Site Servicing & Stormwater Management Report for Site Plan Control Application. Proposed New Multi-Unit Development 284 Presland Road Ottawa, Ontario

Transcription

1 Site Servicing & Stormwater Management Report for Site Plan Control Application Proposed New Multi-Unit Development 284 Presland Road Ottawa, Ontario Prepared for: Martin Clement Attention: Mr. Martin Clement LRL File No.: January 26, 2016

2 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 1 of 9 TABLE OF CONTENTS 1 INTRODUCTION SITE DESCRIPTION SCOPE OF WORK WATER SUPPLY AND FIRE PROTECTION Existing Water Supply Services Water Supply Demand Water supply servicing design SANITARY DRAINAGE Existing Sanitary Sewer Services Sanitary Sewer Servicing Design STORMWATER MANAGEMENT Existing Stormwater Infrastructure Stormwater management Concept Design Criteria Water Quality Water Quantity Method of Analysis Allowable Release Rate Stormwater Quantity Controls Stormwater Quality Management EROSION AND SEDIMENT CONTROL CONCLUSIONS LIMITATIONS AND USE OF REPORT... 9

3 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 2 of 9 LIST OF FIGURES Figure 1 Aerial view of the location of the proposed development (via Google Earth)... 3 Appendix A Appendix B Appendix C Appendix D APPENDICES Water Demand and Fire Flow Calculations Sanitary Sewer Calculation Sheet Stormwater Management Design Sheets Supporting Documents

4 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 3 of 9 1 INTRODUCTION LRL Associates Ltd. (LRL) has been retained by Martin Clement to prepare a site servicing and stormwater management report in support of their site plan control application for a proposed new multi-unit development. This report presents the proposed servicing plan of the new development for water and sanitary services, as well as stormwater management. This report has been prepared in consideration of the survey carried out by Fairfall Moffatt & Woodland Ltd. Should there are any discrepancies in the existing infrastructure and/or connections to existing services, which may relate to the site servicing considerations, LRL should be advised in order to review the report recommendations. This report should be read in conjunction with the grading and drainage, site servicing, and stormwater management plans prepared by LRL. 2 SITE DESCRIPTION The subject property is located within the urban boundary of the City of Ottawa, Ontario. As illustrated in Figure 1, the development will be located South on Presland Road. The total area of the property measures approximately ha. Figure 1 Aerial view of the location of the proposed development (via Google Earth)

5 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 4 of 9 The proposed development is located in a residential area bounded by commercial properties to the south and east portion of the lot. The site is currently developed as single home. The land surface has a minimal grade change with elevations ranging between 62.14m and 62.58m. The proposed development includes demolishing the existing family home and build a new 3- storey multi-units apartment building (11 units) with a total footprint area of 209m 2. 3 SCOPE OF WORK As per applicable guidelines, the scope of work includes the following: Water services Calculate the expected water supply demand at average and peak conditions. Calculate the fire flow as per the Fire Underwriter Survey (FUS) method. Describe the proposed water distribution network and connection to the existing system. Sanitary services Describe the existing sanitary sewers available to receive wastewater from the building. Calculate peak flow rates from the development. Describe the proposed sanitary sewer system. Verify available capacity in the downstream sanitary sewer. Verify the capacity of the existing lateral sanitary sewer Stormwater management Calculate the allowable stormwater release rate. Calculate the anticipated post development stormwater release rates. Demonstrate how the target quality and quantity objectives will be achieved. Verify the capacity of the existing lateral storm sewer 4 WATER SUPPLY AND FIRE PROTECTION 4.1 Existing Water Supply Services The proposed site is currently being serviced by a water service that is connected to the existing 300mm dia. PVC watermain extending along Presland Road. There are two (2) existing fire hydrants on Presland Road.

6 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 5 of Water Supply Demand As per the AWWA Standards and the City of Ottawa Design Guidelines, the average water demand for industrial developments was calculated using an average water demand per fixture unit of 3.33L/min and a daily and hourly peak factors of 1.5 and 1.8, respectively. The peak industrial water demand was calculated for the 50 fixtures units included in the new and existing building. The average daily industrial water demand for the new and existing building is 2.78L/s, maximum daily is 4.16L/s, and maximum hourly is 5.00L/s. Refer to Appendix A for the water demand calculation sheet. The fire flow demand was estimated in accordance with the Fire Underwriters Survey (FUS). This method is based on the floor area of the building to be protected, type and combustibility of the structural frame and the separation distances with adjoining buildings. The fire flow demand was calculated to be 128.3L/s. Refer to Appendix A for the fire flow calculation sheet. 4.3 Water supply servicing design The proposed building will be serviced by a new 50mm dia. service. The proposed service will connect to existing watermain on Presland Road and will be connected at the north-west corner of the building. The existing hydrants are located on the south side of Presland Road within the 90m radius distance between the fire hydrant and the building, as required by the City of Ottawa. Refer to LRL drawing C.401 for the layout of the proposed water services. 5 SANITARY DRAINAGE 5.1 Existing Sanitary Sewer Services The site is currently being serviced by a 100mm dia. service. The service is connected to the existing 900mm dia. sanitary sewer on Presland Road, which conveys the sewage west onto Presland Road. 5.2 Sanitary Sewer Servicing Design The new building will be serviced with a new 150mm dia. sanitary service which will connect to the existing 900mm dia. sanitary server on Presland Rd. The new service will be located at the south-west corner of the new building where a new sanitary monitoring manhole, SAMH-100 will be installed. The new proposed 150mm PVC sanitary service will be installed at a 4.00%, as per the City of Ottawa Sewer Design Guidelines. Refer to LRL drawing C.401 for the proposed sanitary servicing.

7 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 6 of 9 The parameters used to calculate the anticipated site sanitary flows are: residential average population per units of 1.4 population for single units and 2.1 population for double units, a residential peaking factor of 4.0 and an infiltration rate of 0.28 L/s/ha. Based on these parameters and the total site area of ha, the total anticipated sanitary flow was estimated to 0.34 L/s. Refer to Appendix C for the site sanitary sewer design sheet. 6 STORMWATER MANAGEMENT 6.1 Existing Stormwater Infrastructure The existing site has no storm service connections. Refer to C.701. Drainage from EWS-01 runs uncontrolled towards the south-west corner of the property. EWS-02 also runs uncontrolled towards Presland road before being captured by the existing road catchbasin located east of the property 6.2 Stormwater management Concept Existing catchment EWS-02, 0.056ha, currently drains towards the back of the property and runs uncontrolled south-west. The post development conditions will consist of adding a parking area and unit storage which will increase the runoff coefficient. In order to regulate the increase in total runoff, stormwater quantity control will be implemented. The stormwater will be captured by CB03 and CB02 before being directed to the CBMH01 and the city main storm sewer. In order to throttle the 100 year storm flows, the storm water will be controlled by CB02 through the use of a 38mm circular orifice plate. With the inlet control device (ICD) installed in CB02 along with the underground pipe storage and parking lot ponding the storm water runoff quantity will be maintained during the 100 year storm event. EWS-01, 0.018, drains north toward Presland Road before being captured by road catchbasins. With the post development, this area will be impacted by the roof top and the driveway which will increase the runoff coefficient. In order to regulate the total runoff stormwater, quantity control will be implemented. The proposed rooftop will be controlled first by one (1) Zurn Control Flo roof drains before outletting to the asphalt driveway. From there, the roof controlled drainage will be captured by CBMH01 which will convey the stormwater towards the existing storm on Presland Road. Refer to LRL drawings C.301 and C.702 for the grading/drainage plan and stormwater management plan and Appendix C for stormwater management design sheets. 6.3 Design Criteria Stormwater quantity and quality control measures are proposed for this site to reduce post development stormwater runoff to allowable levels.

8 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 7 of Water Quality City s downstream Stormwater Management Facility Nepean Creek provides water quality treatment. Therefore, on-site water quality is not required Water Quantity All storm events up to and including the 100 year event will be controlled to the 5 year predevelopment level. The site major overland flow route has been designed to ensure that storm events beyond the 100 year design storm can be safely conveyed overland towards the Presland Road right of way. The minor system (storm sewer) within the site is sized to convey the 5 year storm event flows from the site to the municipal storm sewer on Presland Road. 6.4 Method of Analysis The Rational Method was used to calculate the runoff from the development. The Intensity- Duration-Frequency (IDF) curve formulas of the MacDonald Cartier International Airport, City of Ottawa, were used to calculate the peak storm flows for the catchment WS-01, WS-02, WS-03 and WS Allowable Release Rate The maximum allowable release rate was calculated from the rational method for 5-year predevelopment. Runoff from post-development conditions must be controlled to the predevelopment runoff coefficient or a max. of C=0.5, for both minor and major storms (5 year up to 100 year storms), using a time of concentration not less than 10 minutes. EWS-01 and EWS-02 Presland Road C= 0.50 (From Pre-consultation with the City of Ottawa) I= 104.2mm/hr calculated with Tc= 10 min. A EWS-01,EWS-02 = 0.074Ha Q peak =2.78x0.50x104.2x0.074 = L/s 6.6 Stormwater Quantity Controls The proposed stormwater management quantity control for this development will be accomplished through the use of: an ICD, Zurn Control Flo roof drains, roof top water storage, pipe/structure underground water storage and parking lot surface ponding storage. The proposed site storm sewer and stormwater management system can be seen on drawing C-401 and detailed calculations, including design sheet, can be found in Appendix C. The collected stormwater from WS-04 area, 0.021ha, will first be regulated using (1), one notch Zurn Control Flo roof drains with a total maximum release rate of 1.51 L/s. With the one (1) roof

9 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 8 of 9 drain, a maximum ponding volume of 6.9 m 3 of water will be stored on the roof during the 100 year storm event to minimize the water directed to CBMH01. The controlled roof water will be captured by the proposed catchbasin CBMH01 before outleting to Presland Road. WS-02 and WS-03 areas, 0.004ha and 0.035ha respectively consist of parking area, landscape area and some unit storage. These catchments will be controlled through catchbasins, CB03 and CB02, and controlled using an orifice plate of 38mm. The CB02 orifice plate will release 4.75 L/s with a maximum head of 2.37m (HWL = 61.93) during the 100 year event. In order to control the 100 year storm event, 9.46m 3 of on-site storage will be required. This storage will be provided with the use of some pipe/structure storage and parking lot ponding up to the expected HWL, masl. The 9.46m 3 will be provided as follows: 2.05 m 3 from on-site pipes/structures and 8.29 m 3 from parking lot ponding. Refer to C401 and Appendix C for SWM design details. Therefore the outlet to Presland Road is capable of achieving the required stormwater quantity control. 6.7 Stormwater Quality Management The existing Stormwater Management Facility Nepean Creek located downstream of the subject site will provide enhanced 80% TSS. 7 EROSION AND SEDIMENT CONTROL During construction, erosion and sediment controls will be provided primarily via a sediment control fence to be erected along the perimeter of the site where runoff has the potential of leaving the site. Inlet sediment control devices are also to be provided in any catchbasin and/or manholes in and around the site that may be impacted by the site construction. Construction and maintenance requirements for erosion and sediment controls are to comply with Ontario Provincial Standard Specification OPSS 577. Refer to LRL drawing C.101 for erosion and sediment control details. 8 CONCLUSIONS In accordance with the report objectives, the analyses of the proposed development can be summarized as follows: Water Service The anticipated maximum domestic water demand of the site is 5.00L/s. The maximum required fire flow was calculated at L/s using the FUS method. There is an existing fire hydrant located west of the building on Presland Road within the 90m radius.

10 Site Servicing and Stormwater Management Report LRL File: Proposed New Multi-Units Development January 26, Presland Road, Ottawa, Ontario Page 9 of 9 The new development/expansion will be serviced with a new 50mm dia. watermain connected to the existing watermain on Presland Road. Sanitary Service The anticipated sanitary flow from the proposed development is 0.34 L/s. The proposed building will be serviced by a new 150mm sanitary service connection to the existing 900mm dia. sanitary sewer on Presland Road. A new monitoring manhole will be installed on the new 150mm sanitary service that is connected to the existing 900mm dia. sanitary sewer on Presland Road. Stormwater Management The storm water release rates from the proposed development will meet the predevelopment allowable release rate of L/s onto Presland Road. Stormwater quantity control objectives will be met through on site storm water storage. Stormwater quality control objectives will be met off-site through the use of the Nepean Creek Stormwater Management Facility. 9 LIMITATIONS AND USE OF REPORT The report conclusions are applicable only to the project described in the report. Any changes require a review by LRL Associates Ltd. to insure compatibility with the recommendations contained in this report. We trust the information presented in this report meets your current requirements. Please do not hesitate to contact us should you have any questions or concerns. Prepared by: LRL Associates Ltd. Guillaume Brunet, P.Eng Civil Engineer Michel Gagnon, M.B.A., P.Eng Senior Project Engineer GB/MG

11 APPENDIX A Water Demand and Fire Flow Calculations

12 Water Supply Calculations LRL File No Project Multi-Units Development Date January 26, 2016 Designed: G.Brunet Checked: M.Gagnon Domestic Commercial Flow Demand Total Building Floor Area = 240 m 2 (includes existing and proposed building) Site Total Area = ha Total Proposed Fixture Unit = 50 ea. Average Demand Per Fixture Unit = 3.33 L/min As per AWWA Standard Average Commercial Water Demand = L/min 2.78 L/s Maximum Daily Peak Factor = 1.5 * As per City of Ottawa Maximum Daily Commercial = L/d 4.16 L/s Maximum Hourly Peak Factor = 1.8 * As per City of Ottawa Maximum Hourly Commercial = L/d 5.00 L/s Therefore, Total Domestic Flow = 5.00 L/s Total Fire Flow = L/s

13 Fire Flow Calculations LRL File No Project Multi-Unit Development Multi-Units Development 240 Date January 26, m 2 Method Designed by Fire Underwriters Survey (FUS) G.Brunet Step Task Term Options Multiplier Choose: Value unit Fire Flow Structural Framing Material 1 2 Wood Frame 1.5 Ordinary Construction 1.0 Non-combustible construction 0.8 Fire resistive construction <2 hrs 0.7 Fire resistive construction >2 hrs 0.6 Floor Space Area Single family dwelling 0 Townhouse - no. of units 0 Building - no. of units per floor 1 Enter no. of storeys Number of floors/storeys for the building (excluding the basement) 3 floors 3 Enter area of a unit Enter floor space area of one unit sq.m Choose frame used for building Coefficient C related to the type of construction Non-combustible Limited combustible Combustible 0 L/min 5,112 L/s 85.2 Free burning 0.15 L/min 5,112 Rapid burning 0.25 L/s 85.2 Sprinklers (NFPA13) False 0 Water supply is standard for both the system and fire department hose lines Wood Frame 1.5 Choose type of housing Type of housing Building - no. of units per floor 3 units Obtain fire flow before reductions Choose combustibility of contents Choose reduction for sprinklers 7 Choose separation 8 Obtain fire flow, duration, and volume Required fire flow Occupancy hazard reduction or surcharge Sprinkler reduction Exposure distance between units Fire Flow = 220 x C x Area^0.5 Reductions or surcharge due to factors affecting burning Combustible False 0 L/min 5,112 Fully supervised system False 0 L/s 85.2 North side 20.1 to 30m 0.1 East side 3.1 to 10m 0.2 South side 30.1 to 45m 0.05 L/min 7,924 West side 3.1 to 10m L/s Net required fire flow Minimum required fire flow rate (rounded to nearest 100) Minimum required fire flow rate Required duration of fire flow L/min 7,900 L/s hr 2

14 APPENDIX B Sanitary Servicing Calculation Sheet

15 LRL File No. Project: Location: Date: Proposed Multi- Unit Development 284 Presland Road, Ottawa January 26, 2016 Average Daily Flow = 350 L/p/day Commercial & Institutional Flow = L/ha/day Light Industrial Flow = L/ha/day Heavy Industrial Flow = L/ha/day Maximum Residential Peak Factor = 4.0 Commercial & Institutional Peak Factor = 1.5 Sanitary Design Parameters Industrial Peak Factor = as per Appendix 4-B = 7 Extraneous Flow = 0.28 L/s/gross ha Pipe Design Parameters Minimum Velocity = 0.60 m/s Manning's n = LOCATION RESIDENTIAL AREA AND POPULATION COMMERCIAL CUMMULATIVE PEAK ACCU. AREA PEAK AREA STREET FROM MH TO MH POP. AREA FLOW AREA (Ha) POP. FACT. (Ha) (Ha) (l/s) (Ha) AREA (Ha) INDUSTRIAL ACCU. AREA (Ha) PEAK FACT. INSTITUTIONAL ACCU. AREA AREA (Ha) (Ha) C+I+I PEAK FLOW (l/s) TOTAL AREA (Ha) INFILTRATION ACCU. AREA (Ha) INFILT. FLOW (l/s) TOTAL FLOW (l/s) LENGTH (m) DIA. (mm) SLOPE (%) PIPE MATERAIL CAP. (FULL) (l/s) VEL. (FULL) (m/s) MANHOLE UP INVERT (m) DOWN INVERT (m) SITE PROP. BLDG MH % PVC SITE MH01 TRUNK % PVC NOTES Existing inverts and slopes are estimated. They are to be confirmed on-site. Designed: PROJECT: G.B. Multi-Unit Development Checked: LOCATION: M.G. 284 Presland Road, Ottawa Dwg. Reference: File Ref.: Date: C July 28, 2015 Sheet No. 1 of 1

16 APPENDIX C Stormwater Management Design Sheets

17 LRL Associates Ltd. Storm Design Sheet LRL File No Storm Design Parameters Project: Proposed Multi- Unit Development Rational Method Q = 2.78CIA Location: 284 Presland Road, Ottawa Date: January 26, 2016 Q = Peak flow in litres per second (L/s) Runoff Coefficient (C) Designed: G. Brunet A = Drainage area in hectares (ha) Grass 0.2 Checked: M.Gagnon C = Runoff coefficient Gravel 0.85 Drawing Reference: C.401 I = Rainfall intensity (mm/hr) Asphalt / rooftop 0.90 Ottawa Macdonald-Cartier International Airport IDF curve equation (5 year event, intensity in mm/hr) I = / (T c ) Min. velocity = 0.80 m/s Manning's "n" = WATERSHED / STREET LOCATION AREA (ha) From MH To MH C = 0.20 C = 0.80 C = 0.90 Indiv. Accum. 2.78AC 2.78AC Time of Conc. (min.) FLOW Rainfall Intensity (mm/hr) Peak Flow Q (l/s) Pipe Diameter (mm) Type Slope (%) STORM SEWER Length (m) Velocity Capacity Full Full (L/s) (m/s) Time of Flow (min.) Ratio (Q/Q FULL) Up Invert (m) Down Invert (m) T/G Up Stream (m) MANHOLE T/G Down Stream Up Depth obv (m) Down Depth obv (m) Up Depth inv (m) Pipe Storage 5 Year (m 3 ) Pipe Storage 100 year (m 3 ) AVAILABLE STORAGE Upstream CB/MH Size (m) Water Depth 5 year (m) Water Depth 100 year (m) CB/MH Storage 5 year (m 3 ) CB/MH Storage 100 year (m 3 ) Insulation WS-03 CB03 CB PVC 0.40% WS-02 CB02 CB PVC 0.40% WS-01 CB01 TRUNK PVC 4.00% Note: The Peak flow controlled by the orifice plates are shown in this design sheet HWL (5 Year) HWL (100 Year) Storage (5 Year) Storage(100 year)

18 APPENDIX D Supporting Documents

19 LRL File No Project: Proposed Multi- Unit Development Location: 284 Presland Road, Ottawa Date: Designed: January 26, 2016 G. Brunet Checked: M.Gagnon Drawing Ref.: C.401 Stormwater Management Design Sheet STORM YEAR Runoff Equation Q = 2.78CIA (L/s) C = Runoff coefficient I = Rainfall intensity (mm/hr) = A / (Td + C) B A = Area (ha) T c = Time of concentration (min) Pre-Devlopment Catchments within Development Area Un-Controlled Allowable Release Rate Total Area = ha R= 0.71 EWS ha R= 0.75 EWS ha R= 0.60 Total Uncontrolled = ha R= Year Pre-Development Flow Rate I 5 = / (Td ) a = b = C = C = 0.50 max of 0.5 as per City of Ottawa I = mm/hr Tc = 10 min Total = ha Allowable Release Rate= L/s Post-development Stormwater Management R 5 R 100 Total Site Area = ha R= WS ha R= Controlled WS ha R= Total Contolled = ha R= Un-controlled WS ha R= Total Un-Contolled = ha R= Rooftop WS ha R= Total Roof= ha R= Post-development Stormwater Management Time (min) I 100 = / (Td ) a = b = 0.82 C = Rooftop Storage ** Controlled Release Rate (L/s) Controlled Runoff** (L/s) Chamber Storage Controlled Release Rate (L/s) Intensity (mm/hr) Controlled Runoff (L/s) Storage Volume (m 3 ) Storage Volume (m 3 ) Uncontrolled Runoff (L/s) Total Release Rate (L/s) Height on Roof (m) **Zurn Control Flow roof drains will control rooftop drainage before releasing to parking lot to then be controlled by ICD

20 LRL File No Project: Proposed Multi- Unit Development Location: 284 Presland Road, Ottawa Date: Designed: January 26, 2016 G. Brunet Checked: M.Gagnon Drawing Ref.: C.401 Stormwater Management Design Sheet STORM YEAR Onsite Stormwater Retention Rooftop Controls Total Storage Required = 9.43 m 3 Control Flo Roof Drain Rate = 136 L/min Pipe Storage = 1.23 m 3 refer to Storm Sewer Design Sheet Max HWL = 0.15 m CB/MH Storage = 0.82 m 3 refer to Storm Sewer Design Sheet Control Flo Roof Drain Rate = L/s m Surface Storage = 8.29 m 3 refer to LRL Plan C.301 # of roof drains = 1 Total Available Storage = m 3 Excluding Roof top Storage Storage Volume = 8.2 m 3 Height = m Inlet Control Device Parameters Total Drains Rate = 1.51 L/s Product Orifice Plate at CB01 Invert Level = masl. HWL = 2.37 m from inv. HWL = masl. Orifice Dia. = 38 mm Orifice Invert = masl. Orifice Area = m2 ICD Centerline = masl. HWL Head = 2.37 m from centerline C = 0.61 Controlled Release = 4.75 L/s

21 LRL File No Project: Proposed Multi- Unit Development Location: 284 Presland Road, Ottawa Date: Designed: January 26, 2016 G. Brunet Checked: M.Gagnon Drawing Ref.: C.401 Stormwater Management Design Sheet STORM - 5 YEAR Runoff Equation Q = 2.78CIA (L/s) C = Runoff coefficient I = Rainfall intensity (mm/hr) = A / (Td + C) B A = Area (ha) T c = Time of concentration (min) Pre-Devlopment Catchments within Development Area Un-Controlled Allowable Release Rate Total Area = ha R= 0.71 EWS ha R= 0.75 EWS ha R= 0.60 Total Uncontrolled = ha R= Year Pre-Development Flow Rate I 5 = / (Td ) a = b = C = C = 0.50 max of 0.5 as per City of Ottawa I = mm/hr Tc = 10 min Total = ha Allowable Release Rate= 2.61 L/s Post-development Stormwater Management R 5 R 100 Total Site Area = ha R= WS ha R= Controlled WS ha R= Total Contolled = ha R= Un-controlled WS ha R= Total Un-Contolled = ha R= Rooftop WS ha R= Total Roof= ha R= Post-development Stormwater Management Time (min) I 5 = / (Td ) a = b = C = Intensity (mm/hr) Controlled Runoff (L/s) Rooftop Storage ** Storage Volume (m 3 ) Controlled Release Rate (L/s) Controlled Runoff** (L/s) Chamber Storage Storage Volume (m 3 ) Controlled Release Rate (L/s) Uncontrolled Runoff (L/s) Total Release Rate (L/s) Height on Roof (m) **Zurn Control Flow roof drains will control rooftop drainage before releasing to parking lot to then be controlled by ICD

22 LRL File No Project: Proposed Multi- Unit Development Location: 284 Presland Road, Ottawa Date: Designed: January 26, 2016 G. Brunet Checked: M.Gagnon Drawing Ref.: C.401 Stormwater Management Design Sheet STORM - 5 YEAR Onsite Stormwater Retention Rooftop Controls Total Storage Required = 1.55 m 3 Control Flo Roof Drain Rate = 136 L/min Pipe Storage = 1.23 m 3 refer to Storm Sewer Design Sheet Max HWL = 0.15 m CB/MH Storage = 0.82 m 3 refer to Storm Sewer Design Sheet Control Flo Roof Drain Rate = L/s m Surface Storage = 8.29 m 3 refer to LRL Plan C.301 # of roof drains = 1 Total Available Storage = m 3 Excluding Roof top Storage Storage Volume = 3.6 m 3 Height = m Inlet Control Device Parameters Total Drains Rate = 0.82 L/s Product Orifice Plate at CB01 Invert Level = masl. HWL = 2.37 m from inv. HWL = masl. Orifice Dia. = 38 mm Orifice Invert = masl. Orifice Area = m2 ICD Centerline = masl. HWL Head = 2.37 m from centerline C = 0.61 Controlled Release = 4.75 L/s