Envie Champagne Avenue

Transcription

1 Envie Champagne Avenue Site Servicing and Stormwater Management Report Type of Document Site Plan Submission Project Name Envie Champagne Avenue Project Number A0 Prepared By: J. Fitzpatrick, P.Eng. Reviewed By: B. Thomas, P.Eng. exp Services Inc Queensview Drive Ottawa, ON K2B 8H6 Date Submitted May 2014 (Site Plan Submission)

2 Ashcroft Homes Envie 101 Champagne Avenue Site Servicing and Stormwater management Report Type of Document: Site Plan Submission Project Name: Envie 101 Champagne Avenue Project Number: A0 Prepared By: exp Queensview Drive Ottawa, ON K2B 8H6 Canada T: F: Jason Fitzpatrick, P.Eng. Project Engineer Infrastructure Services Bruce Thomas, P.Eng. Senior Project Manager Infrastructure Services Date Submitted: May 2014

3 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Legal Notification This report was prepared by exp Services Inc. for the account of Ashcroft Homes. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. Exp Services Inc. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this project EX-i

4 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Table of Contents 1 Introduction Previous Studies and Guidelines Sanitary Sewer Design Watermain Servicing Water Demands Stormwater Management Design Criteria Runoff Coefficients Pre-Development Conditions Calculation of Allowable Release Rate Un-Controlled Storm Drainage Areas Calculation of Post-Development Runoff Storage Requirements Inlet Control Design Storm Sewer Design Quality Control Measures Erosion and Sediment Control Conclusions i

5 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 List of Tables Table No: Page or Appendix No: Table 4-1: Summary of Onsite Water Supply for Fire Protection Building # Table 5-6: Summary of Post Development Flows... 9 Table 5-7: Summary of Storage Requirements Table 5-8: Summary of Inlet Controls Figure 1: Site Location Plan... A Figure 2: Site Plan... A Figure 3: Storm Drainage Plan... A Table B1: Sanitary Sewer Calculation Sheet... B Table C1: Water Consumption/Demand Allocation Table... C Table C2: Estimated Water Pressure at Building... C Table D1: 5-year Storm Sewer Calculation Sheet... D Table D2: 100-year Storm Sewer Calculation Sheet... D Table E1: Pre-Development Runoff Calculations... D Table E2: Allowable Runoff Calculations... E Table E3: Average Runoff Coefficient (Post Developments)... E Table E4: Summary of Post Development Runoff (Uncontrolled and Controlled)... E Table E5: Summary of Surface Storage... E Table E6: Summary of Underground Pipe Storage... E Table E7: Summary of Underground Structure Storage... E Table E8: Summary of Total Storage Required & Provided... E Table E9: Storage Volumes for 5 Year and 100 Year Storms (Areas 1, 2, 3)... E Table E10: Storage Volumes for 5 Year and 100 Year Storms (Area 4)... E Table E11: Estimated 5-year and 100-year Storage Requirements on Roof... E List of Appendices Appendix A Figures Appendix B Sanitary Sewer Design Sheets Appendix C Water Servicing Appendix D Storm Sewer Design Sheets Appendix E SWM Design Sheets Appendix F Stormceptor Sizing Appendix G Background Reports Appendix H Drawings ii

6 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Introduction This report will address the serviceability of the proposed site, specifically relating to the adequacy of the existing municipal storm sewer, sanitary sewer, and water mains to hydraulically convey the necessary storm runoff, sewage and water demands that will be placed on the existing system as a result of this proposed development located at 101 Champagne Avenue. The site is situated on the east side of Champagne Avenue between Hickory and Beech Streets in the City of Ottawa, Ontario as shown on Figure 1 in Appendix A. The 0.33 hectare development being proposed by Ashcroft Homes will consist of a twenty-eight (28) storey building for student housing in Phase 1. A future twenty-five (25) storey condominium apartment is proposed on the site. The site was originally occupied by the Ottawa Humane Society which was recently demolished to allow for development. An existing 1050mm storm and 1050mm sanitary sewer (Mooney s Bay Collector) and 200mm watermain are present on Champagne Avenue along the frontage of the property. This report will identify any sanitary, storm or watermain servicing concerns, and provide a design brief for submission with the engineering drawings for City of Ottawa site plan approval. 2 Previous Studies and Guidelines Various documents were referred to in preparing the current report including: - Adequacy of Existing Services for Ashcroft Homes, 101 Champagne Ave. prepared by David Schaeffer Engineering Limited (DSEL), dated September 2012 Rev 3. - City of Ottawa Sewer Design Guidelines, October City of Ottawa Water Distribution Design Guidelines, July

7 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Sanitary Sewer Design The sanitary sewer system is designed based on a population flow, an allowance for amenity areas within the buildings and an area based infiltration allowance. The flows were calculated using City of Ottawa design guidelines as follows: Building # 1 Pop = (6 rooming units/floor x 4 rooms/rooming unit x 1.4 person/room) x 26 floors = 874 Q Domestic = 874 x 200 L/person/day x (1/86,400 sec/day) = 2.02 L/sec Peak Factor = / (4 + (874/1000) 0.5) = 3.84 (4.0 Max) Q Peak Domestic = 2.02 L/sec x 3.84 = 7.77 L/sec Amenity Space (1 st, 2 nd floors plus penthouse) Average Sewage Flow = 50,000 L/ha/d Peak Rate Factor = 1.5 Q Peak Amenity = 0.19 ha x 50,000 l/ha/day x 1.5 x (1/86,400 sec/day) = 0.17 L/sec Future Building # 2 Population= (200 apartments x 1.8 person/unit) = 360 Q Domestic = 360 x 350 L/person/day x (1/86,400 sec/day) = 1.46 L/sec Peak Factor = / (4 + (360/1000) 0.5 ) = 4.04 (4.0 Max) Q Peak Domestic = 1.46 L/sec x 4.0 = 5.83 L/sec Amenity Space (1 st, 2 nd floors plus penthouse) Average Sewage Flow = 50,000 L/ha/d Peak Rate Factor = 1.5 Q Peak Amenity = 0.19 ha x 50,000 l/ha/day x 1.5 x (1/86,400 sec/day) = 0.17 L/sec Infiltration Q Infiltration = 0.28 L/ha/sec x 0.33 ha Peak Sanitary Flow = = 0.09 L/sec = L/sec The estimated peak sanitary flow rate from the development is L/sec based on City of Ottawa Design Guidelines. The lowest sanitary sewer slope proposed is 0.65%. A 200mm sanitary sewer with a grade of 0.65% has a capacity of L/sec, based on the Manning s Equation under full flow conditions. Therefore a 200mm diameter lateral has adequate capacity to convey the estimated peak sewage flow. 2

8 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Watermain Servicing 4.1 Water Demands An estimate of the domestic water demands was prepared below, utilizing parameters from the City of Ottawa Water Distribution Design Guidelines. The guidelines provide an estimate of 1.4 persons per unit for a bachelor apartment. This figure was used for the estimated 624 rooms within building # 1. Average daily water consumption = 350 L/person/day Number of residents = 874 Maximum Day Factor = 1.5 x Avg. Day Maximum Hour Factor = 1.8 x Max. Day The average, maximum day and peak hour domestic demands for building # 1 is: Average Day = 350 x 874 / 86,400 sec/day = 3.54 L/sec Maximum Day = 1.5 x 3.54 = 5.3 L/sec Peak Hour = 1.8 x 5.3 =9.5 L/sec The estimated water demand for both buildings was calculated in Table C1 of Appendix C. The Adequacy of Existing Services reported prepared by DESL, dated September 2012, contained hydraulic grade line boundary conditions obtained from the City of Ottawa for design purposes (refer to Appendix G). The following hydraulic grade line (HGL) boundary conditions were provided: Max Day + FF = 89.7 (Assuming 150 L/sec FF) Minimum HGL = Maximum (Peak) HGL = Based on a ground elevation of approximately 64.6m near the boundary condition this results in a system water pressure of 25.1 m or 35.7 psi. Water for fire protection will be available utilizing a new fire hydrant proposed onsite at the northwest corner of Building # 1 and the existing fire hydrants in close proximity to the site on Champagne Avenue. The required fire flows for the proposed site is based on the Ontario Building Code for a building requiring on-site water supply. The following equation from the latest version of the Ontario Building Code (2006) was used for calculation of the on-site supply rates required to be supplied by the hydrants. Q = k V S TOT (Section A ) where Q = minimum supply of water in litres K = water supply coefficient V = total building volume S TOT = total of special coefficients 3

9 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Table 4-1: Summary of Onsite Water Supply for Fire Protection Building #1 Item Design Value Floors Above Grade 28 floors Building Classification = Group C Fire Protection Type = Sprinkler System Building Height (m) = 81 Building Area (sq.m) = 741 Total Building Volume, V (c.m) = 67,431 Water Supply Coefficient, k = 10 Total Spatial Coefficient, S TOT = 1+( ) = 1.0 Q = kv S TOT = 674,310 Required Fire Supply Rate, L/min, (igpm) = 9,000 (1,980) The fire flow requirement for the proposed building is 150 L/sec or 1,980 igpm. An estimate of the anticipated water pressure at the building was completed using the boundary conditions provided by the City of Ottawa. The pressure drop between the watermain on Champagne Avenue and the proposed building was completed based on the Hazen Williams Formula using a maximum day plus fire flow withdrawal of L/sec. The estimated pressure from the main connection to the building is kpa (35.7 psi) to kpa (21.4 psi). Please refer to Table 2 in Appendix C for detailed calculations. Based on this information the existing system has adequate capacity to service the proposed buildings. 4

10 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Stormwater Management 5.1 Design Criteria Design of the storm sewer system was completed in conformance with the latest version of the City of Ottawa Design Guidelines (October 2012). Section 5 Storm and Combined Sewer Design, and Section 8 Stormwater Management from the design manual were referenced. The allowable release rate for the site is limited to a 5-year storm event using a time of concentration of 20 minutes and a runoff coefficient of Flows in excess of the 5 year pre-development runoff rate are detained onsite using onsite storage for up to the 100-year storm event. Minor System Design Criteria The storm sewers and service laterals have been designed and sized based on the rational formula and the Manning s Equation under free flow conditions for the 5-year storm using a 10 minute inlet time. Inflow rates into the minor system are limited to an allowable release rate as noted above. Major System Design Criteria The major system has been designed to accommodate on-site detention with sufficient capacity to attenuate the 100-year design storm. Excess runoff above the 100 year event will flow overland offsite. On site storage is provided and calculated for up to the 100-year design storm with maximum ponding of 150mm depth on the roofs, and 250mm on the ground surface. Calculation of the required on-site storage volumes has been supported by calculations provided in Appendix E. Calculation of the required storage volumes has been prepared based on the Modified Rational Method as identified in Section of the City s Sewer Guidelines. The depth and extent of surface storage is illustrated on the grading plan. 5

11 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Runoff Coefficients Runoff coefficients used for post-development conditions were based on actual areas measured in CAD. Runoff coefficients for impervious surfaces (roofs, asphalt, and concrete) were taken as 0.90, whereas pervious surfaces (grass/landscaping) were taken as The average runoff coefficients for the overall site area under post-development conditions were calculated as 0.84, whereas the pre-development average runoff coefficient was Pre-Development Conditions As noted in Section 1 the site used to be the home of the Ottawa Humane Society. Under predevelopment conditions the site consisted of buildings, asphalt parking and landscaped areas. From the existing ground elevations shown on the grading plan, storm runoff flowed westerly to existing catch basins on Champagne Avenue or easterly overland to the O-Train corridor. The pre-development runoff coefficient for the site was determined in the DSEL report as 0.85 with our calculations shown below and in Appendix E. Using a time of concentration (T C ) of 10 minutes and an average runoff coefficient of 0.85, the predevelopment release rates from the site is determined for the 5-year and 100-year storms using the Rational Method as follows: Q PRE = 2.78 C I A Where: Q PRE = Peak Discharge (L/sec) C = Runoff Coefficient (C=0.90) I = Average Rainfall Intensity for return period (mm/hr) = / (T C ) (5-year) = / (T C ) (100-year) Tc = Time of concentration (mins) A = Drainage Area (hectares) Therefore: I 5 = / ( ) = mm/hr Q 5PRE = 2.78 (0.85) ( mm/hr) ( ha) = 81.5 L/sec I 100 = / ( ) = mm/hr Q 100PRE = 2.78 (1.0) ( mm/hr) ( ha) = L/sec 5.4 Calculation of Allowable Release Rate With the proposed changes in land use, the overall imperviousness of the site will change. To control runoff from the site it will be necessary to limit post-development flows to allowable capture rate for all storm return periods up to the 100-year event. The allowable release rate from the site is based on the requirements of Section of the City of Ottawa Sewer Guidelines that state that: 6

12 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 All commercial, institutional, and industrial site plan applications must include on-site stormwater management measures to avoid the impacts on the downstream storm system. If flow restriction information from the site in question is not available, the designer must contact the City to obtain the applicable flow allocation parameters. In most cases, all runoff must be controlled to the 2-year or 5- year pre-development level depending on the design return period of the receiving sewer, and all ponding must be controlled on-site. In the case of a site re-development, over-controlling may be required if the capacity of the receiving sewer is in question. In such a case the pre-development condition will be determined using the smaller of a runoff coefficient of 0.5 (0.4 in combined areas) or the actual existing site runoff coefficient. Correspondence with City of Ottawa staff contained in the DSEL report confirmed that the allowable release rate from the site shall be based on a 5-year storm, runoff coefficient of 0.50, and a time of concentration of 20 minutes. The following parameters will be used to determine the allowable release rates from the proposed site to the existing storm sewer on Champagne Avenue, using the Rational Formula: Q 5ALLOW = 2.78 C AVG I T A Where: Q 5ALLOW = 5-year Peak Allowable Discharge (L/sec) C ALLOW = Allowable Runoff Coefficient (dimensionless) I T = Average Rainfall Intensity (mm/hr) A = Drainage Area (hectares) Using a time of concentration (T C ) of 20 minutes and a runoff coefficient of 0.50, the allowable release rate (Q 5ALLOW ) from the site is determined for the 5-year storm (City of Ottawa Guidelines), I 5, using the IDF Curve as follows: I 5 = / ( ) = mm/hr Q 5ALLOW = 2.78 (0.50) (70.29 mm/hr) (0.3311) = 32.3 L/sec The allowable release rate will be limited to 32.3 L/sec and based on the 5-year storm. To control runoff from the site it will be necessary to limit post-development flows for all storm return periods up to the 100- year event using onsite inlet controls, as noted in the proceeding sections. 7

13 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Un-Controlled Storm Drainage Areas The 100-year uncontrolled areas of the site drainage were accounted for including an increase in the average runoff coefficient by 25% for the 100-year storm. The peak flows for two (2) drainage areas (Areas 6 & 7) were estimated below to account for overland flow that will discharge offsite either to the right-of-way on Champagne or to the O-Train corridor. For additional calculations areas please refer to Appendix E. Using a post-development time of concentration (T C ) of 10 minutes and a runoff coefficient of 0.25 the 100-year uncontrolled flow rate, Q 100UNC, was determined using the Rational Method as follows: Q 100UNC = 2.78 C I 100 A where: Q 100UNC = Peak Discharge (L/s) C = Runoff Coefficient I 100 = Rainfall Intensity (mm/h) for 100 year storm A = Drainage Area (ha) I 100 = / ( ) = mm/hr Area 6 & 7 Q 100UNC = 2.78 x 0.20 x 25% x x ( ) = 2.9 L/sec The allowable release rate to the storm sewers (minor system) on Champagne Avenue is determined by subtracting the uncontrolled 100-year runoff from the allowable release rate as follows: Q REL = Q ALLOW - Q 100UNC The allowable capture rate to the Champagne Avenue storm sewer and the rates that will be used to determine storage requirements are: Q REL = Q ALLOW Q 100UNC = = 29.4 L/sec Therefore the allowable discharge into the existing storm sewer (directly connected) from the site it 29.4 L/sec. 8

14 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Calculation of Post-Development Runoff Stormwater runoff from the proposed site will drain from a combination of controlled and uncontrolled areas. As a result of the changes onsite the overall post development runoff coefficient will change. The increase or decrease in runoff will be the result of changes due to site development (i.e. additional hard surfaces, roof areas and hard landscaping). The following summarizes the increase or decrease in the calculated runoff coefficient for the site, with detailed calculations of the post development runoff coefficients included in Table 3 of Appendix D. Pre-development Runoff Coefficient = 0.85 Post Development Runoff Coefficient = 0.80 Using a time of concentration (TC) of 10 minutes and an average runoff coefficient of 0.20 for grassed areas and 0.90 for hard surfaces, the post-development runoff rates from the site was determined for the 5-year and 100-year storm using the Rational Method as follows: I 5 = / (Tc ) = mm/hr I 100 = / (Tc ) = mm/hr Q 5POST = 2.78 x C AVG x mm/hr x Area Q 100 POST = 2.78 x C AVG * 25% x mm/hr x Area Based on the storm drainage areas the 5-year and 100-year post-development runoff rates are calculated and summarized in the Table 5-6 below with detailed calculations provided in Table E4 of Appendix E. Table 5-6: Summary of Post Development Flows Description Controlled at MH6 Flows to CB 3 (Future Building 2) Area No Area (ha) Cavg 5 yr Runoff L/sec yr Runoff L/sec) (6.0) 23.4 (9.0) (7.0) 37.0 (10.0) Building (6.0) 36.7 (10.1) Uncontrolled Areas (rear) * *0.7 Uncontrolled Areas (front) * *2.2 Totals = (20.4) (100.00) Denotes controlled flow. * Denotes uncontrolled rates used for peak flows. 9

15 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 In summary, the 5-year and 100-year post-development flows (unrestricted) are 76.0 L/sec and L/sec respectively. Inlet controls will be used to restrict these runoff rates from the site to 20.4 L/sec and 31.8 L/sec for the 5-year and 100-year storms respectively. The inlet controls were necessary to meet allowable release rate for runoff conditions up to the 100-year storm event. Further details regarding the on-site detention and storage methods are provided in the next section. Runoff from the flat roofs of the proposed buildings will be controlled via roof drain restrictors. The roof for Building 1 shall be controlled to a maximum of 10.1 L/sec, based on an estimated 8 roof drains at 1.26 L/sec each for the 100-year storm. Calculations of the roof drain capacity are based on WATTS RD-100 type drains with Flow Control as shown in Appendix E. Runoff for future Building 2 will be controlled at temporary catch basin 3 (CB3) at 10.0 L/sec. The future building is of similar size as proposed building 1 therefore the estimated capture rate from the future roof drains and roof storage will be similar. 5.7 Storage Requirements Runoff from the site and building roofs will be restricted via inlet restrictors placed in catch basins and rooftop drains. Control of runoff will be achieved using inlet control devices (ICD) at two locations within catch basins and catch basin manholes and on the rooftop of building 1. The intent is that the inlet control located in CB3 will be removed at replaced with rooftop controls when building 2 is constructed. The release rate for CB3 was chosen to match the release rate for building 1 due to similar future building footprint for building 2. Table 5-7 below summarizes the controlled release rates for each area and the corresponding storage requirements. Calculation of the on-site storage has been supported by calculations developed by the design engineer and are provided in Appendix E. Table 5-7: Summary of Storage Requirements Area No. Area (ha) Release Rate (L/s) Storage Required (m 3 ) 5-yr 100-yr 5-yr 100-yr Storage Provided (m3) Control Location ICD control at MH Future Bldg 2, Interim ICD at CB Roof drains of Bldg none none Total

16 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 The storage provided on the roof and parking areas was estimated using the prism formula as follows: V = 1/3 x A x d where: V = storage volume (cu.m.) A = storage area (sq.m.) d = maximum storage depth (m) The depth is the difference in elevation between the low point elevation and the maximum water level. 5.8 Inlet Control Design Three locations will require inlet controls in order to restrict runoff from entering the minor system (storm sewer). These locations are: MH6, CB3 and the building roof. The inlet controls for each of the locations are sized based on capture curves provided by the Manufacturer and are provided in Appendix E. Table 5-8 below summarizes the type, release rate and head requirements for each inlet control location. Table 5-8: Summary of Inlet Controls Location Roof Drains (8 estimated) Maximum Release Rate (L/sec) 1 Head on Orifice (m) Control Method Roof Drains Model Watts RD-100 with Flow Control CB IPEX Tempest ICD LMF95 (Max 62mm dia) MH IPEX Tempest ICD LMF80 (Max 53mm dia) 1 Head is distance from maximum water surface to centroid of orifice 5.9 Storm Sewer Design Average runoff coefficients were calculated for all drainage areas for sizing of the storm sewers. Inlet times of 10 minutes were used as per City of Ottawa Guidelines. Storm sewer sizes range from 200 mm to 300 mm in diameter. The Storm Drainage Plan is illustrated on Figure 3 in Appendix A. Drainage areas are shown on this drawing with average runoff coefficients calculated for each inlet. The directly-connected post development 5-year and 100-year unattenuated flows to the Champagne storm sewer is 71.6 L/sec, and L/sec respectively. All new storm sewers were sized for the 5 year peak flow with no overcapacity. Design sheets for the 5- year sizing of the storm sewer system and the 100-year calculation sheets are included in Appendix D. 11

17 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Quality Control Measures Onsite water quality controls are proposed as storm water from the site discharges downstream into the Ottawa River directly east of Island Park Drive. An oil/grit separator is proposed for quality treatment of the surface parking area. A TSS of 80% will be used for selection of an oil grit separator. MH5 is proposed as a Stormceptor manhole located near the property line prior to outletting to the existing storm sewer on Champagne Ave. The Stormceptor model STC300 is proposed, with an estimated removal efficiency of 81%. Please refer to Appendix F for sizing calculations. 7 Erosion and Sediment Control During all construction activities, erosion and sedimentation shall be controlled by the following techniques: extent of exposed soils shall be limited at any given time, exposed areas shall be re-vegetated as soon as possible, filter cloth shall be installed between frame and cover of all new catch basins and catch basin manholes, filter cloth shall be installed between frame and cover of the existing catch basins and catch basin manholes as identified on the site grading and erosion control plan, light duty silt fencing will be used to control runoff around the construction area. Silt fencing locations are identified on the site grading and erosion control plan. visual inspection shall be completed daily on sediment control barriers and any damage repaired immediately. Care will be taken to prevent damage during construction operations, in some cases barriers may be removed temporarily to accommodate the construction operations. The affected barriers will be reinstated at night when construction is completed, sediment control devices will be cleaned of accumulated silt as required. The deposits will be disposed of as per the requirements of the contract, during the course of construction, if the engineer believes that additional prevention methods are required to control erosion and sedimentation, the contractor will install additional silt fences or other methods as required to the satisfaction of the engineer, and construction and maintenance requirements for erosion and sediment controls are to comply with Ontario Provincial Standard Specification (OPSS) OPSS 805, and City of Ottawa specifications. 12

18 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May Conclusions This report addresses stormwater runoff from the proposed development located at the 101 Champagne Avenue in the City of Ottawa. The proposed 0.33 hectare development by Ashcroft Homes consists of a twenty eight storey building for student housing and a future condominium apartment. The following summarizes the servicing requirements for the site: The allowable capture rate from the proposed site was calculated based on a runoff coefficient of 0.50 and a time of concentration of 20 minutes for a 5-year storm event. The allowable release rate was calculated to be 32.3 L/sec. Runoff in excess of this will be detained onsite for up to the 100 year storm. Flow from the building rooftop will be restricted to a maximum flow rate of 10 L/sec using flow controlled roof drains. Total required storage on the rooftop is estimated at 17.2 cubic metres for the 100-year, with approximately 32.2 cubic metres provided based on a maximum allowable depth of 150mm. The estimated flow depths for the 5-year and 100-year storms are 60mm and 100mm based on an estimated 8 roof drains. Two inlet control devices (ICDs) will be installed in catch basins and catch basin manholes on site to control runoff to the allowable release rate. Catch basin 3 (CB3), as shown on the site service plan, is controlled to 10.0 L/sec at 1.55m head. An IPEX Tempest ICD, Model LMF95 or equivalent is proposed. Storm manhole (MH6), as shown on the site service plan is controlled to 9.0 L/sec at 2.23m head. An IPEX Tempest ICD, Model LMF80 or equivalent is proposed. The proposed development has an estimated peak sewage flow of 14.0 L/sec based on City of Ottawa Guidelines. A new 200mm sewer lateral will be installed with a slope of 0.65% having a full flow capacity of 27.6 L/sec. The existing municipal watermain along Champagne Avenue has adequate capacity to service the proposed development for both domestic and fire protection. It is proposed to install a new 200mm watermain to service the site. The calculated pressure drop from the municipal watermain to the proposed building 1 is from 35.7 psi to 21.4 psi at the building. Under maximum day plus fire flow conditions pressures at the building will meet City of Ottawa s minimum pressure guidelines of 20 psi. A Stormceptor STC300 Manhole will be used for quality control purposes. The STC 300 will have a TSS removal efficiency of 81%. During all construction activities, erosion and sedimentation will be controlled. 13

19 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix A Figures Figure 1: Site Location Plan Figure 2: Site Plan Figure 3: Storm Drainage Plan

20 exp Services Inc. t: f: Queensview Drive, Unit 100 Ottawa, ON K2B 8H6 Canada BUILDINGS EARTH & ENVIRONMENT ENERGY INDUSTRIAL INFRASTRUCTURE SUSTAINABILITY

21 exp Services Inc. t: f: Queensview Drive, Unit 100 Ottawa, ON K2B 8H6 Canada BUILDINGS EARTH & ENVIRONMENT ENERGY INDUSTRIAL INFRASTRUCTURE SUSTAINABILITY

22 SYMBOL QTY SIZE REMARKS DECIDUOUS TREES TA TB mm DIA B&B 1.5m x 1.5m x 0.75m HIGH PLANTERS 2 X TB 2 X SB 3 X SB x SA 2 x SB SHRUBS SA SB 85 7 EXISTING 2.0m SIDEWALK 40 X SA 6 X TA BENCH BENCH BENCH BENCH m x 2.0m IRON TREE GRATE SOD 40 DC. FUTURE BUILDING DC m HIGH PRIVACY HEDGE 3.4m LANDSCAPE BUFFER 25 F.F.= 64.90m 24 SOD LP LP 51 SOD TA DC. 6 X SA X TA 2.40 DC. 2 X SB m x 1.5m x 0.75m HIGH PLANTERS DC. PATIO LP 4 X TB 12. BENCH BENCH BENCH BENCH BENCH BENCH DC HICKORY ST. F.F.= 65.00m DC. DC. TEMPORARY GARBAGE SOD EXTENT OF PHASE 1 BASEMENT UP 14R DN 14R DN 14R UP 14R m 63.80m SOD SOD 64.07m 63.80m 1 x TB 12 x SA 2 x TB 15 x SA LANDSCAPE PLANT LIST N.T.S. DC LP LEGEND N.T.S. LAMP POST SCONCE LIGHT FIXTURE TREE TO BE REMOVED HARD LANDSCAPING PAVER OR CONCRETE DROPPED CURB SITE AREA = 3,311.5m 2 LEGAL DESCRIPTION LOTS 8, 9, 10, 11, 22,23, 24, 25 PART OF LOTS 6 and 26 AND (closed by Judges Order Inst CR234928) REGISTERED PLAN CITY OF OTTAWA EXISTING ZONING: R5B[924]-h AREA B - SCHEDULE 1 EXCEPTION 924: - Section 65 does not apply to a canopy or similar projection and such a projection may project to a lot line PROVIDED - minimum front yard setback: 2 m 2m - minimum rear yard setback: 0 m 0.5m - minimum northerly interior side yard setback: 0 m 0.5m - minimum southerly interior side yard setback: 2.5 m 3.61m - Notwithstanding s.109(11) and (12): (i) a walkway located in the front yard may have a maximum width of 2 metres; and, (ii) landscaping within the front yard may be either hard or soft. - maximum number of residential use buildings containing apartment dwelling mid-high rises permitted: 2 - where only one residential use building containing an apartment dwelling mid-high rise is located on the lot, it may have a maximum of two towers - maximum permitted building height: (i) where two buildings are located on the lot, one may be a maximum of 81 metres in height, and the other may be a maximum of 71 metres in height; (ii) where one building is located on the lot, but it has two towers, one tower may be a maximum of 81 metres in height, and the other may be a maximum of 71 metres in height; or, (iii) where one building is located on the lot with one tower, it may be a maximum of 81 metres in height - visitor parking must be provided at a rate of at least spaces per dwelling unit after the first 12 units - amenity space with a maximum height of 5.0 metres may project above the maximum permitted building height - maximum total permitted gross floor area on the lot: 32, 750 m2 - minimum amount of landscaped open space that must be provided on the lot: 625 m2 - minimum separation distance: (i) between two buildings on the same lot, excluding permitted projections: 10.9 m (ii) between two towers on the same building, excluding permitted projections: 10.9 m 2 AREA OF PARKING LOT = 1479m 2 AREA OF LANDSCAPE BUFFER & ISLANDS = 320m 3m MINIMUM SEPARATION TO LOT LINE ABUTTING STREET KEY PLAN N.T.S. \Users\Kevin\Desktop\Key Map Champagne.jpg BUILDING AREA O.B.C. GROUND FLOOR 741.0m 2 (7975 sq.ft.) SECOND FLOOR AMENITY 741.0m 2 (7975 sq.ft.) TYPICAL FLOOR [x26 FLOORS] 741.0m 2 (7975 sq.ft.) [ m 2 PENTHOUSE AMENITY 460.2m 2 (4,954 sq.ft.) TOTAL FLOOR AREA 21,208m 2 (228, 288 sq.ft.) GROSS BUILDING AREA BUILDING AREA O.B.C. GROUND FLOOR SECOND FLOOR AMENITY TYPICAL FLOOR [x23 FLOORS] PENTHOUSE AMENITY TOTAL FLOOR AREA (207,384 sq.ft.)] NUMBER OF STORIES = 28 (81m Maximum Height) NUMBER OF DWELLING UNITS = 156 ROOMING UNITS NUMBER OF STORIES BELOW GRADE = 1 BASEMENT LEVEL (STORAGE/ BICYCLES)) MECHANICAL/ ELECTRICAL BUILDING HEIGHT = 81m Maximum Height + 5m AMENITY PENTHOUSE PARKING REQUIRED PARKING PROVIDED BICYCLE PARKING REQUIRED BICYCLE PARKING PROVIDED GROSS BUILDING AREA 741.0m 2 (7975 sq.ft.) 741.0m 2 (7975 sq.ft.) 741.0m 2 (7975 sq.ft.) [17,043.0m 2 (183,455 sq.ft.)] 460.2m 2 (4,954 sq.ft.) 18,985m 2 (204, 360 sq.ft.) NUMBER OF STORIES = 25 (71m Maximum Height) NUMBER OF DWELLING UNITS = 200 CONDOMINIUM APARTMENTS NUMBER OF STORIES BELOW GRADE= 4 BASEMENT PARKING LEVELS BUILDING HEIGHT = 71m Maximum Height + 5m AMENITY PENTHOUSE PARKING REQUIRED PARKING PROVIDED BICYCLE PARKING REQUIRED BICYCLE PARKING PROVIDED TOTAL G.F.I. 16,750m 2 (180, 301 sq.ft.) 156 ROOMING 0.25/ UNIT = 39 SPACES 2 GRND FLR FAST FOOD (COFFEE) = 97m = 8 SPACES [ 3 SPACES + ( 97m -50m ) X 10 SPACES/100m ] GRND FLR RETAIL CONVENIENCE STORE = NONE VISITOR PARKING = 0 SPACES TOTAL REQUIRED SPACES = 47 SPACES 60 TEMPORARY SURFACE SPACES MAXIMUM 2.4m wide = 25 spaces 2.4m WIDE DENOTES 2.4m WIDE SPACE 156 ROOMING 0.25/ UNIT = 39 SPACES 39 SPACES IN BASEMENT BIKE ROOM 16,000m 2 (172, 228 sq.ft.) 200 APT. DWELLING 0.5/ UNIT = 100 SPACES VISITOR PARKING = X =15.6 SPACES TOTAL REQUIRED SPACES = SPACES 200 UNDERGROUND SPACES 200 APT. DWELLING 0.50/ UNIT = 100 SPACES 90 SPACES IN BASEMENT BIKE ROOM & 10 SURFACE 32,750m 2 ( 352,530 sq.ft.) MAXIMUM PERMITTED SITE BOUNDARIES AND TOPOGRAPHIC INFORMATION DERIVED FROM TOPOGRAPHIC SURVEY OF LOTS 8, 9, 10, 11, 22,23, 24, 25 PART OF LOTS 6 and 26 AND (closed by Judges Order Inst CR234928) REGISTERED PLAN CITY OF OTTAWA PREPARED BY ANNIS O SULLIVAN VOLLEBEKK LTD. PARKING REQUIRED PARKING PROVIDED = SPACES = 200 UNDERGROUND SPACES SCALE m 210 Colonnade Road, Suite 2 Nepean, Ontario Phone (613) Fax (613) GENERAL NOTES: /05/14 FOR UDRP KB 3. 24/04/14 REVISED BUILDING CONFIGURATION JB 2. 04/07/14 ADD 125 HICKORY STREET KB CONSTRUCTION 1. 03/04/14 FOR REVIEW KB NORTH No. DATE DESCRIPTION INIT. REVISIONS A B C A - DETAIL NUMBER B - SHEET NUMBER (DETAIL REQUIRED) C - SHEET NUMBER (DETAIL LOCATION) SEAL PROJECT CLIENT ENVIE 101 CHAMPAGNE AVENUE OTTAWA, ONT. ASHCROFT DRAWING TITLE DATE APRIL 2014 DRAWN BY: KB SITE PLAN SCALE 1 : 200 CHECKED MDB SHEET No. SP-1

23 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix B Sanitary Sewer Design Sheets Table B1: Sanitary Sewer Calculation Sheet

24 TABLE C1 -SANITARY SEWER CALCULATION SHEET Street LOCATION From To Area No. Area (ha) Rooming Units Apartment Units FLOWS POPULATION Individual Population Cumulative Population Peak Factor Peak Flow (L/sec) Area (ha) AMENITY SPACE INFILTRATION SEWER DATA TOTAL Dia. Slope Length Capacity FLOW Full Cumulative Peak Flow ACCU AREA INFILT (L/s) Velocity Area (m2) (L/sec) AREA (ha) (Ha) FLOW (L/s) (mm) actual (%) (m) (L/s) (m/s) Site Building # 2 San Sewer Building # 1 San Sewer San Sewer MH # MH # 1 EX.SANMH Rooming Unit (L/p/day) = 200 Average Daily Flow (L/p/day) = 350 Pop. Density Persons/Unit Q(p) = Peak Pop. Flow = PqM/ Iac L/sec Amenity Space (L/gros ha/day) = 50,000 Q(i) = Peak Extraneous Flow = I * Ac L/sec or L/gross ha/sec = A i = Individual; Area (hectares) hectares Industrial Flow (L/s/ha) = 35,000 Rooming Unit 5.6 A c = Cumulative Area (hectares) hectares B. Thomas, P.Eng. Ottawa, Ontario or L/gross ha/sec = Ave. Apartment 1.8 M = Peaking Factor = 1 + (14/(4+P^0.5)) Max Res Peak Factor = 4.0 P = Population (thousands) persons Dwg Reference: File Ref: Sheet No: Commercial / Inst Peak Factor = 1.5 Qcap, (Manning) = 1/n S 1/2 R 2/3 A c L/sec 1 of 1 Manning N = I = Peak extraneous flow (L/s/ha) = 0.28 Designed: Project: J. Fitzpatrick, P.Eng. 101 Champagne Avenue Checked: Location: Sanitary Design Sheet

25 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix C Water Servicing Table C1: Water Consumption/Demand Allocation Table Table C2: Estimated Water Pressure at Building

26 TABLE C1: WATER CONSUMPTION/DEMAND ALLOCATION TABLE Location: Envie Chapagne Project No: Designed by: J.Fitzpatrick Checked By: B.Thomas Date Revised: May 22, 2014 Population Densities Water Consumption Residential = 350 L/cap/day Rooming Unit = 5.6 person/unit ( 4 rooms at 1.4 person per room) Amentity Space = 2,500 L/1000m 2 /day Apartment Unit = 1.8 person/unit Proposed Buildings Maximum Demand (L/day) Peak Hourly Demand (L/day) Maximum Demand (L/day) Peak Hourly Demand (L/day) Average Average Total Area Demand Demand Persons (m 2 ) (L/day) (L/day) Rooming Apartment 2.5 x Avg Day 2.2 x Max Day 1.5 x Avg Day 1.8 x Max Day No. of Units Residental Amenity Space Demands in (L/sec) Avg Day (L/s) Max Day (L/s) Max Hour (L/s) Building # , ,400 1,681,680 1,942 4,856 7,283 13, Future Building # , , ,000 1,942 4,856 7,283 13, Totals = ,760 1,079,400 2,374,680 3,884 14,567 26,

27 Table C2: Estimated Water Pressure at Building Description From To Max Day Plus Fireflow Demand (L/sec) Pipe Length (m) Pipe Dia (mm) Dia (m) Q (L/sec) Area (m2) C Vel (m/s) Slope of HGL (m/m) Head Loss (m) Elev From (m) Elev To (m) *Elev Diff (m) Pressure From kpa (psi) Pressure To kpa (psi) Pressur e Drop (psi) 200mm PVC Service Main Bldg 2 connection Bldg 2 connection (35.7) (30.5) 5.2 Bldg (30.5) (21.4) 9.1 Max Day Plus FF HGL = 89.7 m (from City of Ottawa) Max Day Demands Approx Ground Elev = 64.6 m Domestic Demand Bldg 1 = 8.93 L/s Pressure = 25.1 m Bldg 2 = 3.73 L/s or Pa Fire Flow Demand = 150 L/s or 35.7 psi L/s

28 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix D Storm Sewer Design Sheets Table D1: 5-year Storm Sewer Calculation Sheet Table D2: 100-year Storm Sewer Calculation Sheet

29 TABLE D1: 5-YEAR STORM SEWER CALCULATION SHEET Return Period Storm = 5 (5-years, 100-years) Default Inlet Time= 10 (minutes) Frontyards Manning Coefficient = (dimensionless) Location LOCATION From Node To Node Area No. AREA (hectares) Area (ha) Area (ha) Average R Indiv. 2.78*A*R Accum. 2.78*A*R FLOW (UNRESTRICTED) Tc (mins) I (mm/h) Indiv. Flow Return Period Q (L/s) Dia (mm) Actual Dia (mm) Nominal Type Slope (%) Length (m) SEWER DATA Velocity (m/s) Capacity (L/sec) Vf Va Time in Pipe, Tt (min) Hydraulic Ratios Qa/Qf Va/Vf 101 Champagne CB2 CBMH4 A PVC CBMH4 MH6 A A PVC MH6 J PVC BLDG 1 J1 A PVC J1 J PVC CB3 (FUTURE BDG 2) J2 A PVC J2 MH PVC MH5 CONNECT PVC TOTALS = Definitions: Notes: 5yr 100yr Q = 2.78*AIR, where Ottawa Rainfall Intensity Values: a = Q = Peak Flow in Litres per second (L/s) From Sewer Desing Guidelines, 2004 b= Checked: Location: A = Watershed Area (hectares) c = B. Thomas, P.Eng. Ottawa, Ontario I = Rainfall Intensity (mm/h) R = Runoff Coefficients (dimensionless) Designed: J. Fitzpatrick, P.Eng. Dwg Reference: Storm Drainage Plan Project: Envie Champagne Avenue File Ref: Storm Design Sheets, May Sheet No: 1 of 1 5yr

30 TABLE D2: 100-YEAR STORM SEWER CALCULATION SHEET Return Period Storm = 100 (5-years, 100-years) Default Inlet Time= 10 (minutes) Frontyards Manning Coefficient = (dimensionless) LOCATION AREA (hectares) FLOW (UNRESTRICTED) SEWER DATA Velocity (m/s) Hydraulic Ratios Time in Area Area Average Indiv. Accum. Indiv. Return Q Dia (mm) Dia (mm) Length Capacity Location From Node To Node Area No. Tc (mins) I (mm/h) Type Slope (%) Pipe, Tt (ha) (ha) R 2.78*A*R 2.78*A*R Flow Period (L/s) Actual Nominal (m) (L/sec) Vf Va Qa/Qf Va/Vf (min) 101 Champagne CB2 CBMH4 A PVC CBMH4 MH6 A A PVC MH6 J PVC BLDG 1 J1 A PVC J1 J PVC CB3 (FUTURE BDG 2) J2 A PVC J2 MH PVC MH5 CONNECT PVC TOTALS = Designed: Project: Definitions: Notes: 5yr 100yr J. Fitzpatrick, P.Eng. Envie Champagne Avenue Q = 2.78*AIR, where Ottawa Rainfall Intensity Values: a = Q = Peak Flow in Litres per second (L/s) From Sewer Desing Guidelines, 2004 b= Checked: Location: A = Watershed Area (hectares) c = B. Thomas, P.Eng. Ottawa, Ontario I = Rainfall Intensity (mm/h) R = Runoff Coefficients (dimensionless) Dwg Reference: File Ref: Storm Drainage Plan Storm Design Sheets, May Sheet No: 1 of 1 100yr

31 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix E SWM Design Sheets Table E1: Pre-Development Runoff Calculations Table E2: Allowable Runoff Calculations Table E3: Average Runoff Coefficient (Post Developments) Table E4: Summary of Post Development Runoff (Uncontrolled and Controlled) Table E5: Summary of Surface Storage Table E6: Summary of Underground Pipe Storage Table E7: Summary of Underground Structure Storage Table E8: Summary of Total Storage Required & Provided Table E9: Storage Volumes for 5 Year and 100 Year Storms (Areas 1, 2, 3) Table E10: Storage Volumes for 5 Year and 100 Year Storms (Area 4) Table E11: Estimated 5-year and 100-year Storage Requirements on Roof

32 TABLE E1 - PRE-DEVELOPMENT RUNOFF CALCULATIONS Time of Storm = 5 yr Storm = 100 yr Conc, Tc I 5 Q 5PRE I 5 Q 100PRE Area Description Area (ha) (min) (mm/hr) Cavg (L/sec) (mm/hr) Cavg (L/sec) Total Site ) Intensity, I = /(Tc+6.035) (5-year, City of 0ttawa) 2) Intensity, I = /(Tc+6.014) (100-year, City of Ottawa) 3) Cavg for 100-year is increased by 25% to a maximum of 0.95 TABLE E2 - ALLOWABLE RUNOFF CALCULATIONS Time of Storm = 5 yr Conc, Tc I 5 Q ALLOW Area Description Area (ha) (min) (mm/hr) Cavg (L/sec) Total Site ) Allowable Capture Rate is based on 5-year storm at Tc=20 minutes. 2) Intensity, I = /(Tc+6.035) (5-year, City of 0ttawa) 3) Intensity, I = /(Tc+6.014) (100-year, City of Ottawa) 4) Cavg for 100-year is increased by 25% to a maximum of ) External area A8 will be directed through site, with no storage provided. TABLE E3 - AVERAGE RUNOFF COEFFICIENTS (Post Development) Runoff Coeffients C ASPH = 0.90 C ROOF = 0.90 C GRASS = 0.20 Asphalt Areas Roof Areas Grassed (m 2 ) A * C ROOF Areas (m 2 ) A * C GRASS Total Area Area No. (m 2 ) A * C ASPH Sum AC (m 2 ) C AVG Total 2,112 1, ,658 3, Site % IMP = 86% Average Runoff Coeff (All Areas) = C AVG = 2,658 3,311 = 0.80 TABLE E4 - SUMMARY OF POST DEVELOPMENT RUNOFF (Uncontrolled and Controlled) Storm = 5 yr C AVG Area No Area (ha) (5-year) (mm/hr) Q (L/sec) (L/sec) (100-yr) (mm/hr) Q (L/sec) Q CAP (L/sec) Comments Controlled at MH Future Bldg 2, Interim Control at CB Roof Drains of Bldg Uncontrolled Areas (rear) Uncontrolled Areas (front) Totals Notes I 5 = / (Tc ) I 100 = / (Tc ) Time of Concentration (min), Tc = 10 mins For Flows under column Qcap which are bold, denotes flows that are controlled I 5 Q CAP C AVG I 100 Storm = 100 yr

33 TABLE E5 - SUMMARY OF SURFACE STORAGE Drainage Area Ponding Number T/G Max W/L (m) Area (m²) Depth(m) Total Volume (c.m.) 1 P P P P Subtotal 67.8 TABLE E6 - SUMAMRY OF UNDERGROUND PIPE STORAGE Drainage Length Pipe Dia Pipe Area Area U/S Manhole D/S Manhole (m) (mm) (s.m.) Located Volume (c.m.) 1 CB1 MH ,3 MH6 CBMH CB2 CBMH Subtotal 1.6 TABLE E7 - SUMMARY OF UNDERGROUND STRUCTURE STORAGE Drainage Area Inv Elev Storage Sump Elev Depth Area Volume Located No. Size T/G (m) (m) (m) (m) (s.m.) (c.m.) 1 CB1 600 square CB2 600 square MH mm DIA CBMH mm DIA CB3 600 square Subtotal 5.56 TOTAL STORAGE AVAILABLE (Pipe, Structure, Surface) cu.m. = 75.0

34 TABLE E8 - SUMMARY OF TOTAL STORAGE REQUIRED & PROVIDED Area Area Cavg Cavg Release Rate (L/s) Storage Required (m 3 ) Storage Provided (m 3 ) Control Method, (Location) No. (ha) (5-yr) (100-yr) 5-yr 100-yr 5-yr 100-yr Surface Pipe Structure Total Controlled at MH Future Bldg 2, Interim Control at CB Roof Drains of Bldg Uncontrolled Areas (rear) Uncontrolled Areas (front) Totals =

35 Table E9 - Storage Volumes for 5 Year and 100 Year Storms (Areas 1, 2, 3) Area No: C AVG = 1,2, (5-yr) C AVG = 1.00 (100-yr) Time Interval = 5 (mins) Drainage Area = (hectares) Duration (min) Release Rate = 6.0 (L/sec) Release Rate = 9.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = ( I = A/(T c +C), C = ( I = A/(T c +C), C = Rainfall Intensity, I (mm/hr) Peak Flow (L/sec) Release Rate (L/sec) Storage Rate (L/sec) Storage (m 3 ) Rainfall Intensity, I (mm/hr) Peak Flow (L/sec) Release Rate (L/sec) Storage Rate (L/sec) Storage (m 3 ) Max = Notes 1 ) Peak flow is equal to the product of 2.78 x C x I x A 2) Rainfall Intensity, I = A/(Tc+C) B 3) Release Rate = Min (Release Rate, Peak Flow) 4 ) Storage Rate = Peak Flow - Release Rate 5) Storage = Duration x Storage Rate 6) Maximium Storage = Max Storage Over Duration 7) Parameters a,b,c are for City of Ottawa

36 Table E10 - Storage Volumes for 5 Year and 100 Year Storms (Area 4) Area No: C AVG = (5-yr) C AVG = 1.00 (100-yr) Time Interval = 5 (mins) Drainage Area = (hectares) Duration (min) Release Rate = 7.0 (L/sec) Release Rate = 10.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = ( I = A/(T c +C), C = ( I = A/(T c +C), C = Rainfall Intensity, I (mm/hr) Peak Flow (L/sec) Release Rate (L/sec) Storage Rate (L/sec) Storage (m 3 ) Rainfall Intensity, I (mm/hr) Peak Flow (L/sec) Release Rate (L/sec) Storage Rate (L/sec) Storage (m3 ) Max = Notes 1 ) Peak flow is equal to the product of 2.78 x C x I x A Inlet Control Device (ICD) Types 2) Rainfall Intensity, I = A/(Tc+C) B Pedro Plastics Type X = 13.4 L/sec 3) Release Rate = Min (Release Rate, Peak Flow) IPEX Type A = 20.0 L/sec 4 ) Storage Rate = Peak Flow - Release Rate IPEX Type B = 28.4 L/sec 5) Storage = Duration x Storage Rate IPEX Type C = 37.0 L/sec 6) Maximium Storage = Max Storage Over Duration IPEX Type D = 84.9 L/sec 7) Parameters a,b,c are for City of Ottawa IPEX Type F = L/sec

37 Table E11: Inlet Control Device (ICD) Sizing At STMH6 Orifice Location: STMH6 Orifice Type: Round Outlet Pipe (mm): 250 Orifice Dia (mm): 52 Orifice Type: IPEX LMF 85 Orifice Area (mm 2 ): 2,124 Orifice Centroid: Pipe Invert (m): Orifice Coefficient : 0.61 Elev (m) Head above Orifice (m) Orifice Flow (L/sec) Comment Preliminary Sizing Q = C A (2 g H) 0.5 (Orifce Equation) C = coefficient = H = Head above centroid of orifice (m) A = Orifice Area (m 2 ) g = gravity (m/s 2 ) = Given, Q = 9.0 L/sec Max WL = m Head, H = m (Max W/L - Centroid) Solving For Orifice Area A = Q C x (2 x g x H ) A = x (2 x 9.81 x ) A = m3/sec A = mm Since A = x R R = (A / ) R = R = DIA = SQRT( / ) mm mm Circular Max Elev = Min Elev = Interval = (30 equal Stages)

38 Table E12: Inlet Control Device (ICD) Sizing At CB3 Orifice Location: CB3 Orifice Type: Round Outlet Pipe (mm): Orifice Dia (mm): 62 Orifice Type: IPEX LMF 95 Orifice Area (mm 2 ): 3,019 Orifice Centroid: Pipe Invert (m): Orifice Coefficient : 0.61 Elev (m) Head above Orifice (m) Orifice Flow (L/sec) Comment Preliminary Sizing Q = C A (2 g H) 0.5 (Orifce Equation) C = coefficient = H = Head above centroid of orifice (m) A = Orifice Area (m 2 ) g = gravity (m/s 2 ) = Given, Q = 10.0 L/sec Max WL = m Head, H = m (Max W/L - Centroid) Solving For Orifice Area A = Q C x (2 x g x H ) A = x (2 x 9.81 x ) A = m3/sec A = mm Since A = x R R = (A / ) R = R = DIA = SQRT( / ) mm mm Circular Max Elev = Min Elev = Interval = (30 equal Stages)

39 Table E11 - Estimated 5-year & 100-year Storage Requirements on Roof Project: Envie Champagne Ave Location: City of Ottawa Date: May 2014 Area # Roof Drain Type No Drains per Area Runoff Coeff (Cavg) 5- year 100- year Drainage Area m 2 ha Runoff Rate (L/sec) 5yr Ponding Depth (mm) 5-year Event Ponding Depth at Drain (mm) Roof Drain Capacity Per Drain (L/sec) Total Flow From Roof Drains (L/sec) Runoff Rate (L/sec) 100yr Pondin g Depth (mm) 100-year Event Ponding Depth at Drain (mm) Roof Drain Capacity Per Drain (L/sec) Total Flow From Roof Drains (L/sec) Storage Required (Modified Rational Method) 5-year (m 3 ) 100- year (m 3 ) Maximium Storage Provided at Spill Elevation Area Available for Storage (m 2 ) RD RD Max Prism Depth (mm) Max Prisim Volume (m 3 ) Totals Runoff Based on the Following: Roof Drain Types Time of Conc (mins) = RD1 = Flow Controlled - Watts RD-100 with Flow Control Storm Frequency (years) = Discharge Coeff, C = 0.61 Storm Intensity (mm/hr) = Max Overflow Depth = 150 mm Roof Drains have follwing Flow Rates: Head (mm) No Weir Slots Flow per Weir Flow Rate (uspgm) Flow Rate (L/sec) Eqn for Flow, Q at depth, d Q = * d Upper Roof Area - Spill to Upper Roof below. Upper Roof Area - Area Available for Ponding. Lower Roof - Areas Avaialble for Ponding. Roof Drain Capaciyt (L/sec) Roof Drain Capacity Watts RD-100-A with Flow Control y = x Head Over Drain (mm)

40

41 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix F Stormceptor Sizing

42 Stormceptor Sizing Detailed Report PCSWMM for Stormceptor Project Information Date 5/22/2014 Project Name Envie Project Number Location 101 Champagne Ave 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 300 achieves the water quality objective removing 81% TSS for a Fine (organics, silts and sand) particle size distribution. 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

43 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

44 Figure 1. Runoff Volume by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A ON 6000, 1967 to 2003 for ha, 91% 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 ha, 91% 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

45 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

46 Appendix 1 Stormceptor Design Summary Project Information Date 5/22/2014 Project Name Envie Project Number Location Designer Information Company Contact Notes N/A 101 Champagne Ave exp Services Inc J Fitzpatrick 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 Drainage Area Total Area (ha) Imperviousness (%) 91 The Stormceptor System model STC 300 achieves the water quality objective removing 81% TSS for a Fine (organics, silts and sand) particle size distribution. Upstream Storage Storage Discharge (ha-m) (L/s) 0 0 Stormceptor Sizing Summary Stormceptor Model TSS Removal % STC STC STC STC STC STC STC STC STC STC STC STC

47 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.,

48 Appendix 2 Summary of Design Assumptions SITE DETAILS Site Drainage Area Total Area (ha) Imperviousness (%) 91 Surface Characteristics Width (m) 97 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 0 0 7

49 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

50 TSS LOADING TSS Loading Parameters TSS Loading Function Buildup / Washoff Parameters Target Event Mean Concentration (EMC) (mg/l) 125 Exponential Buildup Power 0.4 Exponential Washoff Exponential 0.2 HYDROLOGY ANALYSIS PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of the Stormceptor System are based on the average annual removal of TSS for the selected site parameters. The Stormceptor System is engineered to capture fine particles (silts and sands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during all rainfall events, while preventing the opportunity for negative removal efficiency (scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section. Rainfall Station Rainfall Station OTTAWA MACDONALD-CARTIER INT'L A Rainfall File Name ON6000.NDC Total Number of Events 4536 Latitude 45 19'N Total Rainfall (mm) Longitude 75 40'W Average Annual Rainfall (mm) Elevation (m) 371 Total Evaporation (mm) Rainfall Period of Record (y) 37 Total Infiltration (mm) Total Rainfall Period (y) 37 Percentage of Rainfall that is Runoff (%)

51 Rainfall Event Analysis Percentage of Percentage of Rainfall Depth No. of Events Total Volume Total Events Annual Volume mm % mm % >

52 Pollutograph Flow Rate Cumulative Mass L/s %

53 exp Services Inc. Ashcroft Homes Envie 101 Champagne Avenue OTT A0 May 2014 Appendix G Background Reports Two (2) Excerpt pages from Appendix B Water Supply, DSEL, Adequacy of Existing Services for Ashcroft Homes, 101 Champagne Ave, Project No , dated Sept 2012 Rev3)

54

55