SITE SERVICING & STORMWATER MANAGEMENT STUDY

Transcription

1 SITE SERVICING & STORMWATER MANAGEMENT STUDY IN SUPPORT OF MAJOR ZONING BY-LAW AMENDMENT AND SITE PLAN CONTROL APPLICAITON Location: 190 Richmond Road, Ottawa, Ontario CPE Project #: City of Ottawa 8395 Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 Tel: (905) Prepared For: Choice Properties REIT 2 Re-Issued for ZBLA and SPA March 24, Issued for ZBLA and SPA May 2, 2016 No. Revision Date

2 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa TABLE OF CONTENTS TABLE OF CONTENTS... 2 LIST OF FIGURES, TABLES, APPENDICES & DRAWINGS INTRODUCTION Background Study Parameters STORMWATER MANAGEMENT Existing Conditions Allowable Release Rate Water Quantity Water Quality Erosion and Sediment Control SANITARY SERVICING Existing Sanitary Servicing Proposed Sanitary Release Rate and Servicing WATERMAIN SERVICING Existing Water Servicing Strategy Proposed Water Servicing Strategy CONCLUSIONS Project No.: March 2017 Page 2

3 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa LIST OF FIGURES, TABLES, APPENDICES & DRAWINGS Figures Figure 1 Site Location Plan Tables Table 1 Site Statistics Table 2 Allowable Release Rate from MH9 Table 3 Composite Run-off Coefficient of Post-Development Condition Table 4 Peak Flow and Storage Summary Year Storm Event Table 5 Sanitary Flow Rates and Capacities Table 6 Water Servicing Statistics Appendices Appendix A1 5 Year Allowable Release Rate (Modified Rational) Appendix A2 Storage Required/Provided Calculations Appendix A3 Storm Sewer Design Sheets (5 year/100 year) Appendix A4 Hydraulic Modeling Analysis/Results Appendix A5 Stormceptor Sizing Design Information Appendix B1 Sanitary Drainage Calculations (Proposed Complex) Appendix B2 Sanitary Drainage Calculations (Existing Real Canadian Superstore) Appendix C1 Water Demand Calculations Appendix C2 FUS Calculations Building A Drawings (all dated March 24, 2017) SW-S Site Servicing Plan SW-G Site Grading Plan SW-STM Proposed Storm Drainage Plan SW-N Notes and Details Plan SW-ESC Erosion and Sediment Control Plan Project No.: March 2017 Page 3

4 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa 1.0 INTRODUCTION 1.1 BACKGROUND This Site Servicing and Stormwater Management Study ( Servicing Study ) has been prepared in support of a major zoning by-law amendment ( ZBLA ) and site plan control application ( SPA ) for the proposed re-development located at 190 Richmond Road within the City of Ottawa. The +/-3.95ha (+/-9.76 acre) subject site is located within the Westboro community of Ottawa and is bound by Richmond Road along the north, Kirkwood Avenue to the east, Tweedsmuir Avenue to the west and Byron Avenue to the south. The site is currently developed and contains an operating Real Canadian Superstore, an operating LCBO store and associated parking and landscaping areas. The site contains two existing vehicular accesses; one from Kirkwood Avenue and one from Richmond Road. Refer to Figure 1 for a key plan of the subject site. The proposed development includes a 187 unit rental complex, split among two six-storey buildings ( Buildings A and B ) which are connected through an above grade four-storey link structure ( Link Building ). A new vehicular access is proposed through a new access to Kirkwood Avenue, which will lead to a drop off area and ramp leading to a proposed underground parking structure. The underground parking structure will provide 143 parking spaces. A new at-grade loading area is also proposed adjacent to the below grade loading ramp. The development concept includes for an increase in Gross Floor Area ( GFA ) of 64,025 sq.ft below grade, 196,106 sq.ft above grade to a total of 260,131 sq.ft. Refer to Table 1 for a summary of site statistics. The majority of the site is currently zoned Traditional Mainstreet ( TM ) with a small portion along Byron Avenue zoned Residential, 2 nd Density Zone, subzone S ( R2S ). The applicant is proposing to rezone the entire property as TM. Project No.: March 2017 Page 4

5 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Table 1: Site Statistics Statistic Area Gross Site Area 3.95 ha or 9.76 acres Ex. Retail A Area 7,886 sq.m. Ex. Retail B Area 946 sq.m. Prop. Below Grade GFA 64,025 sq.ft. or 5,948.1 sq.m. Prop. Above Grade GFA 196,106 sq.ft. or 18,218.8 sq.m. Total Proposed GFA 260,131 sq.ft. or 24,197.0 sq.m. Number of Units 187 units This Servicing Study has been prepared to address the site servicing strategy (stormwater, sanitary, and water servicing) in support of the above noted development applications. 1.2 STUDY PARAMETERS The background documents listed below have been considered in the preparation of this Servicing Study: Architectural plans and inputs prepared by Page + Steele IBI Group Architects; Original design engineering plans and inputs by Stantec Consulting Limited; Topographic Survey by Annis, O Sullivan, Vollebekk Ltd., dated April 19, 2016; Ottawa Sewer Design Guidelines, Second Edition, October 2012; Ottawa Design Guidelines Water Distribution, First Edition, July 2010; Fire Underwriters Survey, For the purpose of this report, we have referenced site and building statistics from the architectural site plan. 2.0 STORMWATER MANAGEMENT 2.1 EXISTING CONDITIONS The subject site is currently occupied by a Real Canadian Superstore, an LCBO store and associated parking fields and landscaped areas. The site currently utilizes a storm sewer network to capture minor flows (i.e. through catchbasins and storm sewers) and connects to a 675mm diameter municipal storm connection located at the north-west corner of the subject site. Based on a review of the topographic Project No.: March 2017 Page 5

6 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa survey, major system overland flows exit the site at both the rear of the site and at the entrance at Richmond Road. According to original design documents, The Real Canadian Superstore and LCBO both utilize roof-top controls at release rates of l/s and 2.2 l/s respectively. Based on the existing drainage plan and sewer system, storm events up to 5-year design event will be conveyed through the minor (underground) system; in addition existing oversized pipes in the sewer system can provide additional flow and storage capacity for major storm events. All flows exceeding minor system capacity will be conveyed by major system routes primarily towards the north west corner of the site at Richmond Road. 2.2 ALLOWABLE RELEASE RATE Since the site s overall imperviousness under the existing condition is higher than 50%, and in accordance with City of Ottawa Sewer Design Guidelines, a run-off coefficient of C = 0.50 and the 5- year design storm event was used in calculating the pre-development peak run-off from altered development areas. Therefore, the new stormwater plan will satisfy new criteria and promote the old design to new standards. The proposed plan includes major and minor changes, including new buildings, sewers and parking lot changes, and the total drainage area to the outlet MH9 contains all changes. Therefore, MH9 has been considered as the control point for the release rate from the changed areas. Table 2 below summarizes this calculation which is used to determine the post-development allowable release rate from the altered areas within the subject site: Table 2: Allowable Release Rate from MH9 Q A = C x A x i / 360 (L/s) A - Site Area (ha) 3.39 Tc (min) C - Runoff Coefficient 0.5 i Intensity [5-year](mm/hr) 88.6 Q - Release Rate [5-year](l/s) 418 Refer to Appendix A1 for the allowable release rate calculation. Project No.: March 2017 Page 6

7 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Post-development peak flows will be attenuated to the allowable release rate of 418 l/s or less for all storms up to and including the 100-year storm event, as summarized in Appendix A2. Refer to Appendix A1 for the site specific allowable release rate calculation. 2.3 WATER QUANTITY All stormwater runoff from the various components of the proposed development s site areas, including roofs, exterior hard paved surfaces and soft landscaped areas, will be captured by roof and area drains and directed either via the building plumbing system or the site storm sewer system and directed to the existing/proposed storm sewers within the site. Refer to drawing SW-STM for the postdevelopment drainage plan, storm sewer network detail and connection to municipal infrastructure. Quantity control will be provided within the site to ensure that post-development peak flows up to the 100-year storm event are attenuated to the allowable release rate of 418 l/s at MH9. For the purpose of calculating the required storage and orifice diameter required to achieve quantity control, composite run-off coefficients were calculated using the storm sewer design sheet data. Refer to Appendix A3 for the storm sewer design sheet. Table 3: Composite Runoff Coefficient of Post-Development Condition Area Area [m 2 ] RC Existing Roof Area Parking Lot and New Roofs drain to MH9 ( In Series with Existing Roof) Total Site to MH Refer to Appendix A3 for run-off co-efficient details. The resulting quantity control calculations are summarized in Table 4. The on-site water quantity requirements can be achieved by existing rooftop storage, in-sewer underground storage, and parking lot surface storage (maximum 0.3m depth) in combination with a 307mm orifice plate control, at the downstream side of MH9, to attenuate storm run-off to the required level. Refer to Appendix A2 for stormwater storage calculations. Project No.: March 2017 Page 7

8 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Major storm events in excess than the 100-year event and not captured by the minor system will spill to the municipal right-of-way, primarily at Richmond Road. Table 4: Peak Flow and Storage Summary Year Storm Event Area ID Area (ha) Runoff Coefficient TC (min) Storage Available (m 3 ) Storage Required (m 3 ) Designed Release Rate (m 3 /s) Description Orifice Size (mm) Orifice Release Rate (m 3 /s) 105D (Roof) Roof Drainage to MH.9 Parking (in Series Lot with 105D) Total * * The m 3 /s is in free condition and the hydraulic modeling, with all ICDs and tail-water, reduced the release rate to 0.28 m 3 /s. The City of Ottawa requires that hydraulic modeling for the storm system be completed to ensure that the system, with multiple ICDs in series, works at the design storm events. For the purpose of hydraulic analysis the Storm and Sanitary Analysis ( SSA ) software has been used to provide dynamic modeling and demonstrate the proposed storm system capability during the design storm events, up to and including 100-year storm. The 5-year and 100-year storms were selected to be used in the hydraulic modeling analysis, with the results provided in Appendix A4. Design flows for the 5-year and 100-year flows were obtained from storm sewer design sheets and have been utilized in the hydraulic modeling as peak flows for the assigned dimensionless hydrographs. In order to simulate realistic downstream conditions, the existing 1050mm sewer within Richmond Road has been assumed to be full during both the 5-year and 100-year storm events. The modeling results showed no ponding in 5-year and 100-year events, but as a conservative approach two flap-gates have been proposed, at ex. MH103 and MH1, to prevent any unexpected backwater to the maintenance holes/drains with low rim elevations, including ex. CB/MH99 and the west loading storm trench drain as well as the low catchbasins located at the existing Richmond Road entrance. The updated hydraulic model, with flap-gates, indicated that any unforeseen ponding area will be redirected to ex. CB/MH102, which in the central parking field is the more desirable ponding location for stormwater. Project No.: March 2017 Page 8

9 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Therefore, the hydraulic modeling demonstrates the capability of the proposed minor system to convey all storm events, up to and including 100-year, to allowable rates or less. The proposed two flap-gates also improve the system flexibility to keep unexpected/emergency ponding in the preferred ponding area, at ex. CB/MH WATER QUALITY Water quality treatment for the subject site is required to ensure Level I enhanced quality treatment is achieved, in accordance with City of Ottawa/MOE criteria, which requires an overall 80% Total Suspended Solids ( TSS ) removal rate for the overall site. As run-off from roof areas is generally considered to be clean, a quality control unit will be provided, at the downstream of MH9, to treat only runoff from paved surface areas upstream of MH9. In order to achieve a TSS removal rate of 80% and considering site characteristics, a Stormceptor STC 6000 Oil/Grit Separator (OGS) unit was selected. Refer to Appendix A5 for more information. 2.4 EROSION AND SEDIMENT CONTROL Erosion and sediment control will be provided on-site before major construction, including silt fence around the perimeter of the construction area, silt controls on existing catchbasins within and adjacent to the site and if suitable, a mud mat at the construction entrance to prevent mud being tracked onto the adjacent roads by construction vehicles. Regular cleaning of the adjacent streets will also be carried out. The above measures are to be maintained throughout the course of construction and any areas disturbed by the installation of erosion and sediment control devices are to be restored to existing condition or better. 3.0 SANITARY SERVICING 3.1 EXISTING SANITARY SERVICING The site currently is serviced by a sanitary sewer network that conveys sanitary flows from the Real Canadian Superstore and connects to a 200mm diameter municipal sanitary sewer connection, at a slope of +/- 0.61% and at an invert depth of 65.24m and generally located east of the Richmond Road access point. The full flow capacity of the sanitary connection was calculated to be approximately 26.6 Project No.: March 2017 Page 9

10 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa l/s. The existing LCBO store utilizes a separate sanitary connection into Richmond Road, and based on the proposed sanitary sewer design for the proposed complex, it is considered independent of our scope and does not impact the proposed design. Refer to drawing SW-S for the layout of the existing sewer network. 3.2 PROPOSED SANITARY RELEASE RATE AND SERVICING The location of the private sanitary sewer network currently servicing the Real Canadian Superstore is ideal for providing a new, private connection for the two new buildings. As the owner is currently not contemplating a land severance, a new sewer connection is proposed from existing private MH.1, extending south to MH100A and then to the north face of new Building B. The sewer connection is to be a 200mm diameter PVC connection at a slope of 1.0% and terminated at 1.5m from the building face at an invert depth of 66.65m (or 3.55m below FFE). The peak sanitary discharge from the proposed complex was calculated using an average wastewater flow of 350 l/capita/day. With 100 one bedroom/studio units, 78 two bedroom units and 9 three bedroom units proposed, and a per unit population of 1.4, 2.1 and 3.1 persons/unit respectively (Ottawa Sewer Design Guidelines Table 4.2), the average dry sanitary flow rate from the proposed buildings was calculated to be 1.34 l/s. Applying a residential peaking factor of 4.00, the peak dry flow was then calculated to be 5.37 l/s. To calculate peak wet weather flow, an infiltration rate of 0.28 l/s/ha was used and was applied over approximately ½ of the site area (the other half applied to the existing buildings see below). This produced a total new wet weather peak flow rate of 5.93 l/s. The existing sanitary flows from the Real Canadian Superstore and LCBO was estimated by using an average wastewater flow rate of 50,000 l/ha/day for commercial use. This rate was applied over ½ of the site area and with a commercial peaking factor of 1.5 this resulted in an average and peak dry flow rate of 1.14 l/s and 1.71 l/s respectively. Applying the same methodology for infiltration (i.e. ½ of the site area) as was done for the two proposed buildings, the peak existing wet weather flow rate for the Real Canadian Superstore and LCBO was estimated at 2.27 l/s, resulting in a total existing plus proposed wet weather sanitary flow rate of 8.2 l/s. Refer to Appendix B1 and B2 for supporting calculations. Based on the original design information available, it does not appear that the local area utilizes Project No.: March 2017 Page 10

11 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa combined or partially separated sewers. As such, allowances for foundation drainage of existing areas were not included in the calculations. Based on the calculated capacity of the 200mm municipal sanitary connection servicing the site, the proposed flow of 8.2 l/s will represent 30.8% of the connection s capacity. Refer to Table 5 and Appendix B3 for a summary of capacities and design flows for the private and municipal connection sewers eventually connecting to the 300mm sanitary sewer in Richmond Road. An area drain is located within the west loading dock area and its original purpose was to collect any discharge from container bins and compactor units. As noted earlier, we have provided a flap gate on storm MH1 to ensure that the 100-year storm event does not pond and spill into this area drain. According to the City of Ottawa, the proposed parkette does not require servicing. As such, a sanitary service has not been proposed as a part of this development application. Table 5: Sanitary Flow Rates and Capacities Sewer Capacity (l/s) Peak Flow (l/s) Q f/q c New stub to MH100A % MH100A to Ex. MH % Ex. MH.1 to Ex. MH % Ex. MH.2 to Ex. MH-T % Ex. MH-T to 300mm City sewer +/ % Refer to Appendix B3 for the sanitary sewer design sheet. 4.0 WATERMAIN SERVICING 4.1 EXISTING WATER SERVICING STRATEGY The existing site is currently serviced by a municipal 200mm watermain service connection generally located east of the Richmond Road access point. This service continues south into the private site where it in turn travels east and services the existing Real Canadian Superstore along the south face of the building. The LCBO store has its own dedicated 150mm diameter watermain service entering the site at the north-west corner of the site and immediately entering the north face of the building. The private Project No.: March 2017 Page 11

12 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa site contains a fire hydrant located in the parking field south of the Real Canadian Superstore and there are property-fronting street hydrants located on Richmond Road and on Kirkwood Avenue. Refer to drawing SW-S for the layout of the existing water service network and location of site service connections. 4.2 PROPOSED WATER SERVICING STRATEGY We are proposing the following site watermain improvements as part of the development application. Refer to drawing SW-S for the proposed watermain improvements. - Extend the existing private watermain south of the Real Canadian Superstore to the east and connect into the existing 150mm diameter watermain in Kirkwood Avenue, therefore creating a looped system. - Connect to the existing private watermain south of the Real Canadian Superstore and provide a new 200mm diameter watermain service terminating 1.5m from the face of Building B, in order to provide both fire and domestic water supply to both Building A and B. The expected domestic water usage rate for the new development (total of the entire complex) was calculated based on the residential daily water usage rate of 350 L/capita/day. With 187 units being proposed, and a per unit populations from Ottawa Water Distribution Design Guidelines Table 4.2, the average day domestic flow total was calculated to be 1.34 l/s. Applying a maximum hour factor of 2.2 and a maximum day factor of 2.5, the maximum hour demand and maximum day demand were calculated to be 2.96 l/s and 3.36 l/s respectively. Fire flow demand was estimated using the Fire Underwriters Survey guidelines. It was determined that the complex (A, B & Link) will require 24,000 l/min (400 l/s) in order to provide sufficient fire flow protection for the development. The maximum day demand plus fire flow criteria governs to a total demand of approximately l/s or 6, USGPM. Verification of the capacity of off-site watermain infrastructure will be required to confirm that available flows/pressures are sufficient to support the proposed development. Should off-site infrastructure not have the ability to service the proposed development, items such as fire and/or domestic service pumps will be required. Refer to Project No.: March 2017 Page 12

13 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Table 6 for a summary of water servicing requirements and Appendices C1 and C2 for detailed water service calculations. Table 6: Water Servicing Statistics Item Rate (l/s) Rate (USGPM) Average Day Maximum Day Maximum Hour Fire Flow FUS 400 6, Max. Day + Fire Flow , Refer to Appendices C1 and C2 for water servicing calculations. It is our understanding from the project architect that a Fire Department Connection will be located on the east face of Building A along Kirkwood Avenue. An existing fire hydrant is located there and will be within the required distance to the Fire Department Connection. For the purpose of this scope of work we have omitted the existing Real Canadian Superstore, as should this building govern domestic/fire flows, we have assumed that the existing infrastructure has been designed to support it, and therefore the existing system plus the addition of the looped connection will service the less stringent proposed development. According to the City of Ottawa, the proposed parkette does not require servicing. As such, a water service has not been proposed as a part of this development application. 5.0 CONCLUSIONS This report presents a site servicing strategy for the proposed development that addresses the requirements of the applicable design guidelines and provides the basis for detailed servicing design. The key points are summarized as follows: Project No.: March 2017 Page 13

14 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Stormwater Management: - Post-development stormwater flows are to be controlled to an allowable release rate of 418 l/s or better, which represents the 5-year design storm with a 0.5 runoff coefficient predevelopment release rate of the altered area within subject site. - The on-site water quantity requirements will be achieved by existing rooftop storage, insewer underground storage, and parking lot surface storage in combination with a 307mm orifice plate control, at the downstream side of MH9, in order to attenuate storm run-off to the required level. Flap gates are provided to avoid ponding/spill at low storm structures and re-direct unexpected/emergency ponding to the central parking field. - A Stormceptor STC 6000 Oil Grit Separator (OGS) quality control unit will be provided downstream of MH9, in order to achieve the minimum 80% TSS removal quality control criteria. Sanitary Servicing: - The complex will be provided a sanitary sewer connection which will connect into the existing private sanitary sewer system, which then eventually outlets to a 300mm diameter sanitary sewer within Richmond Road. - The proposed development concept will generate approximately 5.93 l/s of peak wet weather sanitary flow, and along with the existing 2.27 l/s from the existing Real Canadian Superstore, the on-site sanitary sewer system and the municipal service connection from Richmond Road will continue to operate below capacity. Water Servicing: - An extension of the 200mm diameter private water service from Richmond Road will be completed and connected into the existing 150mm watermain located in Kirkwood Avenue in order to create a looped system. - The complex will be provided a watermain service connection which will connect into the new looped private watermain system. - The anticipated maximum day demand and maximum hour demand for the new buildings is anticipated to be 3.36 l/s and 2.67 l/s respectively. Project No.: March 2017 Page 14

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16 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa APPENDICES Project No.: February 2017

17 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Appendix A1 5 Year Allowable Release Rate (Modified Rational) Project No.: February 2017

18 SWM DESIGN CALCULATIONS (Appendix A1) 5-Year Allowable Flow Rate Calculations (Up to MH 9) Project Name: 190 Richmond Road Municipality: Ottawa Project No.: Date: 16 Feb 17 Prepared by: R.K. Last Revised: 16 Feb 17 Rainfall Data Location: Ottawa, ON a Event 5-year b c Site Data Area (ha) 3.39 Runoff Coefficient 0.5 AC 1.70 Tc (min) Rainfall Intensity (mm/hr) 88.6 Rational Flow Rate (l/s) 418 The Rational Equation: Counterpoint Engineering Inc Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 TEL: (905) FAX: (905)

19 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Appendix A2 Storage Required/Provided Calculations Project No.: February 2017

20 Project Name: 190 Richmond Road Municipality: Ottawa Project No.: Date: 16 Feb 17 Rainfall Data Location: Ottawa, ON a Event 100-year b c 0.82 Area ID Area (ha) Runoff Coefficient TC (min) Storage Available (m 3 ) Storage Required (m 3 ) Designed Release Rate (m 3 /s) Prepared by: R.K. Last Revised: 16 Feb 17 Description Orifice Size (mm) Orifice Release Rate 105D (Roof) Roof Drainage to MH9 (in Series with 105D) Parking Lot Total Allowable release rate is m 3 /s SWM DESIGN CALCULATIONS (Appendix A2) Storage Required / Provided Calculations Summary Table (m 3 /s) Counterpoint Engineering Inc Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 TEL: (905) FAX: (905)

21 SWM DESIGN CALCULATIONS (Appendix A2) Required Storage Calculations (Rooftop 105D) Project Name: 190 Richmond Road Prepared by: R.K. Municipality: Ottawa Project No.: Last Revised: 16 Feb 17 Date: 16 Feb 17 Rainfall Data Location: Ottawa, ON a Event 100-year b c 0.82 Site Data Area (ha) Runoff Coefficient 0.9 AC 0.72 Tc (min) 10 Time Increment (min) 5 Release Rate (l/s) Storage Required (m 3 ) 380 The Rational Equation: Storm Runoff Released Storage Time Rainfall Intensity Runoff Volume Volume Volume (min) (mm/hr) (m 3 /s) (m 3 ) (m 3 ) (m 3 ) ******** Counterpoint Engineering Inc Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 TEL: (905) FAX: (905)

22 SWM DESIGN CALCULATIONS (Appendix A2) Required Storage Calculations (Parking Lot to MH 9, which is series with Rooftop 105D) Project Name: 190 Richmond Road Prepared by: R.K. Municipality: Ottawa Project No.: Last Revised: 16 Feb 17 Date: 16 Feb 17 Rainfall Data Location: Ottawa, ON a Event 100-year b c 0.82 Site Data Area (ha) 2.59 Runoff Coefficient 0.82 AC 2.13 Tc (min) from storm design sheet Time Increment (min) 5 Release Rate (l/s) 418 Storage Required (m 3 ) 397 The Rational Equation: Time Rainfall Intensity Storm Runoff Runoff Volume Roof Released Volume Total Runoff Volume Released Volume Storage Volume (min) (mm/hr) (m 3 /s) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) ******** Counterpoint Engineering Inc Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 TEL: (905) FAX: (905)

23 SWM DESIGN CALCULATIONS (Appendix A2) Provided Storage Calculations Project Name: 190 Richmond Road Municipality: Ottawa Project No.: Date: 16 Feb 17 Available Storage Underground in Sewer UPSTREAM OF THE ORIFICE CONTROL AT MH9 (BELOW HWL of 68.36m) : Prepared by: R.K. Last Revised: 16 Feb 17 From To Length Below HWL Diameter Volume (m) (mm) (m 3 ) Ex. CB 11 Ex. CB Ex. CB 12 Ex. MH Ex. MH 98 Ex. MH Ex. MH 99 Ex. MH Ex. MH 100 MH CB 1 MH MH 1 MH Plug CBMH Plug MH CBMH 4 MH MH 3 MH MH 2 Ex. MH Ex. MH 102 Ex. MH Plug CBMH CBMH 7 MH MH 6 MH MH 5 Ex. MH Ex. MH 103 MH CB 3 CBMH CBMH 8 MH Total Storage Underground in Sewers (m 3 ): Available Storage Underground in Sewer Catchbasins & Manholes UPSTREAM OF THE ORIFICE CONTROL AT MH9 (BELOW HWL of 68.36m) : MH Manhole Top Elevation or HWL Low Invert Elevation Diameter Volume (m) (m) (m) (m 3 ) Ex. CB (0.6 x 0.6) 0.54 Ex. CB (0.6 x 0.6) 0.59 Ex. MH Ex. MH Ex. MH MH MH Ex. MH Ex. MH Ex. CB (0.6 x 0.6) 0.53 MH CBMH (0.6 x 0.6) 0.00 MH MH MH MH CB (0.6 x 0.6) 0.42 CBMH Total Storage Underground in CB's & MH's (m 3 ): 78.2 Total Available Underground Storage (m 3 ): (In Sewer, Manholes and Catchbasins) Available Surface Storage (m 3 ): (Ponding Area = 2180m 2 at Ex.CBMH102, DCBMH2) Total Available Stormwter Storage (m 3 ): Counterpoint Engineering Inc Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 TEL: (905) FAX: (905)

24 Project Name: 190 Richmond Road Municipality: Ottawa Project No.: Date: 16 Feb 17 SWM DESIGN CALCULATIONS (Appendix A2) Orifice Calculations (In MH 9 / Downstream Side) Prepared by: R.K. Last Revised: 16 Feb 17 Area: Parking Lot (In MH9 D/S Side) Orifice Equation: Orifice Characteristics Q = C d xax(2gh) 0.5 g=9.81 (m/s 2 ) gravity Orifice Diameter (mm) 307 C d = coefficient of discharge C d 0.6 where: Q =flow rate (m3/s) C d = 0.6 for Sharp Orifice Orifice Invert Elevation (m) H = head on the weir (m) C d = 0.8 for Tube Orifice 100-Year Ponding HGL (m) A =area of orifice (m 2 ) Downstream Tailwater (m) Head on Orifice (m) 4.50 Flow from Orifice (m 3 /s) Allowable Flow (m 3 /s) Counterpoint Engineering Inc Jane Street, Suite 100 Vaughan, Ontario L4K 5Y2 TEL: (905) FAX: (905)

25 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Appendix A3 Storm Sewer Design Sheets (5 year/100 year) Project No.: February 2017

26 Counterpoint Engineering Inc. STORM SEWER CALCULATION SHEET (RATIONAL METHOD) Definitions: C = Runoff Coefficient Project: 190 Richmond Raod Q = 2.78 AIR, where Project No: Q = Peak Flow in Litres per second (L/s) Client: Choice Properties Location: Ottawa, Ontario Prepared by: ECM Checked by: RK Date: 16-Feb-17 Rainfall Data: a, b, c Values 5 a b c Manning's Roughness Coefficient (All pipes)= Design Return Frequency (years)= From To Diam. Length Slope Area C A x C Accum Rainfall Time of Area Flow Other Total Diameter Pipe Hydraulic Pipe Pipe Velocity Time of Ratio Free Flow Location Node Node (nominal) Pipe Pipe AxC Intensity Conc. (Tc) Q Flows Free Flow Actual Area Radius Mat. Capacity Flow Q/Q full Cap. (mm) (m) (%) (ha) (ha) (ha) mm/hr (min) (l/s) (l/s) (l/s) (m) (sq.m) (m) (l/s) (m/s) (min) Check ST98A EX98 EX % PVC OK ST99A EX99 EX % CONC OK ST100A EX100 MH % CONC OK ST1A MH1 MH % CONC OK PARK2 CB2 MH % PVC OK BLDG A/Park 1 PLUG MH % PVC OK MH3 MH % PVC OK MH2 EX % CONC OK 105D (EX LOBLAWS) EX105 EX % PVC OK ST102A,ST102B, ST102C EX102 EX % CONC OK BLDG B PLUG MH % PVC OK MH7 CBMH % PVC OK ST6A CBMH6 MH % PVC OK MH5 EX % PVC OK ST103A EXCBA EXCBB % PVC OK ST103B EXCBB EX % PVC OK ST103C EX103 MH % CONC OK ST8B CB3 CBMH % PVC OK ST8A CBMH8 MH % PVC OK ST9A, ST9B, ST9C MH9 EX % CONC OK ST104A EX104 EX % CONC OK Prepared by Counterpoint Engineering P:\Projects\16032_Choice_190 Richmond Road\Design\2nd Submission\Design\Storm_Water_Management\ New Submission\ _16032_Storm_Design_Sheet_5yr_Original.xls

27 Counterpoint Engineering Inc. STORM SEWER CALCULATION SHEET (RATIONAL METHOD) Definitions: C = Runoff Coefficient Project: 190 Richmond Raod Q = 2.78 AIR, where Project No: Q = Peak Flow in Litres per second (L/s) Client: Choice Properties Location: Ottawa, Ontario Prepared by: ECM Checked by: RK Date: 16-Feb-17 Rainfall Data: a, b, c Values 100 a b c 0.82 Manning's Roughness Coefficient (All pipes)= Design Return Frequency (years)= From To Diam. Length Slope Area C A x C Accum Rainfall Time of Area Flow Other Total Diameter Pipe Hydraulic Pipe Pipe Velocity Time of Ratio Free Flow Location Node Node (nominal) Pipe Pipe AxC Intensity Conc. (Tc) Q Flows Free Flow Actual Area Radius Mat. Capacity Flow Q/Q full Cap. (mm) (m) (%) (ha) (ha) (ha) mm/hr (min) (l/s) (l/s) (l/s) (m) (sq.m) (m) (l/s) (m/s) (min) Check ST98A EX98 EX % PVC OK ST99A EX99 EX % CONC OK ST100A EX100 MH % CONC OK ST1A MH1 MH % CONC OK PARK2 CB2 MH % PVC OK BLDG A/Park 1 PLUG MH % PVC OK MH3 MH % PVC Not OK MH2 EX % CONC OK 105D (EX LOBLAWS) EX105 EX % PVC OK ST102A,ST102B, ST102C EX102 EX % CONC OK BLDG B PLUG MH % PVC OK MH7 CBMH % PVC OK ST6A CBMH6 MH % PVC Not OK MH5 EX % PVC OK ST103A EXCBA EXCBB % PVC OK ST103B EXCBB EX % PVC Not OK ST103C EX103 MH % CONC Not OK ST8B CB3 CBMH % PVC OK ST8A CBMH8 MH % PVC Not OK ST9A, ST9B, ST9C MH9 EX % CONC Not OK ST104A EX104 EX % CONC OK Prepared by Counterpoint Engineering P:\Projects\16032_Choice_190 Richmond Road\Design\2nd Submission\Design\Storm_Water_Management\ New Submission\ _16032_Storm_Design_Sheet_100yr_Original.xls

28 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Appendix A4 Hydraulic Modeling Analysis/Results Project No.: February 2017

29 Project No: No.: February 2017 September 2015 Prepared by: RK

30 100-Year.txt Autodesk Storm and Sanitary Analysis Version (Build 1) ******************* Project Description ******************* File Name SSA Model_100-year.SPF **************** Analysis Options **************** Flow Units... cms Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... FEB :00:00 Ending Date... FEB :00:00 Report Time Step... 00:05:00 ************* Element Count ************* Number of subbasins... 0 Number of nodes Number of links ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow m m m² CB1 JUNCTION CB2 JUNCTION Yes CB3 JUNCTION Yes CBMH6 JUNCTION Yes CBMH8 JUNCTION Yes DCB2 JUNCTION DummyCBMH102 JUNCTION DUMMYEX. CB2 JUNCTION DUMMYEx.MH105 JUNCTION DummyMH9 JUNCTION Ex. CB 11 JUNCTION Ex. CB 12 JUNCTION EX. CB2 JUNCTION Yes Ex. CBMH 100 JUNCTION Yes Ex. CBMH 99 JUNCTION Yes Ex. MH 103 JUNCTION Yes Ex. MH 104 JUNCTION Yes Ex. MH 98 JUNCTION Yes EX. STMMH100 JUNCTION Ex.CB 8 JUNCTION Ex.CB01 JUNCTION Yes Ex.CB02 JUNCTION Ex.CB03 JUNCTION Yes Page 1 Project No.: No: February 2017 September 2015 Prepared by: RK

31 100-Year.txt Ex.CB04 JUNCTION Ex.CB05 JUNCTION Ex.CB06 JUNCTION EX.CB7 JUNCTION Ex.CBMH 102 JUNCTION Yes Ex.MH105 JUNCTION MH1 JUNCTION Yes MH2 JUNCTION MH3 JUNCTION MH5 JUNCTION MH7 JUNCTION MH9 JUNCTION Yes OGS-stc 6000 JUNCTION STM PLUG2 JUNCTION Yes STM. MONITORING JUNCTION STMPLUG JUNCTION Yes Tr. Drain JUNCTION Out-01 OUTFALL ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness Pipe (CB11-CB12) Ex. CB 11 Ex. CB 12 CONDUIT Pipe (CB12-MH98) Ex. CB 12 Ex. MH 98 CONDUIT Pipe (CB1-MH1) CB1 MH1 CONDUIT Pipe (CB2-CBMH102) DUMMYEX. CB2 Ex.CBMH 102 CONDUIT Pipe (CB2-CBMH3) CB2 MH3 CONDUIT Pipe (CB3-CBMH8) CB3 CBMH8 CONDUIT Pipe (CBMH100-MH1) Ex. CBMH 100 MH1 CONDUIT Pipe (CBMH102-CBMH103) DummyCBMH102 Ex. MH 103 CONDUIT Pipe (CBMH6-MH5) CBMH6 MH5 CONDUIT Pipe (CBMH8-MH9) CBMH8 MH9 CONDUIT Pipe (CBMH99-CBMH100) Ex. CBMH 99 Ex. CBMH 100 CONDUIT Pipe (DCB2-CBMH102) DCB2 Ex.CBMH 102 CONDUIT Pipe (Ex.CB01-Ex.CB03) Ex.CB01 Ex.CB03 CONDUIT Pipe (Ex.CB02-Ex.CB03) Ex.CB02 Ex.CB03 CONDUIT Pipe (Ex.CB03-Ex.MH103) Ex.CB03 Ex. MH 103 CONDUIT Pipe (Ex.CB04-Ex.CB03) Ex.CB04 Ex.CB03 CONDUIT 6.3 Page 2 Project No.: No: February 2017 September 2015 Prepared by: RK

32 100-Year.txt Pipe (Ex.CB5-Ex.MH104) Ex.CB05 Ex. MH 104 CONDUIT Pipe (Ex.CB7-Ex.MH103) EX.CB7 Ex. MH 103 CONDUIT Pipe (Ex.CB8-Ex.MH103) Ex.CB 8 Ex. MH 103 CONDUIT Pipe (Ex.CM06-Ex.MH104) Ex.CB06 Ex. MH 104 CONDUIT Pipe (Ex.MH103-MH9) Ex. MH 103 MH9 CONDUIT Pipe (Ex.MH104-Outlet) Ex. MH 104 DUMMYEx.MH105 CONDUIT Pipe (Ex.STMMH100-Ex.MH104) EX. STMMH100 Ex. MH 104 CONDUIT Pipe (MH1-MH2) MH1 MH2 CONDUIT Pipe (MH2-CBMH102) MH2 Ex.CBMH 102 CONDUIT Pipe (MH3-MH2) MH3 MH2 CONDUIT Pipe (MH5-Ex.MH103) MH5 Ex. MH 103 CONDUIT Pipe (MH7-CBMH6) MH7 CBMH6 CONDUIT Pipe (MH98-CBMH100) Ex. MH 98 Ex. CBMH 100 CONDUIT Pipe (MH9-OGS) DummyMH9 OGS-stc 6000 CONDUIT Pipe (OGS-Ex.MH104) OGS-stc 6000 Ex. MH 104 CONDUIT Pipe (STM_Monitoring-CBMH102) STM. MONITORING Ex.CBMH 102 CONDUIT Pipe (STMPLUG2-MH7) STM PLUG2 MH7 CONDUIT Pipe (STMPLUG-MH3) STMPLUG MH3 CONDUIT Pipe (Tr.Drain-CBMH99) Tr. Drain Ex. CBMH 99 CONDUIT Pipe(Ex.MH105-Outlet) Ex.MH105 Out-01 CONDUIT Orifice- at 105 DUMMYEx.MH105 Ex.MH105 ORIFICE Orifice- at CB2 EX. CB2 DUMMYEX. CB2 ORIFICE Orifice- at CBMH102DummyCBMH102 Ex.CBMH 102 ORIFICE Orifice- D/S of MH9MH9 DummyMH9 ORIFICE ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity m² m cms m m Page 3 Project No.: No: February 2017 September 2015 Prepared by: RK

33 100-Year.txt Pipe (CB11-CB12) CIRCULAR Pipe (CB12-MH98) CIRCULAR Pipe (CB1-MH1) CIRCULAR Pipe (CB2-CBMH102) CIRCULAR Pipe (CB2-CBMH3) CIRCULAR Pipe (CB3-CBMH8) CIRCULAR Pipe (CBMH100-MH1) CIRCULAR Pipe (CBMH102-CBMH103) CIRCULAR Pipe (CBMH6-MH5) CIRCULAR Pipe (CBMH8-MH9) CIRCULAR Pipe (CBMH99-CBMH100) CIRCULAR Pipe (DCB2-CBMH102) CIRCULAR Pipe (Ex.CB01-Ex.CB03) CIRCULAR Pipe (Ex.CB02-Ex.CB03) CIRCULAR Pipe (Ex.CB03-Ex.MH103) CIRCULAR Pipe (Ex.CB04-Ex.CB03) CIRCULAR Pipe (Ex.CB5-Ex.MH104) CIRCULAR Pipe (Ex.CB7-Ex.MH103) CIRCULAR Pipe (Ex.CB8-Ex.MH103) CIRCULAR Pipe (Ex.CM06-Ex.MH104) CIRCULAR Pipe (Ex.MH103-MH9) CIRCULAR Pipe (Ex.MH104-Outlet) CIRCULAR Pipe (Ex.STMMH100-Ex.MH104) CIRCULAR Pipe (MH1-MH2) CIRCULAR Pipe (MH2-CBMH102) CIRCULAR Pipe (MH3-MH2) CIRCULAR Pipe (MH5-Ex.MH103) CIRCULAR Pipe (MH7-CBMH6) CIRCULAR Pipe (MH98-CBMH100) CIRCULAR Page 4 Project No.: No: February 2017 September 2015 Prepared by: RK

34 100-Year.txt Pipe (MH9-OGS) CIRCULAR Pipe (OGS-Ex.MH104) CIRCULAR Pipe (STM_Monitoring-CBMH102) CIRCULAR Pipe (STMPLUG2-MH7) CIRCULAR Pipe (STMPLUG-MH3) CIRCULAR Pipe (Tr.Drain-CBMH99) CIRCULAR Pipe(Ex.MH105-Outlet) CIRCULAR ************************** Volume Volume Flow Routing Continuity hectare-m Mliters ************************** External Inflow External Outflow Initial Stored Volume Final Stored Volume Continuity Error (%) ****************** Node Depth Summary ****************** Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss CB : :00:00 CB : :00:00 CB : :00:00 CBMH : :00:00 CBMH : :00:00 DCB : :00:00 DummyCBMH : :00:00 DUMMYEX. CB : :00:00 DUMMYEx.MH : :00:00 DummyMH : :00:00 Ex. CB : :00:00 Ex. CB : :00:00 EX. CB : :00:00 Ex. CBMH : :00:00 Ex. CBMH : :00:00 Ex. MH : :00:00 Ex. MH : :00:00 Ex. MH : :00:00 EX. STMMH : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 Page 5 Project No.: No: February 2017 September 2015 Prepared by: RK

35 100-Year.txt Ex.CB : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 EX.CB : :00:00 Ex.CBMH : :00:00 Ex.MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 OGS-stc : :00:00 STM PLUG : :00:00 STM. MONITORING : :00:00 STMPLUG : :00:00 Tr. Drain : :00:00 Out : :00:00 ***************** Node Flow Summary ***************** Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm CB1 JUNCTION : CB2 JUNCTION : CB3 JUNCTION : CBMH6 JUNCTION : CBMH8 JUNCTION : DCB2 JUNCTION : DummyCBMH102 JUNCTION : DUMMYEX. CB2 JUNCTION : DUMMYEx.MH105 JUNCTION : DummyMH9 JUNCTION : Ex. CB 11 JUNCTION : Ex. CB 12 JUNCTION : EX. CB2 JUNCTION : Ex. CBMH 100 JUNCTION : Ex. CBMH 99 JUNCTION : Ex. MH 103 JUNCTION : Ex. MH 104 JUNCTION : Ex. MH 98 JUNCTION : EX. STMMH100 JUNCTION : Ex.CB 8 JUNCTION : Ex.CB01 JUNCTION : Ex.CB02 JUNCTION : Ex.CB03 JUNCTION : Ex.CB04 JUNCTION : Ex.CB05 JUNCTION : Ex.CB06 JUNCTION : EX.CB7 JUNCTION : Ex.CBMH 102 JUNCTION : Page 6 Project No.: No: February 2017 September 2015 Prepared by: RK

36 100-Year.txt Ex.MH105 JUNCTION : MH1 JUNCTION : MH2 JUNCTION : MH3 JUNCTION : MH5 JUNCTION : MH7 JUNCTION : MH9 JUNCTION : OGS-stc 6000 JUNCTION : STM PLUG2 JUNCTION : STM. MONITORING JUNCTION : STMPLUG JUNCTION : Tr. Drain JUNCTION : Out-01 OUTFALL : *********************** Outfall Loading Summary *********************** Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out System ***************** Link Flow Summary ***************** Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes Pipe (CB11-CB12) CONDUIT 0 00: Calculated Pipe (CB12-MH98) CONDUIT 0 00: Calculated Pipe (CB1-MH1) CONDUIT 0 01: Calculated Pipe (CB2-CBMH102) CONDUIT 0 01: SURCHARGED Pipe (CB2-CBMH3) CONDUIT 0 01: Calculated Pipe (CB3-CBMH8) CONDUIT 0 01: Calculated Page 7 Project No.: No: February 2017 September 2015 Prepared by: RK

37 100-Year.txt Pipe (CBMH100-MH1) CONDUIT 0 02: SURCHARGED Pipe (CBMH102-CBMH103) CONDUIT 0 01: SURCHARGED Pipe (CBMH6-MH5) CONDUIT 0 01: SURCHARGED Pipe (CBMH8-MH9) CONDUIT 0 01: SURCHARGED Pipe (CBMH99-CBMH100) CONDUIT 0 01: SURCHARGED Pipe (DCB2-CBMH102) CONDUIT 0 01: SURCHARGED Pipe (Ex.CB01-Ex.CB03) CONDUIT 0 01: SURCHARGED Pipe (Ex.CB02-Ex.CB03) CONDUIT 0 01: SURCHARGED Pipe (Ex.CB03-Ex.MH103) CONDUIT 0 01: SURCHARGED Pipe (Ex.CB04-Ex.CB03) CONDUIT 0 01: SURCHARGED Pipe (Ex.CB5-Ex.MH104) CONDUIT 0 00: Calculated Pipe (Ex.CB7-Ex.MH103) CONDUIT 0 00: Calculated Pipe (Ex.CB8-Ex.MH103) CONDUIT 0 00: Calculated Pipe (Ex.CM06-Ex.MH104) CONDUIT 0 00: Calculated Pipe (Ex.MH103-MH9) CONDUIT 0 01: SURCHARGED Pipe (Ex.MH104-Outlet) CONDUIT 0 01: SURCHARGED Pipe (Ex.STMMH100-Ex.MH104)CONDUIT0 00: Calculated Pipe (MH1-MH2) CONDUIT 0 01: SURCHARGED Pipe (MH2-CBMH102) CONDUIT 0 01: SURCHARGED Pipe (MH3-MH2) CONDUIT 0 01: SURCHARGED Pipe (MH5-Ex.MH103) CONDUIT 0 01: SURCHARGED Pipe (MH7-CBMH6) CONDUIT 0 01: SURCHARGED Pipe (MH98-CBMH100) CONDUIT 0 01: SURCHARGED Pipe (MH9-OGS) CONDUIT 0 01: SURCHARGED Pipe (OGS-Ex.MH104) CONDUIT 0 01: SURCHARGED Pipe (STM_Monitoring-CBMH102)CONDU0 01: SURCHARGED Pipe (STMPLUG2-MH7) CONDUIT 0 01: Calculated Pipe (STMPLUG-MH3) CONDUIT 0 01: SURCHARGED Pipe (Tr.Drain-CBMH99) CONDUIT 0 02: SURCHARGED Pipe(Ex.MH105-Outlet) CONDUIT 0 00: Page 8 Project No.: No: February 2017 September 2015 Prepared by: RK

38 100-Year.txt SURCHARGED Orifice- at 105 ORIFICE 0 01: Orifice- at CB2 ORIFICE 0 01: Orifice- at CBMH102 ORIFICE 0 01: Orifice- D/S of MH9 ORIFICE 0 01: Analysis began on: Thu Feb 16 13:16: Analysis ended on: Thu Feb 16 13:16: Total elapsed time: 00:00:01 Page 9 Project No.: No: February 2017 September 2015 Prepared by: RK

39 Project No: No.: February 2017 September 2015 Prepared by: RK

40 Project No: No.: February 2017 September 2015 Prepared by: RK

41 Project No: No.: February 2017 September 2015 Prepared by: RK

42 Project No: No.: February 2017 September 2015 Prepared by: RK

43 Project No: No.: February 2017 September 2015 Prepared by: RK

44 5-Year.TXT Autodesk Storm and Sanitary Analysis Version (Build 1) ******************* Project Description ******************* File Name SSA Model_5-year.SPF **************** Analysis Options **************** Flow Units... cms Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... FEB :00:00 Ending Date... FEB :00:00 Report Time Step... 00:05:00 ************* Element Count ************* Number of subbasins... 0 Number of nodes Number of links ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow m m m² CB1 JUNCTION CB2 JUNCTION Yes CB3 JUNCTION Yes CBMH6 JUNCTION Yes CBMH8 JUNCTION Yes DCB2 JUNCTION DummyCBMH102 JUNCTION DUMMYEX. CB2 JUNCTION DUMMYEx.MH105 JUNCTION DummyMH9 JUNCTION Ex. CB 11 JUNCTION Ex. CB 12 JUNCTION EX. CB2 JUNCTION Yes Ex. CBMH 100 JUNCTION Yes Ex. CBMH 99 JUNCTION Yes Ex. MH 103 JUNCTION Yes Ex. MH 104 JUNCTION Yes Ex. MH 98 JUNCTION Yes EX. STMMH100 JUNCTION Ex.CB 8 JUNCTION Ex.CB01 JUNCTION Yes Ex.CB02 JUNCTION Ex.CB03 JUNCTION Yes Page 1 Project No.: No: February 2017 September 2015 Prepared by: RK

45 5-Year.TXT Ex.CB04 JUNCTION Ex.CB05 JUNCTION Ex.CB06 JUNCTION EX.CB7 JUNCTION Ex.CBMH 102 JUNCTION Yes Ex.MH105 JUNCTION MH1 JUNCTION Yes MH2 JUNCTION MH3 JUNCTION MH5 JUNCTION MH7 JUNCTION MH9 JUNCTION Yes OGS-stc 6000 JUNCTION STM PLUG2 JUNCTION Yes STM. MONITORING JUNCTION STMPLUG JUNCTION Yes Tr. Drain JUNCTION Out-01 OUTFALL ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness Pipe (CB11-CB12) Ex. CB 11 Ex. CB 12 CONDUIT Pipe (CB12-MH98) Ex. CB 12 Ex. MH 98 CONDUIT Pipe (CB1-MH1) CB1 MH1 CONDUIT Pipe (CB2-CBMH102) DUMMYEX. CB2 Ex.CBMH 102 CONDUIT Pipe (CB2-CBMH3) CB2 MH3 CONDUIT Pipe (CB3-CBMH8) CB3 CBMH8 CONDUIT Pipe (CBMH100-MH1) Ex. CBMH 100 MH1 CONDUIT Pipe (CBMH102-CBMH103) DummyCBMH102 Ex. MH 103 CONDUIT Pipe (CBMH6-MH5) CBMH6 MH5 CONDUIT Pipe (CBMH8-MH9) CBMH8 MH9 CONDUIT Pipe (CBMH99-CBMH100) Ex. CBMH 99 Ex. CBMH 100 CONDUIT Pipe (DCB2-CBMH102) DCB2 Ex.CBMH 102 CONDUIT Pipe (Ex.CB01-Ex.CB03) Ex.CB01 Ex.CB03 CONDUIT Pipe (Ex.CB02-Ex.CB03) Ex.CB02 Ex.CB03 CONDUIT Pipe (Ex.CB03-Ex.MH103) Ex.CB03 Ex. MH 103 CONDUIT Pipe (Ex.CB04-Ex.CB03) Ex.CB04 Ex.CB03 CONDUIT 6.3 Page 2 Project No.: No: February 2017 September 2015 Prepared by: RK

46 5-Year.TXT Pipe (Ex.CB5-Ex.MH104) Ex.CB05 Ex. MH 104 CONDUIT Pipe (Ex.CB7-Ex.MH103) EX.CB7 Ex. MH 103 CONDUIT Pipe (Ex.CB8-Ex.MH103) Ex.CB 8 Ex. MH 103 CONDUIT Pipe (Ex.CM06-Ex.MH104) Ex.CB06 Ex. MH 104 CONDUIT Pipe (Ex.MH103-MH9) Ex. MH 103 MH9 CONDUIT Pipe (Ex.MH104-Outlet) Ex. MH 104 DUMMYEx.MH105 CONDUIT Pipe (Ex.STMMH100-Ex.MH104) EX. STMMH100 Ex. MH 104 CONDUIT Pipe (MH1-MH2) MH1 MH2 CONDUIT Pipe (MH2-CBMH102) MH2 Ex.CBMH 102 CONDUIT Pipe (MH3-MH2) MH3 MH2 CONDUIT Pipe (MH5-Ex.MH103) MH5 Ex. MH 103 CONDUIT Pipe (MH7-CBMH6) MH7 CBMH6 CONDUIT Pipe (MH98-CBMH100) Ex. MH 98 Ex. CBMH 100 CONDUIT Pipe (MH9-OGS) DummyMH9 OGS-stc 6000 CONDUIT Pipe (OGS-Ex.MH104) OGS-stc 6000 Ex. MH 104 CONDUIT Pipe (STM_Monitoring-CBMH102) STM. MONITORING Ex.CBMH 102 CONDUIT Pipe (STMPLUG2-MH7) STM PLUG2 MH7 CONDUIT Pipe (STMPLUG-MH3) STMPLUG MH3 CONDUIT Pipe (Tr.Drain-CBMH99) Tr. Drain Ex. CBMH 99 CONDUIT Pipe(Ex.MH105-Outlet) Ex.MH105 Out-01 CONDUIT Orifice- at 105 DUMMYEx.MH105 Ex.MH105 ORIFICE Orifice- at CB2 EX. CB2 DUMMYEX. CB2 ORIFICE Orifice- at CBMH102DummyCBMH102 Ex.CBMH 102 ORIFICE Orifice- D/S of MH9MH9 DummyMH9 ORIFICE ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity m² m cms m m Page 3 Project No.: No: February 2017 September 2015 Prepared by: RK

47 5-Year.TXT Pipe (CB11-CB12) CIRCULAR Pipe (CB12-MH98) CIRCULAR Pipe (CB1-MH1) CIRCULAR Pipe (CB2-CBMH102) CIRCULAR Pipe (CB2-CBMH3) CIRCULAR Pipe (CB3-CBMH8) CIRCULAR Pipe (CBMH100-MH1) CIRCULAR Pipe (CBMH102-CBMH103) CIRCULAR Pipe (CBMH6-MH5) CIRCULAR Pipe (CBMH8-MH9) CIRCULAR Pipe (CBMH99-CBMH100) CIRCULAR Pipe (DCB2-CBMH102) CIRCULAR Pipe (Ex.CB01-Ex.CB03) CIRCULAR Pipe (Ex.CB02-Ex.CB03) CIRCULAR Pipe (Ex.CB03-Ex.MH103) CIRCULAR Pipe (Ex.CB04-Ex.CB03) CIRCULAR Pipe (Ex.CB5-Ex.MH104) CIRCULAR Pipe (Ex.CB7-Ex.MH103) CIRCULAR Pipe (Ex.CB8-Ex.MH103) CIRCULAR Pipe (Ex.CM06-Ex.MH104) CIRCULAR Pipe (Ex.MH103-MH9) CIRCULAR Pipe (Ex.MH104-Outlet) CIRCULAR Pipe (Ex.STMMH100-Ex.MH104) CIRCULAR Pipe (MH1-MH2) CIRCULAR Pipe (MH2-CBMH102) CIRCULAR Pipe (MH3-MH2) CIRCULAR Pipe (MH5-Ex.MH103) CIRCULAR Pipe (MH7-CBMH6) CIRCULAR Page 4 Project No.: No: February 2017 September 2015 Prepared by: RK

48 5-Year.TXT Pipe (MH98-CBMH100) CIRCULAR Pipe (MH9-OGS) CIRCULAR Pipe (OGS-Ex.MH104) CIRCULAR Pipe (STM_Monitoring-CBMH102) CIRCULAR Pipe (STMPLUG2-MH7) CIRCULAR Pipe (STMPLUG-MH3) CIRCULAR Pipe (Tr.Drain-CBMH99) CIRCULAR Pipe(Ex.MH105-Outlet) CIRCULAR ************************** Volume Volume Flow Routing Continuity hectare-m Mliters ************************** External Inflow External Outflow Initial Stored Volume Final Stored Volume Continuity Error (%) ****************** Node Depth Summary ****************** Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss CB : :00:00 CB : :00:00 CB : :00:00 CBMH : :00:00 CBMH : :00:00 DCB : :00:00 DummyCBMH : :00:00 DUMMYEX. CB : :00:00 DUMMYEx.MH : :00:00 DummyMH : :00:00 Ex. CB : :00:00 Ex. CB : :00:00 EX. CB : :00:00 Ex. CBMH : :00:00 Ex. CBMH : :00:00 Ex. MH : :00:00 Ex. MH : :00:00 Ex. MH : :00:00 EX. STMMH : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 Page 5 Project No.: No: February 2017 September 2015 Prepared by: RK

49 5-Year.TXT Ex.CB : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 Ex.CB : :00:00 EX.CB : :00:00 Ex.CBMH : :00:00 Ex.MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 MH : :00:00 OGS-stc : :00:00 STM PLUG : :00:00 STM. MONITORING : :00:00 STMPLUG : :00:00 Tr. Drain : :00:00 Out : :00:00 ***************** Node Flow Summary ***************** Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm CB1 JUNCTION : CB2 JUNCTION : CB3 JUNCTION : CBMH6 JUNCTION : CBMH8 JUNCTION : DCB2 JUNCTION : DummyCBMH102 JUNCTION : DUMMYEX. CB2 JUNCTION : DUMMYEx.MH105 JUNCTION : DummyMH9 JUNCTION : Ex. CB 11 JUNCTION : Ex. CB 12 JUNCTION : EX. CB2 JUNCTION : Ex. CBMH 100 JUNCTION : Ex. CBMH 99 JUNCTION : Ex. MH 103 JUNCTION : Ex. MH 104 JUNCTION : Ex. MH 98 JUNCTION : EX. STMMH100 JUNCTION : Ex.CB 8 JUNCTION : Ex.CB01 JUNCTION : Ex.CB02 JUNCTION : Ex.CB03 JUNCTION : Ex.CB04 JUNCTION : Ex.CB05 JUNCTION : Ex.CB06 JUNCTION : EX.CB7 JUNCTION : Page 6 Project No.: No: February 2017 September 2015 Prepared by: RK

50 5-Year.TXT Ex.CBMH 102 JUNCTION : Ex.MH105 JUNCTION : MH1 JUNCTION : MH2 JUNCTION : MH3 JUNCTION : MH5 JUNCTION : MH7 JUNCTION : MH9 JUNCTION : OGS-stc 6000 JUNCTION : STM PLUG2 JUNCTION : STM. MONITORING JUNCTION : STMPLUG JUNCTION : Tr. Drain JUNCTION : Out-01 OUTFALL : *********************** Outfall Loading Summary *********************** Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out System ***************** Link Flow Summary ***************** Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes Pipe (CB11-CB12) CONDUIT 0 00: Calculated Pipe (CB12-MH98) CONDUIT 0 00: Calculated Pipe (CB1-MH1) CONDUIT 0 00: Calculated Pipe (CB2-CBMH102) CONDUIT 0 01: Calculated Pipe (CB2-CBMH3) CONDUIT 0 01: Calculated Pipe (CB3-CBMH8) CONDUIT 0 01: Page 7 Project No.: No: February 2017 September 2015 Prepared by: RK

51 5-Year.TXT Calculated Pipe (CBMH100-MH1) CONDUIT 0 01: Calculated Pipe (CBMH102-CBMH103)CONDUIT 0 01: SURCHARGED Pipe (CBMH6-MH5) CONDUIT 0 01: Calculated Pipe (CBMH8-MH9) CONDUIT 0 01: Calculated Pipe (CBMH99-CBMH100)CONDUIT 0 01: Calculated Pipe (DCB2-CBMH102) CONDUIT 0 00: Calculated Pipe (Ex.CB01-Ex.CB03)CONDUIT 0 01: Calculated Pipe (Ex.CB02-Ex.CB03)CONDUIT 0 00: Calculated Pipe (Ex.CB03-Ex.MH103)CONDUIT 0 01: Calculated Pipe (Ex.CB04-Ex.CB03)CONDUIT 0 00: Calculated Pipe (Ex.CB5-Ex.MH104)CONDUIT 0 00: Calculated Pipe (Ex.CB7-Ex.MH103)CONDUIT 0 00: Calculated Pipe (Ex.CB8-Ex.MH103)CONDUIT 0 00: Calculated Pipe (Ex.CM06-Ex.MH104)CONDUIT 0 00: Calculated Pipe (Ex.MH103-MH9) CONDUIT 0 01: SURCHARGED Pipe (Ex.MH104-Outlet)CONDUIT 0 01: SURCHARGED Pipe (Ex.STMMH100-Ex.MH104)CONDUIT0 00: Calculated Pipe (MH1-MH2) CONDUIT 0 01: SURCHARGED Pipe (MH2-CBMH102) CONDUIT 0 01: SURCHARGED Pipe (MH3-MH2) CONDUIT 0 01: Calculated Pipe (MH5-Ex.MH103) CONDUIT 0 01: Calculated Pipe (MH7-CBMH6) CONDUIT 0 01: Calculated Pipe (MH98-CBMH100) CONDUIT 0 01: Calculated Pipe (MH9-OGS) CONDUIT 0 01: Calculated Pipe (OGS-Ex.MH104) CONDUIT 0 01: Calculated Pipe (STM_Monitoring-CBMH102)CONDU0 00: Calculated Pipe (STMPLUG2-MH7) CONDUIT 0 01: Calculated Pipe (STMPLUG-MH3) CONDUIT 0 01: Calculated Pipe (Tr.Drain-CBMH99)CONDUIT 0 00: Calculated Page 8 Project No.: No: February 2017 September 2015 Prepared by: RK

52 5-Year.TXT Pipe(Ex.MH105-Outlet)CONDUIT 0 00: SURCHARGED Orifice- at 105 ORIFICE 0 00: Orifice- at CB2 ORIFICE 0 01: Orifice- at CBMH102 ORIFICE 0 01: Orifice- D/S of MH9 ORIFICE 0 01: Analysis began on: Thu Feb 16 13:43: Analysis ended on: Thu Feb 16 13:43: Total elapsed time: < 1 sec Page 9 Project No.: No: February 2017 September 2015 Prepared by: RK

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57 Site Servicing and Stormwater Management Study 190 Richmond Road, Ottawa Appendix A5 Stormceptor Sizing Design Information Project No.: February 2017

58 Stormceptor Sizing Detailed Report PCSWMM for Stormceptor Project Information Date 16/02/2017 Project Name Project Number Location 190 Richmond Road Ottawa Stormwater Quality Objective This report outlines how Stormceptor System can achieve a defined water quality objective through the removal of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary. Stormceptor System Recommendation The Stormceptor System model STC 6000 achieves the water quality objective removing 81% TSS for a Fine (organics, silts and sand) particle size distribution and 97% runoff volume. The Stormceptor System The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor s patented design generates positive TSS removal for all rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range of particle sizes, including fine sediments (clays and silts), that are often overlooked in the design of other stormwater treatment devices. 1

59 Small storms dominate hydrologic activity, US EPA reports Early efforts in stormwater management focused on flood events ranging from the 2-yr to the 100-yr storm. Increasingly stormwater professionals have come to realize that small storms (i.e. < 1 in. rainfall) dominate watershed hydrologic parameters typically associated with water quality management issues and BMP design. These small storms are responsible for most annual urban runoff and groundwater recharge. Likewise, with the exception of eroded sediment, they are responsible for most pollutant washoff from urban surfaces. Therefore, the small storms are of most concern for the stormwater management objectives of ground water recharge, water quality resource protection and thermal impacts control. Most rainfall events are much smaller than design storms used for urban drainage models. In any given area, most frequently recurrent rainfall events are small (less than 1 in. of daily rainfall). Continuous simulation offers possibilities for designing and managing BMPs on an individual site-by-site basis that are not provided by other widely used simpler analysis methods. Therefore its application and use should be encouraged. US EPA Stormwater Best Management Practice Design Guide, Volume 1 General Considerations, 2004 Design Methodology Each Stormceptor system is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data and specified site parameters. With US EPA SWMM s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. Stormceptor s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing (summary of analysis presented in Appendix 2): Site parameters Continuous historical rainfall, including duration, distribution, peaks (Figure 1) Interevent periods Particle size distribution Particle settling velocities (Stokes Law, corrected for drag) TSS load (Figure 2) Detention time of the system The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3 illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. It is clear that large events do not significantly impact the average annual TSS removal. There is no decline in cumulative TSS removal, indicating scour does not occur as the flow rate increases. 2

60 Figure 1. Runoff Volume by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A ON 6000, 1967 to 2003 for 2.59 ha, 82% impervious. Small frequent storm events represent the majority of annual rainfall volume. Large infrequent events have little impact on the average annual TSS removal, as they represent a small percentage of the total annual volume of runoff. Figure 2. Long Term Pollutant Load by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A 6000, 1967 to 2003 for 2.59 ha, 82% impervious. The majority of the annual pollutant load is transported by small frequent storm events. Conversely, large infrequent events carry an insignificant percentage of the total annual pollutant load. 3

61 Stormceptor Model TSS Removal (%) STC Drainage Area (ha) Impervious (%) Figure 3. Cumulative TSS Removal by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A 6000, 1967 to Stormceptor continuously removes TSS throughout the full range of storm events analyzed. Note that large events do not significantly impact the average annual TSS removal. Therefore no decline in cumulative TSS removal indicates scour does not occur as the flow rate increases. 4

62 Appendix 1 Stormceptor Design Summary Project Information Date 16/02/2017 Project Name 190 Richmond Road Project Number Location Ottawa Designer Information Company Contact Notes N/A Drainage Area COUNTERPOINT ENGINEERING Reza Kazemi Total Area (ha) 2.59 Imperviousness (%) 82 The Stormceptor System model STC 6000 achieves the water quality objective removing 81% TSS for a Fine (organics, silts and sand) particle size distribution and 97% runoff volume. Rainfall Name State OTTAWA MACDONALD-CARTIER INT'L A ON ID 6000 Years of Records 1967 to 2003 Latitude Longitude 45 19'N 75 40'W Water Quality Objective TSS Removal (%) 80 Runoff Volume (%) 90 Upstream Storage Storage Discharge (ha-m) (L/s) Stormceptor Sizing Summary Stormceptor Model TSS Removal Runoff Volume % % STC STC STC STC STC STC STC STC STC STC STC STC

63 Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand) Particle Size Distribution Specific Settling Specific Settling Particle Size Distribution Gravity Velocity Gravity Velocity µm % m/s µm % m/s Stormceptor Design Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0 Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes. Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 300 STC 750 to STC 9000 to STC 6000 STC Single inlet pipe 75 mm 25 mm 75 mm Multiple inlet pipes 75 mm 75 mm Only one inlet pipe. Design estimates are based on stable site conditions only, after construction is completed. Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or assistance, please contact Imbrium Systems Inc.,

64 Appendix 2 Summary of Design Assumptions SITE DETAILS Site Drainage Area Total Area (ha) 2.59 Imperviousness (%) 82 Surface Characteristics Width (m) 322 Slope (%) 2 Impervious Depression Storage (mm) Pervious Depression Storage (mm) 5.08 Impervious Manning s n Pervious Manning's n 0.25 Maintenance Frequency Sediment build-up reduces the storage volume for sedimentation. Frequency of maintenance is assumed for TSS removal calculations. Maintenance Frequency (months) 12 Infiltration Parameters Horton s equation is used to estimate infiltration Max. Infiltration Rate (mm/h) Min. Infiltration Rate (mm/h) Decay Rate (s -1 ) Regeneration Rate (s -1 ) 0.01 Evaporation Daily Evaporation Rate (mm/day) 2.54 Dry Weather Flow Dry Weather Flow (L/s) No Upstream Attenuation Stage-storage and stage-discharge relationship used to model attenuation upstream of the Stormceptor System is identified in the table below. Storage Discharge ha-m L/s

65 PARTICLE SIZE DISTRIBUTION Particle Size Distribution Removing fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oils and nutrients are not discharged into natural water resources. The table below identifies the particle size distribution selected to define TSS removal for the design of the Stormceptor System. Fine (organics, silts and sand) Distribution Specific Settling Specific Particle Size Distribution Gravity Velocity Gravity µm % m/s µm % m/s Particle Size Settling Velocity Figure 1. PCSWMM for Stormceptor standard design grain size distributions. 8