consultants Ltd. 4
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. The proposed school site has been accounted for in the Master Servicing Study for the Trails Edge and Orleans Business Park prepared by DSEL. 3.3 Storm and Stormwater Management The stormwater management design for the proposed development will include on-site quantity control prior to releasing flows from the site. A detailed description of the sub-catchment areas and post-development flows are discussed in the subsequent sections of the report. 3.3.1 Stormwater Management Criteria and Objectives The criteria and objectives for the proposed stormwater management design are as follows: Provide a dual drainage system (i.e. minor and major system flows); Maximize the use of available storage on site; Control the post-development flows from the site to the maximum allowable release rate of 86 L/s for storms up to and including the 1:1 year design event (per DSEL Report 1 ). Create a defined major system overflow route to convey stormwater runoff exceeding the available on-site storage (greater than the 1:1 year event); and Provide guidelines to ensure that site preparation and construction is in accordance with the current Best Management Practices for Erosion and Sediment Control. 3.3.2 Allowable Release Rate As indicated in the Servicing Report for Trails Edge and Orleans Business Park Report 1, the maximum allowable release rate for the site was calculated to be 86 L/s. 3.3.3 Post-Development Conditions Under post-development conditions, the imperviousness of the site will increase significantly. In order to mitigate the stormwater related impacts due to the proposed development, flow from the site will be controlled by the use of multiple inlet control devices (ICD) and control flow roof drains prior to being directed into the municipal storm sewer system. Refer to the enclosed plans and to the subsequent sections of the report for further details. 3.3.3.1 Sub-catchment Areas A-1 to A-9 The post-development flow from sub-catchment areas A-1 to A-9 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 9. Stormwater runoff from these drainage areas will be temporarily stored on the surface of the paved bus drop-off and landscaped areas prior to being discharged into the on-site storm sewer system. Table 3.3.3.1 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Table 3.3.3.1: Design Flow and Inlet Control Device Table Design Event Orifice Plug Type ICD Design Flow (L/s) Drainage Areas A-1 to A-9 Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year 2 mm dia. 12.3 L/s.41 37. m³ 1:1 Year 2 mm dia. 124.8 L/s.6 m 13.7 m³ Max Volume Provided (m³) 139. m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3.2 Sub-catchment Area A-1 The post-development flow from sub-catchment area A-1 will be attenuated by the use of an inlet control device installed in the outlet pipe of CB 1. Stormwater runoff from this drainage area will be temporarily stored on the surface prior to being discharged into the on-site storm sewer system. Table 3.3.3.2 summarizes the post-development design flows from this sub-catchment area as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.2: Design Flow and Inlet Control Device Table Drainage Area A-1 Design Event Orifice Plug Type ICD Design Flow (L/s) Post-Development Conditions Ponding Elevation (m) Volume Required (m³) Max Volume Provided (m³) 1: Year 77 mm dia 13.7 L/s - - 1:1 Year 77 mm dia 14.2 L/s.41 m 8.2 m³ 8.7 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix F for IPEX inlet control device information. 3.3.3.3 Sub-catchment Areas A-11 to A-13 The post-development flow from sub-catchment areas A-11 to A-13 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 13. Stormwater runoff from these drainage areas will be temporarily stored on the surface, adjacent to the sports field, prior to being discharged into the on-site storm sewer system. Novatech Engineering Consultants Ltd. 6
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Table 3.3.3.3 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.3: Design Flow and Inlet Control Device Table Design Event Orifice Plug Type ICD Design Flow (L/s) Drainage Areas A-11 to A-13 Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year 14 mm dia. 8.7 L/s. m 7.4 m³ 1:1 Year 14 mm dia. 6. L/s.9 m 216.9 m³ Max Volume Provided (m³) 228.4 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3.4 Sub-catchment Areas A-14 to A-1 The post-development flow from sub-catchment areas A-14 to A-1 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 1. Stormwater runoff from these drainage areas will be temporarily stored on the surface (future parking lot expansion area) prior to being discharged into the on-site storm sewer system. Table 3.3.3.4 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.4: Design Flow and Inlet Control Device Table Design Event Orifice Plug Type ICD Design Flow (L/s) Drainage Areas A-14 to A-1 Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year 13 mm dia. 31.1 L/s.3 2.7 m³ 1:1 Year 13 mm dia. 31.8 L/s.46 m 22. m³ Max Volume Provided (m³) 2. m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3. Sub-catchment Areas A-16 to A-17 The post-development flow from sub-catchment areas A-16 to A-17 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 17. Stormwater runoff from these drainage areas will be temporarily stored on the surface of the paved parking lot prior to being discharged into the on-site storm sewer system. Novatech Engineering Consultants Ltd. 7
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Table 3.1 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.1: Design Flow and Inlet Control Device Table Drainage Areas A-16 to A-17 Design Event Orifice Plug Type ICD Design Flow (L/s) Post-Development Conditions Ponding Elevation (m) Volume Required (m³) Max Volume Provided (m³) 1: Year 12 mm dia. 29. L/s.3 m 2.2 m³ 1:1 Year 12 mm dia. 3. L/s.44 m 2.1 m³ 24.8 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3.6 Sub-catchment Areas A-18 to A-19 The post-development flow from sub-catchment areas A-18 to A-19 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 19. Stormwater runoff from these drainage areas will be temporarily stored on the surface of the paved parking lot prior to being discharged into the on-site storm sewer system. Table 3.3.3.6 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.6: Design Flow and Inlet Control Device Table Design Event Orifice Plug Type ICD Design Flow (L/s) Drainage Areas A-18 to A-19 Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year 16 mm dia. 31.4 L/s.3 m 2.6 m³ 1:1 Year 16 mm dia. 32.1 L/s.44 m 21.8 m³ Max Volume Provided (m³) 23.4 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3.7 Sub-catchment Area A-2 The post-development flows from sub-catchment area A-2 will be attenuated by the use of twenty six (26) adjustable control flow roof drains. Stormwater runoff from this drainage area will be temporarily controlled on the roof, prior to being discharged into the on-site storm sewer Novatech Engineering Consultants Ltd. 8
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. system, via the building service. Each roof drain will control the flow to a maximum release rate of 3.8 L/s (or 6 USGPM) per drain at a maximum ponding depth of.1m above each drain. Table 3.3.3.7 summarizes the post-development design flows from this sub-catchment area as well as the type of roof drains, the maximum ponding depths, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.7: Design Flow and Roof Drain Table Drainage Area A-2 Design Event Control Flow Roof Drains Design Flow (L/s) Post-Development Conditions Ponding Depth (m) Surface Vol. Required (m³) Max Volume Provided (m³) 1: Year 1:1 Year Zurn Z-1 (US) Zurn Z-1 (US) 26 x 3.8L/s 98.8 L/s 26 x 3.8L/s 98.8 L/s Variable 26. m³.1 m 1.6 m³ 16. m³ As indicated in the table above, the building roof will provide sufficient storage for both the 1: year and 1:1 year design events. Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix G for roof drain information. 3.3.3.8 Sub-catchment Area A-21 The uncontrolled post-development flow from sub-catchment area A-21 was calculated using the Rational Method to be 13.6 L/s for the 1: year design event and 2.8 L/s for the 1:1 year design event. Refer to Appendix C for Rational Method calculations. 3.3.3.9 Sub-catchment Area A-22 The post-development flow from sub-catchment area A-22 will be attenuated by the use of an inlet control device installed in the outlet pipe of CB 22. Stormwater runoff from this drainage area will be temporarily stored on the surface prior to being discharged into the on-site storm sewer system. Table 3.3.3.9 summarizes the post-development design flows from this sub-catchment area as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Novatech Engineering Consultants Ltd. 9
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Table 3.3.3.9: Design Flow and Inlet Control Device Table Design Event Orifice Plug Type ICD Design Flow (L/s) Drainage Area A-22 Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year 117 mm dia. 3.8 L/s.4 m - 1:1 Year 117 mm dia. 33.9 L/s.62 m 1.1 m³ Max Volume Provided (m³) 1. m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3.1 Sub-catchment Areas A-23 to A-24 The post-development flow from sub-catchment areas A-23 to A-24 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 24. Stormwater runoff from these drainage areas will be temporarily stored on the surface prior to being discharged into the on-site storm sewer system. Table 3.3.3.1 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.1: Design Flow and Inlet Control Device Table Drainage Areas A-23 to A-24 Design Event 1: Year 1:1 Year IPEX LMF Type ICD Tempest Vortex Tempest Vortex Design Flow (L/s) Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 7.2 L/s.6 m - 7.4 L/s.76 m 4.6 m³ Max Volume Provided (m³). m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix F for IPEX inlet control device information. 3.3.3.11 Sub-catchment Area A-2 The post-development flow from sub-catchment area A-2 will be attenuated by the use of an inlet control device installed in the outlet pipe of CB 2. Stormwater runoff from this drainage area will be temporarily stored on the surface prior to being discharged into the on-site storm sewer system. Novatech Engineering Consultants Ltd. 1
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Table 3.3.3.11 summarizes the post-development design flows from this sub-catchment area as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.11: Design Flow and Inlet Control Device Table Drainage Area A-2 Design Event Orifice Plug Type ICD Design Flow (L/s) Post-Development Conditions Ponding Elevation (m) Volume Required (m³) Max Volume Provided (m³) 1: Year 79 mm dia. 14.9 L/s.4 m - 1:1 Year 79 mm dia. 1.4 L/s.6 m 8. m³ 8.4 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix F for IPEX inlet control device information. 3.3.3.12 Sub-catchment Areas A-26 to A-27 The post-development flow from sub-catchment areas A-26 to A-27 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 27. Stormwater runoff from these drainage areas will be temporarily stored on the surface of the paved parking lot prior to being discharged into the on-site storm sewer system. Table 3.3.3.12 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.12: Design Flow and Inlet Control Device Table Drainage Areas A-26 to A-27 Design Event Orifice Plug Type ICD Design Flow (L/s) Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year mm dia. 21.4 L/s.3 m 2.6 m³ 1:1 Year mm dia. 21.8 L/s.44 m 16.4 m³ Max Volume Provided (m³) 18.1 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix F for IPEX inlet control device information. Novatech Engineering Consultants Ltd. 11
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. 3.3.3.13 Sub-catchment Areas A-28 to A-29 The post-development flow from sub-catchment areas A-28 to A-29 will be attenuated by the use of an inlet control device installed in the outlet pipe of CBMH 29. Stormwater runoff from these drainage areas will be temporarily stored on the surface of the paved parking lot prior to being discharged into the on-site storm sewer system. Table 3.3.3.13 summarizes the post-development design flows from these sub-catchment areas as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Table 3.3.3.13: Design Flow and Inlet Control Device Table Design Event Orifice Plug Type ICD Design Flow (L/s) Drainage Areas A-28 to A-29 Post-Development Conditions Ponding Elevation (m) Volume Required (m³) 1: Year 97 mm dia. 26.7 L/s.3 m 2.6 m³ 1:1 Year 97 mm dia. 27.2 L/s.4 m 19. m³ Max Volume Provided (m³) 23.m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix E for sample orifice calculations. 3.3.3.14 Sub-catchment Area A-3 The uncontrolled post-development surface runoff from sub-catchment area A-3 was calculated using the Rational Method to be 1.3 L/s for the 1: year design event and 31.2 L/s for the 1:1 year design event. Refer to Appendix C for Rational Method calculations. 3.3.3.1 Sub-catchment Area A-31 The post-development flow from sub-catchment area A-2 will be attenuated by the use of an inlet control device installed in the outlet pipe of CB 3. Stormwater runoff from this drainage area will be temporarily stored on the surface prior to being discharged into the on-site storm sewer system. Table 3.3.3.11 summarizes the post-development design flows from this sub-catchment area as well as the type of ICD, the anticipated ponding elevations, storage volumes required and storage volume provided for both the 1: year and the 1:1 year design events. Novatech Engineering Consultants Ltd. 12
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Table 3.3.3.11: Design Flow and Inlet Control Device Table Drainage Area A-31 Design Event Orifice Plug Type ICD Design Flow (L/s) Post-Development Conditions Ponding Elevation (m) Volume Required (m³) Max Volume Provided (m³) 1: Year 11 mm dia. 24.8 L/s.2 m - 1:1 Year 11 mm dia. 2.2 L/s.49 m 14.1 m³ 14.3 m³ Refer to Appendix C for Rational Method calculations, Appendix D for SWM summary and storage calculations and to Appendix F for IPEX inlet control device information. 3.3.3.16 Summary of Flows Table 3.3.3.1 summarizes the post-development flows for both the 1: year and 1:1 year design events. Table 3.3.3.1: Summary of Post-Development flows from site Post-Development Flow (L/s) 1:1 year 124.8 14.2 6. 31.8 3. 32.1 98.8 2.8 33.9 7.4 1.4 21.8 27.2 31.2 2.2 79.6 1: year 12.3 13.7 8.7 31.1 29. 31.4 98.8 13.6 3.8 7.2 14.9 21.4 26.7 1.3 24.8 38.2 Design Event A-1 to A-9 A-1 A-11 to A-13 A-14 to A-1 A-16 to A-17 A-18 to A-19 A-2 A-21 A-22 A-23 to A-24 A-2 A-26 to A-27 A-28 to A-29 A-3 A-31 Total As indicated in the table above, the post-development flows from the site are well below the site allowable release rate of 86 L/s for both the 1: year and 1:1 year design events, thus allowing for a slight increase in flows in the future (if required). The proposed stormwater management system has been designed to accommodate the possible future expansion of the site. Should the bus loop be expanded in the future, the tributary flows from sub-catchment areas A-1 and A-31 would be increased slightly, however the increased bus loop area flows would be stored on the surface and controlled by ICDs. Should the school be expanded in the future, the tributary flows from sub-catchment areas A-8 and A-22 would be reduced due to the proposed building expansion. The controlled flows from sub-catchment areas A-23 and A-24 would be replaced with controlled building roof flows. The future parking lot expansion has already been accounted for in the weighted runoff coefficient calculations for sub-catchment areas A-14 and A-1. Similarly, the future portable roofs have Novatech Engineering Consultants Ltd. 13
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. already been accounted for in the weighted runoff coefficient calculations for sub-catchment areas A-1, A-19, A-22, A-2 and A-31. 3.3.3.17 Water Quality Control On-site water quality control is not required or provided as it will be provided by the downstream stormwater management facility (SWMF) as described in the Servicing Report for Trails Edge and Orleans Business Park Report 1. 4. SITE GRADING The existing site is generally flat and approximately 1.m below the current elevation of Renaud Road. An existing drainage ditch is located within the northern portion of the property and drains in a westerly direction towards Mud Creek, which is tributary to the East Urban Community (EUC) stormwater management facility (SWMF). The existing drainage ditch will be realigned (by others) on the north side of the school site as indicated on the enclosed plans and filled to accommodate the proposed development. The realignment of the drainage ditch, along with all appropriate applications for regulatory permits and approvals will be completed by others. The proposed site will have to be raised to match into the Renaud Road elevations and future Belcourt Boulevard elevations. The ground floor of the proposed school will be set at an elevation of 88.1m, slightly higher than the elevation of Renaud Road. The existing grades adjacent to the perimeter of the property will be raised to match into the future residential developments on the north and east side of the property. The proposed grading design includes considerations for the possible future school expansion. Refer to the enclosed plans for details. 4.1 Major System Overflow Route In the case of a major rainfall event exceeding the design storms provided for, the stormwater located within landscaped areas adjacent to the school will pond to a maximum depth of.3m prior to overflowing to a lower sub-catchment drainage area. Similarly, the stormwater located within the paved bus drop-off area will pond to a maximum depth of.26m before overflowing towards the paved parking area on the north side of the property. Stormwater located within the drainage swales adjacent to the sports field and running track will pond to a maximum depth of.3m before overflowing towards the paved parking lot. Stormwater located within the main parking lot area will pond to a maximum depth of.2m before overflowing into Belcourt Boulevard and ultimately into the realigned Mud Creek to the west. The major system overflow route is shown on the enclosed plan. 4.2 Erosion and Sediment Control To mitigate erosion and to prevent sediment from entering the storm sewer system, temporary erosion and sediment control measures will be implemented on-site during construction in accordance with the Best Management Practices for Erosion and Sediment Control. This includes the following temporary measures: Filter bags will be placed under the grates of nearby catchbasins, manholes and drains and will remain in place until vegetation has been established and construction is completed. Novatech Engineering Consultants Ltd. 14
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Silt fencing will be placed as per OPSS 77 and OPSD 219.11 along the surrounding construction limits; Street sweeping and cleaning will be performed as required to suppress dust and to provide safe and clean roadways adjacent to the construction site. The proposed erosion and sediment control measures will be implemented prior to construction and will remain in place during all phases of construction. Regular inspection and maintenance of the erosion control measures will be undertaken regularly.. PHASING The proposed development will proceed as a single phase project. The enclosed plans do however indicate the possible future school expansion limits as well as the possible future parking lot and bus loop expansions. 6. GEOTECHNICAL INVESTIGATIONS A Geotechnical Investigation Report has been prepared by LRL Associates Ltd. for the proposed project. Refer to the Geotechnical Report 2 for subsurface conditions, construction recommendations and geotechnical inspection requirements. 7. CONCLUSION This report has been prepared in support of the site plan application for the proposed Orleans High School located at the intersection of Renaud Road and the future Belcourt Boulevard extension, in the City of Ottawa. The conclusions are as follows: The proposed development will consist of a 2-storey high-school complete with associated parking lot, bus drop-off, school yard and sports field. The proposed building will be serviced by extending services to the future municipal watermain and storm sewer in Belcourt Boulevard and to the future municipal sanitary sewer in Renaud Road. The building will be sprinklered and supplied with a fire department siamese connection. The siamese connection will be located within 4m of an on-site fire hydrant. Under post-development conditions, stormwater runoff from the site will consist of a combination of uncontrolled direct runoff and controlled flow. The controlled flow will be provided by the use of inlet control devices and control flow roof drains. The total post-development flow from the site will be controlled to a combined maximum rate of 38.2 L/s for the 1: year design event and to a combined maximum rate of 79.6 L/s for the 1:1 year design event, well below the allowable release rate of 86 L/s for the site. The stormwater management system has been designed to accommodate the possible future expansion of the school site. Novatech Engineering Consultants Ltd. 1
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX A Correspondence Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX B Development Servicing Study Checklist Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX C Rational Method Calculations, IDF Curves Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. RATIONAL METHOD The Rational Method was used to determine the allowable release rate, pre-development and post-development runoff for the site. The equation is as follows: Q=2.78 CIA Where: Q is the runoff in L/s C is the weighted runoff coefficient* I is the rainfall intensity in mm/hr** A is the area in hectares *The weighted runoff coefficient is determined for each of the catchment areas as follows: C = (A perv x C perv) + (A imp x C imp) A tot Where: A perv is the pervious area in hectares C perv is the pervious area runoff coefficient (C perv=.2) A imp is the impervious area in hectares C imp is the impervious area runoff coefficient (C imp=.9) A tot is the catchment area (A perv + A imp) in hectares Note: Increase the C values above by 2% for the 1:1 year event (max. C imp=1.). ** The rainfall intensities used were taken from the City of Ottawa IDF curves. A time of concentration (t c) of 1 minutes was used for the post-development conditions, resulting in rainfall intensities of 14.2 mm/hr for the 1: year event and 178.6 mm/hr for the 1:1 year event. SAMPLE POST-DEVELOPMENT FLOW CALCULATIONS AREA A-21: SHOP CLASS LOADING AREA Drainage Area (A) =.2 ha Impervious Area =.2 ha Pervious Area = NA Runoff Coefficient (C yr) =.9 Runoff Coefficient (C w1yr) = 1. Intensity (I ) = 14.2 mm/hr Intensity (I 1) = 178.6 mm/hr C (.2.9) + (.2) yr = =.2 Q = 2.78 CIA Q = 2.78 x.9 x 14.2 x.2 Q = 13.6 L/s.9 Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. C (.2 1.) + (.2) 1 yr = =.2 Q 1= 2.78 CIA Q 1= 2.78 x 1. x 178.6 x.2 Q 1= 2.8 L/s 1. Refer to the SWM Summary Spreadsheets in Appendix D for post-development flow for all subcatchment drainage areas. Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX D SWM Summary Sheet, Storage Calculations, Storm Sewer Design Sheet Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX E Sample Calculations Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. SAMPLE ORIFICE CALCULATION AREAS A-1 to A-9: ICD WITHIN OUTLET PIPE OF CBMH 9 In order to reduce the flow from these catchment areas an ICD will be installed in the outlet pipe of CBMH 9. Iterative calculations will be required to determine the orifice size, approximate design flow and head. The controlled flow through the orifice is assumed to be in the order of 12 L/s for the 1:1 year design event. The head is calculated from the water elevation to the centerline of the orifice and will be approximately 2.11m (.6m (8.31m +.23m)). Q =.62 x A x (2gh) 1/2.12=.62 x A x (2 x 9.81 x 2.11) 1/2 A =.3133 A = 3.14 x d 2 /4 d =.19974, therefore use a 2mm dia. orifice Iterative calculations were done to determine the release rate for the 1: year design event. The same orifice, with a design head of 1.96m (.6m (8.31m +.23m), will release the 1: year design event at the rate of: Q =.62 x A x (2gh) 1/2 Q =.62 x.3128 x (2 x 9.81 x 1.96) 1/2 Q =.1228 or 12.3 L/s Refer to the SWM Summary spreadsheets in Appendix D for the proposed orifice sizes. Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX F IPEX Inlet Control Device Information Novatech Engineering Consultants Ltd.
Development Servicing Study and Stormwater Management Report Orleans H.S. - Renaud Rd. & Belcourt Blvd. APPENDIX G Control Flow Roof Drain Information Novatech Engineering Consultants Ltd.
GENERAL NOTES: 1. COORDINATE AND SCHEDULE ALL WORK WITH OTHER TRADES AND CONTRACTORS. 2. DETERMINE THE EXACT LOCATION, SIZE, MATERIAL AND ELEVATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING CONSTRUCTION. PROTECT AND ASSUME RESPONSIBILITY FOR ALL EXISTING UTILITIES WHETHER OR NOT SHOWN ON THIS DRAWING. 3. OBTAIN ALL NECESSARY PERMITS AND APPROVALS FROM THE CITY OF OTTAWA BEFORE COMMENCING CONSTRUCTION. 4. BEFORE COMMENCING CONSTRUCTION OBTAIN AND PROVIDE PROOF OF COMPREHENSIVE, ALL RISK AND OPERATIONAL LIABILITY INSURANCE FOR $2,,.. INSURANCE POLICY TO NAME OWNERS, ENGINEERS AND ARCHITECTS AS CO-INSURED. 8. 9.. RESTORE ALL DISTURBED AREAS ON-SITE AND OFF-SITE, INCLUDING TRENCHES AND SURFACES ON PUBLIC ROAD ALLOWANCES TO EXISTING CONDITIONS OR BETTER TO THE SATISFACTION OF THE CITY OF OTTAWA AND ENGINEER. 6. REMOVE FROM SITE ALL EXCESS EXCAVATED MATERIAL, ORGANIC MATERIAL AND DEBRIS UNLESS OTHERWISE INSTRUCTED BY ENGINEER. EXCAVATE AND REMOVE FROM SITE ANY CONTAMINATED MATERIAL. ALL CONTAMINATED MATERIAL SHALL BE DISPOSED OF AT A LICENSED LANDFILL FACILITY. 7. ALL ELEVATIONS ARE GEODETIC. REFER TO GEOTECHNICAL REPORT (No. 1377, DATED NOVEMBER 213), PREPARED BY LRL ASSOCIATES LTD, FOR SUBSURFACE CONDITIONS, CONSTRUCTION RECOMMENDATIONS, AND GEOTECHNICAL INSPECTION REQUIRE MENTS. THE GEOTECHNICAL CONSULTANT IS TO REVIEW ON-SITE CONDITIONS AFTER EXCAVATION PRIOR TO PLACEMENT OF THE GRANULAR MATERIAL. SEWER NOTES: WATERMAIN NOTES: 1. 1. SPECIFICATIONS: ITEM STORM / SANITARY MANHOLE SPEC. No. REFERENCE 71.1, 71.11, OPSD 71.12, 71.13 CATCHBASIN (6x6mm) 7.1 OPSD CB, FRAME & COVER 4.2 OPSD STORM / SANITARY MH FRAME & COVER 41.1 OPSD WATERTIGHT FRAME AND COVER 41.3 OPSD SEWER TRENCH S6 & S7 CITY OF OTTAWA STORM SEWER PVC DR 3, CONC CLASS 6D SANITARY SEWER PVC DR 3 PERFORATED SUBDRAIN (LANDSCAPE AREA) S29,S3 & S31 CITY OF OTTAWA REFER TO ARCHITECT'S AND LANDSCAPE ARCHITECT'S DRAWINGS FOR BUILDING AND HARD SURFACE AREAS AND DIMENSIONS. 1. REFER TO DEVELOPMENT SERVICING STUDY AND STORMWATER MANAGEMENT REPORT (R-213-198) PREPARED BY NOVATECH ENGINEERING CONSULTANTS LTD. 11. SAW CUT AND KEY GRIND ASPHALT AT ALL ASPHALT TIE IN POINTS AS PER CITY OF OTTAWA STANDARDS (R1). SPECIFICATIONS: ITEM WATERMAIN TRENCHING THERMAL INSULATION IN SHALLOW TRENCHES THERMAL INSULATION OF WATERMAIN AT OPEN STRUCTURES WATERMAIN CROSSING BELOW SEWER HYDRANT INSTALLATION WATERMAIN SPEC. No. W17 W22 W23 REFERENCE CITY OF OTTAWA CITY OF OTTAWA CITY OF OTTAWA W2 W19 PVC DR18, PEX SDR9 CITY OF OTTAWA CITY OF OTTAWA 2. SUPPLY AND CONSTRUCT ALL WATERMAINS AND APPURTENANCES IN ACCORDANCE WITH THE CITY OF OTTAWA STANDARDS AND SPECIFICATIONS. EXCAVATION, INSTALLATION, BACKFILL AND RESTORATION OF ALL WATERMAINS BY THE CONTRACTOR. CONNECTIONS AND SHUT-OFFS AT THE MAIN AND CHLORINATION OF THE WATER SYSTEM SHALL BE PERFORMED BY CITY OFFICIALS. 3. WATERMAIN SHALL BE MINIMUM 2.4m DEPTH BELOW GRADE UNLESS OTHERWISE INDICATED. 4. WATER SERVICE IS TO BE CONSTRUCTED TO WITHIN 1.m OF FOUNDATION WALL AND CAPPED, UNLESS OTHERWISE INDICATED. 12. PROVIDE LINE/PARKING PAINTING. 2. SERVICES ARE TO BE CONSTRUCTED TO 1.m FROM FACE OF BUILDING AT A MINIMUM SLOPE OF 1.%. 13. CONTRACTOR TO PROVIDE THE CONSULTANT WITH A GENERAL PLAN OF SERVICES INDICATING ALL SERVICING AS-BUILT INFORMATION SHOWN ON THIS PLAN. AS-BUILT INFORMATION MUST INCLUDE: PIPE MATERIAL, SIZES, LENGTHS, SLOPES, INVERT AND T/G ELEVATIONS, STRUCTURE LOCATIONS, VALVE AND HYDRANT LOCATIONS, T/WM ELEVATIONS AND ANY ALIGNMENT CHANGES, ETC. 3. FLEXIBLE CONNECTIONS ARE REQUIRED FOR CONNECTING PIPES TO MANHOLES (FOR EXAMPLE KOR-N-SEAL, PSX: POSITIVE SEAL AND DURASEAL). THE CONCRETE CRADLE FOR THE PIPE CAN BE ELIMINATED. 4. THE OWNER SHALL REQUIRE THAT THE SITE SERVICING CONTRACTOR PERFORM FIELD TESTS FOR QUALITY CONTROL OF ALL SANITARY SEWERS. LEAKAGE TESTING SHALL BE COMPLETED IN ACCORDANCE WITH OPSS 41.7.16, 41.7.16.4 AND 47.7.24. DYE TESTING IS TO BE COMPLETED ON ALL SANITARY SERVICES TO CONFIRM PROPER CONNECTION TO THE SANITARY SEWER MAIN. THE FIELD TESTS SHALL BE PERFORMED IN THE PRESENCE OF A CERTIFIED PROFESSIONAL ENGINEER WHO SHALL SUBMIT A CERTIFIED COPY OF THE TEST RESULTS.. STORM MANHOLES AND CBMHS ARE TO HAVE 3mm SUMPS UNLESS OTHERWISE INDICATED. 6. ALL CATCHBASINS AND CATCHBASIN MANHOLES TO BE PROVIDED WITH MINIMUM 3 METER LONG PERFORATED SUBDRAINS WHICH EXTEND IN AT LEAST TWO DIRECTIONS FROM EACH CATCHBASIN AT PAVEMENT SUBGRADE LEVEL. 7. LEGEND PROPOSED CURB DC PROPOSED DEPRESSED CURB PROPOSED WATERMAIN AND DIAMETER VVB PROPOSED VALVE LOCATION PROPOSED SIAMESE CONNECTION PROPOSED WATER METER PROPOSED REMOTE METER SANMH 1 PROPOSED SANITARY MANHOLE & SEWER STMMH 1 PROPOSED STORM MANHOLE & SEWER T/G PROPOSED TOP OF GRATE ELEVATION DIRECTION OF FLOW CB 1 PROPOSED CATCHBASIN CBMH 1 PROPOSED CATCHBASIN MANHOLE PROPOSED ROOF DRAIN LD PROPOSED LANDSCAPE DRAIN SEEPAGE BARRIER LOCATION PER GEOTECHNICAL REPORT PROPOSED BIKE RACK PROPOSED SITE LIGHTING ISSUE NO. 26 ROOF DRAINS 3.8 L/S FLOW PER DRAIN.97m MAX PONDING DEPTH 6.m3 STORAGE VOLUME PER DRAIN 16.m3 TOTAL STORAGE VOLUME REV. NO. DATE YY/MM/DD ISSUE PROJECT TITLE/TITRE DU PROJET ADDRESS OTTAWA, ONTARIO DU CENTRE-EST 4, RUE LABELLE, OTTAWA, ON K1J 1A1 DRAWING TITLE/TITRE DU DESSIN SERVICING PLAN 1: STATION +. +4.9 +19.3 +21.4 +26. SURFACE TOP OF WM ELEVATION ELEVATION.7.82.76.83.9 8.3 8.42 8.36 8.43 8. STATION DESCRIPTION CAP 1.m FROM BUILDING FACE 1+. 1+3. 1+21.2 1+39. +4.8 +43.7 SURFACE TOP OF WM ELEVATION ELEVATION.82.81.8.7.77.82 8.42 8.41 8.4 84.8 84.9 8. DESCRIPTION DRAWN BY CHECKED BY CROSS BELOW SAN (CLEARANCE=.m) VALVE AND VALVE BOX HYDRANT DATE ISSUE No PROJ. No SCALE LSC FST 1332 2 REV. No 2 DRAWING/DESSIN C1 DECEMBER 213 FICHIER ACAD FILE: 113196-GP.dwg
GENERAL NOTES: 1. COORDINATE AND SCHEDULE ALL WORK WITH OTHER TRADES AND CONTRACTORS. 7. ALL ELEVATIONS ARE GEODETIC. REFER TO FOUR SITE BENCHMARKS AS INDICATED ON THE PLAN. 2. DETERMINE THE EXACT LOCATION, SIZE, MATERIAL AND ELEVATION OF ALL EXISTING SERVICES AND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. PROTECT AND ASSUME RESPONSIBILITY FOR ALL EXISTING SERVICES AND UTILITIES WHETHER OR NOT SHOWN ON THIS DRAWING. 8. REFER TO GEOTECHNICAL REPORT No.1377 (DATED NOVEMBER, 1, 213) PREPARED BY LRL ASSOCIATES LTD., FOR SUBSURFACE CONDITIONS, CONSTRUCTION RECOMMENDATIONS, AND GEOTECHNICAL INSPECTION REQUIREMENTS. THE GEOTECHNICAL CONSULTANT IS TO REVIEW ON-SITE CONDITIONS AFTER EXCAVATION PRIOR TO PLACEMENT OF THE GRANULAR MATERIAL. 3. OBTAIN ALL NECESSARY PERMITS AND APPROVALS FROM THE CITY OF OTTAWA BEFORE COMMENCING CONSTRUCTION. 11. SAW CUT AND KEYGRIND ASPHALT AT ALL ROAD CUTS AND ASPHALT TIE IN POINTS AS PER CITY OF OTTAWA STANDARDS (R1). 12. CONTRACTOR TO PROVIDE THE CONSULTANT WITH A GRADING PLAN INDICATING THE AS-BUILT ELEVATION OF EVERY DESIGN GRADE SHOWN ON THIS PLAN..4 4.6.64.64.712.86.768.731.693.7.6 8. 4.1.6.62.7 1..676.639.67.678. DRAWING TITLE/TITRE DU DESSIN.4 86 PROPOSED HYDRANT.71 x 86. x T.7 B/W 86.8.76 88.9.844.794.82 PROPOSED TOP OF WALL ELEVATION 1: YEAR PONDING LIMITS PROPOSED BIKE RACK 88.1 CB 1 CBMH 1 LD 2.% PROPOSED ENTRANCE/EXIT PROPOSED CATCHBASIN C/W CATCHBASIN LEAD GRADE AND DIRECTION STMMH 1 PROPOSED CATCHBASIN MANHOLE 1: DRAWN BY LSC PROPOSED LANDSCAPE DRAIN PROPOSED STORM MANHOLE & SEWER CHECKED BY FST PROPOSED CURB DC DIRECTION OF MAJOR OVERLAND FLOW PROPOSED DEPRESSED CURB PROPOSED ROOF DRAIN PROPOSED VALVE AND VALVE BOX PROPOSED SILT FENCE DATE ISSUE No PROJ. No SCALE PROPOSED BOTTOM OF WALL ELEVATION.664.6 GRADING, SEDIMENT AND EROSION CONTROL PLAN 1:1 YEAR PONDING LIMITS PROPOSED ELEVATION /W x.718.674 1. 1.9 88. 4 88..676.724 1. 1. 1. 1. 2..7.2 DU CENTRE-EST 4, RUE LABELLE, OTTAWA, ON K1J 1A1 88. LEGEND.66 86.22.6 1. PROPOSED VALVE AND VALVE BOX.1 86.3 8 88 88.. 88 7.8 86.3 8 ADDRESS OTTAWA, ONTARIO. 88.61.636.774 7.9 4.79 79. 8. 88..8. 2. 7.94 88 2..14 1.6 1.8.64 88.3.38.1. 88..243.41.41.3.64.473..98.9 2.9.74 2. 1.3 1.6 1. 7 8. 2.9. 88. 3.2 9 7..97. 3.3 1..8.9 2.1 1. 1.9 3.8 3.1.7 1.2. 2. 2. 2.9.76 1.9.76.8 2.6..88 1.4.8 1.9 2..88.76 3. 2.7.88.9.9 2. 1.4.9 8.. 2.. PROJECT TITLE/TITRE DU PROJET 1.3 88 2. 88..7 2... 9 1..9 7.7 88 7 1. 88.1 4. 14..74.7 1.3. 88.7 88 1.1 1..66. 1..7.6.66 8 88. 88.9 74.6.6. 62.8.6.7. 84. 88. 1.3.76.6.6.6 3.1 88..63 88. 1.4 1.2 26 ROOF DRAINS 3.8 L/S FLOW PER DRAIN.97m MAX PONDING DEPTH 6.m 3 STORAGE VOLUME PER DRAIN 16.m3 TOTAL STORAGE VOLUME.77..6.8.7.82.6 7..7 2.7 2.6. 2. 4.8 1. 8 7. 9. 6 1..6.78.127.3 1..3 3.1 1 1.2. 1.8.7 4.9.177.3.3.9 9. 1..6...6 88.6 89..7 2.9 1.3 88.1 4 4.9.9.177.62 2.7. 1.8 88 1.3 1.4.94 88..6 88 1.9.14 3.7.227 88 1.2..9 2.8.82 4.1.277.4.4.277 88 3.3.61 1..9.7 6.22.394.3.214 1..8.74.4 1.2 1. 4 1..4 1..6.7 1.1.7.227 1. 2.3 88.1 1..8. 6.6 7..8.6.9.14 1. 6 3.8 1.9.68 2.4.89 2.3.9 88..127.6.6.7 1.2 88. 88.1 4.8.6 2 1..63 1.4 7.6.8 8.62 14 88. 3.4.6 6 6 1.2 88. 88.14.243.6.6.7 1.7 88.39. 1. 2.2 8..6 1.8.78 8.47.9 4 T/ W.8 1. 4.9 ISSUE.7 86.9 86.9 88. 6. 4.9.91 2.2. 1.4.8.7 W B/ 2.3 B/ W.68.421 1.6 1.4.171.339 1. 9 1. 2. 1.3 1..82.38.2.2.228.283.262 1.6.32.6.63.11 1.2 1.8 1. 2. 7 2..7.169.3.32.3.228.2.2.88 88. DATE YY/MM/DD.6 1.4 1..7 9 88. T/W.6..68 88. 14. 88.66. 9 86. 14 B/W 1.7 88. 86. REV. NO. 8 3.7 9.7 ISSUE NO. 7.71 3 86 /W 8.8 2.9 7..7 3 1. /W.91 B 79. 6 /W 3 1.2 2. T/W.9 T 7. 8 B.7 2.9.9 6..9 T/W 4.9.7 T/W.7 2.1 9. 6 3. T/ W 1.2. 8 2.8 W B/.8.6 6 1.3. 1.6...4 1.4 2. 88. 1.8.7.6 T 8. B/W 88.1 1.3.6.6 1.7 8 2..7.9 86 88. 1. 2. 48. 1.3.7 1.3 8 1. 3.2.6.6.6.7 8.7.8.6 3 2..169.6 7..6...9.74 1.4.4 2.8.78 2.2.4 6.6 /W.9 2.6.9.4 8 1.9 2.3.7..4.7.6 3.3 1.9 88. 8.7.7.6.7.6 7 1.9 6 2 2. 2..6. 7.6. 4 7..49.64.6.74 8....64 2.2. 1.8. 2..26.4 1.4 1.4 1.4 1.4 6.73 7. 9 9.6..6 1.3 1.3. 2.2 6... 2. 2.2 8...9.64.. 6.6 1.8.4.. 4.6.. 4.41.. 2. 2 1.4 3.9.62 7.7 9 4.362.4.324.299.273.374.476.78.469.637 1. 2..6 1.4 8 8 88. 2. 2.4 HEAVY DUTY (FULL DEPTH) mm HL3 mm HL8 1mm GRANULAR "A" 4mm GRANULAR "B" TYPE II. 69.6.6 7.9 1. 1.. 4 2. 8 6.26. 1 7..42.. 88 2..4. 7.8.9..7 4 7.7..6 1.7.6 1.1.8 6..68.6 1.4 LIGHT DUTY (FULL DEPTH) mm HL3 1mm GRANULAR "A" 3mm GRANULAR "B" TYPE II 1. 1.1 4 2. 1.2.. 6..6 1.4 1...8.8.7.7 8..7.4 1.6.. 4..6.7..6 1.7 7. 8.79 8. SEDIMENT AND EROSION CONTROL MEASURES MAY BE MODIFIED IN THE FIELD AT THE DISCRETION OF THE CITY OF OTTAWA SITE INSPECTOR OR THE CONSERVATION AUTHORITY. 2. 46. 1.6 3.1.6.4..448.42.388.9.629.7.7 1.7 6 1.6 1.4. 6.6 1..7... 1. 8 1.4 1.6 6 1. 67.6. 1. 9.4.4 8 1. 1.4.8. 8.6.7 2.4.39.3.318.462.67.63.7 1.7.4.6 1.36.3.39.1.337.48 7. THE CONTRACTOR SHALL ENSURE PROPER DUST CONTROL IS PROVIDED WITH THE APPLICATION OF WATER (AND IF REQUIRED, CALCIUM CHLORIDE) DURING DRY PERIODS. 1..77 7. ALL CURBS SHALL BE BARRIER CURB (1mm) UNLESS OTHERWISE NOTED AND CONSTRUCTED AS PER CITY OF OTTAWA STANDARDS (SC1.1). 42.4..6.477 6. ROADWAYS ARE TO BE SWEPT AS REQUIRED OR AS DIRECTED BY THE ENGINEER AND/OR MUNICIPALITY.. 76.377 6. ALL GRADES BY CURBS ARE EDGE OF PAVEMENT GRADES UNLESS OTHERWISE INDICATED. 4.32..277. THE CONTRACTOR ACKNOWLEDGES THAT FAILURE TO IMPLEMENT EROSION AND SEDIMENT CONTROL MEASURES MAY BE SUBJECT TO PENALTIES IMPOSED BY ANY APPLICABLE REGULATORY AGENCY...6. 1.4.7. 2.3.177. MINIMUM OF 2% GRADE FOR PROPSED SIDEWALK WITHIN THE CITY R.O.W. UNLESS OTHERWISE NOTED..8 6. 47 8. 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE ENGINEER ANY ACCIDENTAL DISCHARGES OF SEDIMENT MATERIAL INTO ANY STORM SEWER SYSTEM. APPROPRIATE RESPONSE MEASURES, INCLUDING ANY REPAIRS TO EXISTING CONTROL MEASURES OR THE IMPLEMENTATION OF ADDITIONAL CONTROL MEASURES, SHALL BE CARRIED OUT BY THE CONTRACTOR WITHOUT DELAY.. 1.4.7.61 1..6 1.3.7.7.6.6 1.1.4...6. 7 2.6 1....6.61.742 3. THE SEDIMENT CONTROL MEASURES SHALL ONLY BE REMOVED WHEN, IN THE OPINION OF THE ENGINEER, THE MEASURES ARE NO LONGER REQUIRED. NO CONTROL MEASURES MAY BE PERMANENTLY REMOVED WITHOUT PRIOR AUTHORIZATION FROM THE ENGINEER. 4. GRADE AND/OR FILL BEHIND PROPOSED CURB AND BETWEEN BUILDINGS AND CURBS, WHERE REQUIRED TO PROVIDE POSITIVE DRAINAGE..8.8.6.7 2..624 2. TO PREVENT SURFACE EROSION FROM ENTERING ANY STORM SEWER SYSTEM DURING CONSTRUCTION, FILTER BAGS WILL BE PLACED UNDER GRATES OF NEARBY CATCHBASINS AND STRUCTURES. A LIGHT DUTY SILT FENCE BARRIER WILL ALSO BE INSTALLED AROUND THE CONSTRUCTION AREA (WHERE APPLICABLE). THESE CONTROL MEASURES WILL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE. PAVEMENT STRUCTURE:.7 86.994 1. ALL EROSION AND SEDIMENT CONTROLS ARE TO BE INSTALLED TO THE SATISFACTION OF THE ENGINEER AND THE CITY OF OTTAWA. THEY ARE TO BE APPROPRIATE TO THE SITE CONDITIONS, PRIOR TO UNDERTAKING ANY SITE ALTERATIONS (FILLING, GRADING, REMOVAL OF VEGETATION, ETC.) AND DURING ALL PHASES OF SITE PREPARATION AND CONSTRUCTION. THESE PRACTICES ARE TO BE IMPLEMENTED IN ACCORDANCE WITH THE CURRENT BEST MANAGEMENT PRACTICES FOR EROSION AND SEDIMENT CONTROL AND SHOULD INCLUDE AS A MINIMUM THOSE MEASURES INDICATED ON THE PLAN. 8. REFER TO LANDSCAPE PLAN FOR PLANTING AND OTHER LANDSCAPE FEATURE DETAILS..4.192.17.218 6. REMOVE FROM SITE ALL EXCESS EXCAVATED MATERIAL UNLESS OTHERWISE INSTRUCTED BY ENGINEER. EXCAVATE AND REMOVE FROM SITE ALL ORGANIC MATERIAL AND DEBRIS. ALL CONTAMINATED MATERIAL SHALL BE DISPOSED OF AT A LICENSED LANDFILL FACILITY. 1. ALL TOPSOIL, ORGANIC OR DELETERIOUS MATERIAL MUST BE ENTIRELY REMOVED FROM BENEATH THE PROPOSED BUILDING AND PAVED AREAS. 3. THE GRANULAR BASE SHOULD BE COMPACTED TO AT LEAST 98% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY VALUE. ANY ADDITIONAL GRANULAR FILL USED BELOW THE PROPOSED PAVEMENT SHOULD BE COMPACTED TO AT LEAST 9% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY VALUE. 1. REFER TO ARCHITECT'S AND LANDSCAPE ARCHITECT'S DRAWINGS FOR BUILDING AND HARD SURFACE AREAS AND DIMENSIONS.. RESTORE ALL DISTURBED AREAS ON-SITE AND OFF-SITE, INCLUDING TRENCHES AND SURFACES ON PUBLIC ROAD ALLOWANCES TO EXISTING CONDITIONS OR BETTER TO THE SATISFACTION OF THE CITY OF OTTAWA AND THE OTTAWA HOSPITAL. EROSION AND SEDIMENT CONTROL NOTES : 2. EXPOSED SUBGRADE IN PROPOSED PAVED AREAS SHOULD BE PROOF ROLLED WITH A LARGE STEEL DRUM ROLLER AND ANY SOFT AREAS EVIDENT FROM THE PROOF ROLLING SHOULD BE SUBEXCAVATED AND REPLACED WITH SUITABLE MATERIAL THAT IS FROST COMPATIBLE WITH THE EXISTING SOILS. 9. REFER TO 'DEVELOPMENT SERVICING STUDY AND STORMWATER MANAGEMENT REPORT' No. R-213-198 PREPARED BY NOVATECH ENGINEERING CONSULTANTS LIMITED. 4. BEFORE COMMENCING CONSTRUCTION OBTAIN AND PROVIDE PROOF OF COMPREHENSIVE, ALL RISK AND OPERATIONAL LIABILITY INSURANCE FOR $2,,.. INSURANCE POLICY TO NAME OWNERS, ENGINEERS AND ARCHITECTS AS CO-INSURED AND THE CITY OF OTTAWA AS THIRD PARTY. GRADING NOTES: 1332 REV. No 2 2 DRAWING/DESSIN C2 DECEMBER 213 FICHIER ACAD FILE: 113196-GR
LEGEND PROPOSED CURB DC STMMH 1 T/G DRAINAGE AREA (hectares) PROPOSED DEPRESSED CURB PROPOSED STORM MANHOLE & SEWER PROPOSED TOP OF GRATE ELEVATION DIRECTION OF FLOW CB 1 CBMH 1 LD.3 A26.82.69 A28.69.76 A16.8.73 A18.76 DRAINAGE AREA NUMBER CATCHMENT AREA RUN-OFF COEFFICIENT (1: YR) STORM DRAINAGE AREA PROPOSED CATCHBASIN PROPOSED CATCHBASIN MANHOLE APPROXIMATE YEAR POND AREA PROPOSED ROOF DRAIN APPROXIMATE 1 YEAR POND AREA PROPOSED LANDSCAPE DRAIN.128 A14.8.89 A19.76.67 A17.8.8 A29.69.8 A1.8.36 A13.34. A27.82.69 A2.7.174 A31.49.12 A1.31.6 A24.23.146 A22.73.478 A12.34.2 A21.9 ISSUE NO. REV. NO. DATE YY/MM/DD ISSUE.64 A9.6. A23.23.1 A8.6.919 A11.34.68 A2.9.17 A3.31.243 A7.6.222 A6.6 PROJECT TITLE/TITRE DU PROJET 26 ROOF DRAINS 3.8 L/S FLOW PER DRAIN.97m MAX PONDING DEPTH 6.m 3 STORAGE VOLUME PER DRAIN 16.m3 TOTAL STORAGE VOLUME.118 A1.6.3 A2.6 ADDRESS OTTAWA, ONTARIO.8 A4.6.37 A3.6.37 A.6 DU CENTRE-EST 4, RUE LABELLE, OTTAWA, ON K1J 1A1 DRAWING TITLE/TITRE DU DESSIN STORMWATER MANAGEMENT PLAN 1: DRAWN BY CHECKED BY DATE ISSUE No PROJ. No SCALE LSC FST 1332 2 REV. No 2 DRAWING/DESSIN C3 DECEMBER 213 FICHIER ACAD FILE: 113196-SWM.dwg