Capital Hall Champagne Avenue

Transcription

1 Capital Hall Champagne Avenue Site Servicing and Stormwater Management Report Type of Document Site Plan Submission Project Name Capital Hall Champagne Avenue Project Number OTT A0 Prepared By: J. Fitzpatrick, P.Eng. Reviewed By: B. Thomas, P.Eng. exp Services Inc Queensview Drive Ottawa, ON K2B 8H6 Date Submitted November 2015

2 Ashcroft Homes Capital Hall 105 Champagne Avenue Site Servicing and Stormwater management Report Type of Document: Site Plan Submission Project Name: Capital Hall 105 Champagne Avenue Project Number: OTT A0 Prepared By: exp Queensview Drive Ottawa, ON K2B 8H6 Canada T: F: Jason Fitzpatrick, P.Eng. Project Engineer Infrastructure Services Date Submitted: November 2015 Bruce Thomas, P.Eng. Senior Project Manager Infrastructure Services

3 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 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 Capital Hall 105 Champagne Avenue OTT A0 November 2015 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 Uncontrolled Storm Drainage Areas Calculation of Post-Development Runoff Storage Requirements Inlet Control Design Storm Sewer Design Quality Control Measures Erosion and Sediment Control Conclusions...14 i

5 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 List of Tables Page or Table No: Appendix No Table 4-1: Summary of Onsite Water Supply for Fire Protection Building # Table 4-2: Summary of Onsite Water Supply for Fire Protection Building # Table 5-6: Summary of Post Development Flows...10 Table 5-7: Summary of Storage Requirements...11 Table 5-8: Summary of Inlet Controls...12 Figure 1: Site Location Plan... A Figure 2: Storm Drainage Plan... A Figure 3: Site Plan... A Table B1: Sanitary Sewer Calculation Sheet... B Table C1: Water Consumption/Demand Allocation Table... C Table C2: Estimated Water Pressure at Building (through single watermain connection)... 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... E 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 (Area 1)... E Table E10: Storage Volumes for 5 Year and 100 Year Storms (Areas 2,3,4,5,6,7,8)... E Table E11: Storage Volumes for 5 Year and 100 Year Storms (Area 9)... E Table E12: Storage Volumes for 5 Year and 100 Year Storms (Area 10)... E Table E13: Storage Volumes for 5 Year and 100 Year Storms (Area 11)... 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 Inlet Control Device Data Appendix H Drawings ii

6 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November Introduction This report will address the serviceability of the proposed development at 105 Champagne Avenue. Specifically, it will address the adequacy of the existing municipal storm sewer, sanitary sewer, and water mains to hydraulically convey the changes in the storm runoff, sewage and water demands that this development will entail. 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 includes two towers. The first twentyeight (28) storey tower for student housing is under construction at 101 Champagne Avenue. A second twenty-five (25) storey condominium apartment is proposed on the site. This report details the servicing for the second tower. A 1050mm storm sewer and a 1050mm sanitary sewer (Mooney s Bay Collector) and a 200mm watermain are located along the frontage of the property on Champagne Avenue. 2 Previous Studies and Guidelines In preparing this report, we referred to the following documents: - Site Servicing and Stormwater Management Report for Tower One, 101 Champagne Avenue, prepared by exp Services Inc., August City of Ottawa Sewer Design Guidelines, October City of Ottawa Water Distribution Design Guidelines, July

7 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 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: Envie - Building # 1 (Existing) Population= (188 apartments x 3.1 person/unit) = 583 Q Domestic = 583 x 350 L/person/day x (1/86,400 sec/day) = 2.36 L/sec Peak Factor = /(4 + (583/1000) 0.5 ) = 3.94 (4.0 Max) Q Peak Domestic = 2.57 L/sec x 3.92 = 9.31 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 Capital Hall - Building # 2 (Proposed) Population= (352 apartments x 1.8 person/unit) = 634 Q Domestic = 634 x 350 L/person/day x (1/86,400 sec/day) = 2.57 L/sec Peak Factor = /(4 + (634/1000) 0.5 ) = 3.92 (4.0 Max) Q Peak Domestic = 2.57 L/sec x 3.92 = 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 = 0.12 ha x 50,000 l/ha/day x 1.5 x (1/86,400 sec/day) = 0.10 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. A 200mm sanitary sewer lateral with a grade of 2.00% is planned for the Capital Hall Building. A 200mm sanitary lateral has a capacity of L/sec, based on Manning s Equation under full flow conditions. The estimated peak sewage flow from the Capital Hall building is L/sec. 2

8 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November Watermain Servicing 4.1 Water Demands We estimated the domestic water demands as shown below, using 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 and 1.8 persons per unit for an average apartment unit. We used these figures for the estimated 624 rooms in building # 1 and 352 apartments in building # 2. Envie - Building #1 (Existing) Average daily water consumption = 350 L/person/day Number of residents = 583 Maximum Day Factor = 2.5 x Avg. Day Maximum Hour Factor = 2.2 x Max. Day The average, maximum day and peak hour domestic (residential) demands for building # 1 is: Average Day Maximum Day Peak Hour = 350 x 583 / 86,400 sec/day = 2.36 L/sec = 2.5 x 2.36 = 5.90 L/sec = 2.2 x 5.90 = L/sec The estimated peak hour water demand for the amenity space is 13,110 L/day or 0.15 L/sec. Capital Hall - Building #2(Proposed) Average daily water consumption = 350 L/person/day Number of residents = 634 Maximum Day Factor = 2.5 x Avg. Day Maximum Hour Factor = 2.2 x Max. Day The average, maximum day and peak hour domestic (residential) demands for building # 2 is: Average Day Maximum Day Peak Hour = 350 x 634 / 86,400 sec/day = L/sec = 2.5 x = 6.42 L/sec = 2.2 x 6.42 = L/sec The estimated peak hour water demand for the amenity space is 8,100 L/day or 0.09 L/sec (Appendix C). The exp report, dated Aug 2014 contained hydraulic grade line boundary conditions obtained from the City of Ottawa for design purposes. The following hydraulic grade line (HGL) boundary conditions were provided: Max Day + FF = 89.7 (Assuming 150 L/sec fire flow) Minimum HGL = Maximum (Peak) HGL =

9 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 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. Refer to Table C2 in Appendix C. Water for fire protection will be available using an existing fire hydrant onsite at the northwest corner of Building # 1 and the existing fire hydrants close to the site on Champagne Avenue. The required fire flows for the proposed site are based on the Ontario Building Code for a building requiring on-site water supply. We used the following equation from the Ontario Building Code (2012) to calculate the on-site supply rates required to be supplied by the hydrants. Q = k V STOT where (Section A ) Q = minimum supply of water in litres K = water supply coefficient V = total building volume STOT = total of special coefficients 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) = 60,021 Water Supply Coefficient, k = 10 Total Spatial Coefficient, STOT = 1+( ) = 2.1 (max 2.0) Q = kv STOT = 1,200,420 Required Fire Supply Rate, L/min, (igpm) = 9,000 (1,980) 4

10 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Table 4-2: Summary of Onsite Water Supply for Fire Protection Building #2 Item Design Value Floors Above Grade 25 floors Building Classification = Group C Fire Protection Type = Sprinkler System Building Height (m) = 71 Building Area (sq.m) = 773 Total Building Volume, V (c.m) = 56,769 (from siteplan) Water Supply Coefficient, k = 10 Total Spatial Coefficient, STOT = 1+( ) = 1.8 Q = kv STOT = 1,021,842 Required Fire Supply Rate, L/min, (igpm) = 9,000 (1,980) The fire flow requirement for Building # 2 is 150 L/sec or 1,980 igpm. We estimated the anticipated water pressure at the building using the boundary conditions provided by the City of Ottawa. We calculated the pressure drop between the watermain on Champagne Avenue and the proposed building #2 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 Building #2 is kpa (35.7 psi) to kpa (29.2 psi). At building #1 the pressure under maximum day demands of 8.93 L/sec would drop from 201 kpa (29.2 psi) to kpa (29.0 psi). Please refer to Table C2 in Appendix C for detailed calculations. Based on this information the existing system has adequate capacity to service the proposed buildings. 5

11 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November Stormwater Management 5.1 Design Criteria We designed the storm sewer system 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 We designed and sized the storm sewers and service laterals based on the rational formula and 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. See Appendix E for the calculations of the required on-site storage volumes. We calculated the required storage volumes based on the Modified Rational Method as identified in Section of the City s Sewer Guidelines. The depth and extent of surface storage are illustrated on the grading plan. 5.2 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 those for pervious surfaces (grass/landscaping) were taken as The average runoff coefficients for the overall site area under post-development conditions were calculated as 0.87, whereas the pre-development average runoff coefficient was Pre-Development Conditions The site used to be the home of the Ottawa Humane Society. Under pre-development 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 6

12 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 easterly overland to the O-Train corridor. The pre-development runoff coefficient for the site was determined as 0.85 in our August 2014 report, with our calculations shown below and in Appendix E. Using a time of concentration (TC) of 10 minutes and an average runoff coefficient of 0.85, the predevelopment release rates from the site are determined for the 5-year and 100-year storms using the Rational Method as follows: QPRE = 2.78 C I A Where: QPRE = Peak Discharge (L/sec) C = Runoff Coefficient (C=0.90) I = Average Rainfall Intensity for return period (mm/hr) = / (TC+6.053) (5-year) = / (TC+6.014) (100-year) Tc = Time of concentration (mins) A = Drainage Area (hectares) Therefore: I5 = / ( ) = mm/hr Q5PRE = 2.78 (0.85)( mm/hr) ( ha) = 81.5 L/sec I100 = / ( ) = mm/hr Q100PRE = 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, which state that: 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. From our August 2014 report it was confirmed with City of Ottawa staff 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: 7

13 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Q5ALLOW = 2.78 CAVG IT A Where: Q5ALLOW = 5-year Peak Allowable Discharge (L/sec) CALLOW = Allowable Runoff Coefficient (dimensionless) IT = Average Rainfall Intensity (mm/hr) A = Drainage Area (hectares) Using a time of concentration (TC) of 20 minutes and a runoff coefficient of 0.50, the allowable release rate (Q5ALLOW) from the site is determined for the 5-year storm (City of Ottawa Guidelines), I5, using the IDF Curve as follows: I5 = / ( ) = mm/hr Q5ALLOW = 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. 5.5 Uncontrolled Storm Drainage Areas We accounted for the 100-year uncontrolled areas of the site drainage, including an increase in the average runoff coefficient by 25% for the 100-year storm, to a maximum of C = 1.0. The peak flows for drainage area 12 were estimated below to account for overland flow that will discharge offsite to the O- Train corridor. For additional calculations of storm drainage areas please refer to Table E4 in Appendix E. Using a post-development time of concentration (TC) of 10 minutes and a runoff coefficient of 0.35 the 100-year uncontrolled flow rate, Q100UNC, was determined using the Rational Method as follows: Q100UNC = 2.78 C I100 A where: Q100UNC = Peak Discharge (L/s) C = Runoff Coefficient I100 = Rainfall Intensity (mm/h) for 100 year storm A = Drainage Area (ha) I100 = / ( ) = mm/hr Area 12 Q100UNC12= 2.78 x 0.30 x 125% x x (0.0128) = 2.4 L/sec Area 13 Q100UNC13= 2.78 x 1.00 x x (0.0080) = 4.0 L/sec 8

14 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 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: QREL = QALLOW - Q100UNC The allowable capture rate to the Champagne Avenue storm sewer and the rates that will be used to determine storage requirements are: QREL = QALLOW Q100UNC = QALLOW Q100UNC12 Q100UNC13 = = 25.9 L/sec Therefore the allowable discharge into the existing storm sewer (directly connected) from the site is 25.9 L/sec. 5.6 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 E3 of Appendix E. Pre-development Runoff Coefficient = 0.85 Post Development Runoff Coefficient = 0.87 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 were 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 Q5POST = 2.78 x CAVG x mm/hr x Area Q100 POST = 2.78 x CAVG * 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 Table 5-6 below with detailed calculations provided in Table E4 of Appendix E. 9

15 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Table 5-6: Summary of Post Development Flows Area No. Area (ha) (5-yr) Runoff Coeff (100-yr) 5-yr Runoff (L/s) 100-yr Runoff (L/s) (1.1) 2.4 (2.4) (2.0) 4.0 (4.0) (100.00) Denotes uncontrolled flow In summary, the 5-year and 100-year post-development flows (unrestricted) are 84.8 L/sec and L/sec respectively. Inlet controls will be used to restrict these runoff rates from the site to 22.5 L/sec and 32.3 L/sec for the 5-year and 100-year storms respectively. The inlet controls were necessary to meet the 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 existing Building 1 shall be controlled to a maximum of 12.0 L/sec, based a total of 11 roof drains. The roof for building 2 shall be controlled to a maximum of 6.0 L/sec via roof top drains Storage Requirements Runoff from the site and building roof will be restricted via inlet restrictors placed in a catch basin, rooftop drains and a cistern located in the underground parking structure. 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. 10

16 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Table 5-7: Summary of Storage Requirements Area No. Area (ha) Release Rate (L/s) Storage Required (m 3 ) Storage Provided 5-yr 100-yr 5-yr 100-yr (m3) Control Location CB Total Pipe / Cistern in Building #2 Mech Roof Drains Bldg #2 Roof Drains Bldg #1 Roof Drains Uncontrolled Area Uncontrolled Area For Building 2 one flow control will be installed at the outlet of an underground cistern located in the underground parking. The corresponding storage requirement of the cistern will be 48 cubic metres. Flow controls drains will be provided for the building roof. The storage provided on the surface areas were 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. 11

17 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November Inlet Control Design Inlet control devices will be used to restrict runoff from entering the storm sewer system. Inlet controls will be located at CB1, in the building roof drains, and at the outlet of the cistern in the parking garage. Table 5-8 below summarizes the type, release rate and head requirements for each inlet control location. Table 5-8: Summary of Inlet Controls Area No. Control Location Max Flow (L/s) Max Head (m) ICD Manufacturer Model Type 1 CB IPEX LMF-45 Tempest Pipe / Cistern in Building #2 5.0 Details by Mechanical 9 Mech. Roof Drains 1.0 Details by Mechanical 10 Bldg #2, Roof Drains 6.0 Details by Mechanical 11 Bldg #1,Roof Drains 12.0 Details by Mechanical 12 Uncontrolled Area 2.4 N/A 13 Uncontrolled Area 1 MaxHead 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 areas are illustrated in Figure 2 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 are 77.9 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. 12

18 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November Quality Control Measures Onsite water quality controls are proposed because the storm water from the site discharges downstream into the Ottawa River directly east of Island Park Drive. An oil/grit separator was proposed and installed for quality treatment of the surface parking area for the previous phase. A total suspended solids (TSS) removal efficiency of 80% was used for selection of the oil grit separator. Manhole 5 is a Stormceptor Manhole ST300 located near the property line before the storm sewer outlets to the existing storm sewer on Champagne Ave. This Stormceptor model has an estimated removal efficiency of 84% based on the current site plan. 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: Filter cloth shall be installed between the frame and cover of all adjacent catch basins and catch basin manhole structures. 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. 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. 13

19 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November Conclusions This report addresses stormwater runoff from the proposed development located at the 105 Champagne Avenue in the City of Ottawa. The proposed 0.33 hectare development by Ashcroft Homes consists of a previously constructed 28 storey building for student housing and a proposed 25 storey condominium apartment. The following summarizes the servicing requirements for the condominium building: 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 2 rooftop will be restricted to a maximum flow rate of 6.0 L/sec using flow controlled roof drains. Total required storage on the rooftop is estimated at 23.9 cubic metres for the 100-year storm. Roof storage provided will be coordinated with the architect and mechanical consultants. Catch basin 1(CB1), as shown on the site service plans will controlled to 2.0 L/sec at 1.35m head. An IPEX tempest LMF-45 inlet control device or equivalent is proposed. The proposed development has an estimated peak sewage flow of L/sec based on City of Ottawa Guidelines. A new 200mm sewer lateral will be installed with a slope of 1.00% having a full flow capacity of L/sec. The existing municipal watermain along Champagne Avenue has adequate capacity to service the proposed development for both domestic and fire protection. Under the previous phase two - 200mm watermains were installed to service building #1 and building #2 with an isolation valve between the two watermain laterals. The additional 200mm diameter watermain is proposed as the water demand is greater than 50 m 3 /day. The calculated pressure drop from the municipal watermain to the proposed building 2 is from 35.7 psi to 29.2 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 84%. During all construction activities, erosion and sedimentation will be controlled. 14

20 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Appendix A Figures Figure 1: Site Location Plan Figure 2: Storm Drainage Plan Figure 3: Site Plan

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

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

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24 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Appendix B Sanitary Sewer Design Sheets Table B1: Sanitary Sewer Calculation Sheet

25 TABLE B1 -SANITARY SEWER CALCULATION SHEET LOCATION FLOWS AMENITY SPACE INFILTRATION SEWER DATA Street From To Area No. Area (ha) 3 Bedroom Apt. Unit Average Apartment Unit POPULATION Individual Population Cumulative Population Peak Factor Peak Flow (L/sec) Area (ha) TOTAL Dia. Slope Length Capacity FLOW Cumulative Peak Flow ACCU AREA INFILT (L/s) Area (m2) (L/sec) AREA (ha) (Ha) FLOW (L/s) (mm) actual (%) (m) (L/s) Full Velocity (m/s) Site Building # 1 SANMH SANMH2 J Building # 2 J J1 SANMH SANMH1 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 3 Bedroom Apt. 3.1 A c = Cumulative Area (hectares) hectares B. Thomas, P.Eng. Ottawa, Ontario or L/gross ha/sec = Ave. Apt. Unit 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) = Designed: Project: J. Fitzpatrick, P.Eng. Capital Hall Champagne Avenue Checked: Location: Sanitary Design Sheet

26 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Appendix C Water Servicing Table C1: Water Consumption/Demand Allocation Table Table C2: Estimated Water Pressure at Building (through single watermain connection)

27 TABLE C1: WATER CONSUMPTION/DEMAND ALLOCATION TABLE Location: Capital Hall Champagne Ave. Project No: Designed by: J.Fitzpatrick Checked By: B.Thomas Date Revised: November 13, 2015 Population Densities Water Consumption Residential = 350 L/cap/day 3 Bedroom Apart. Unit 3.1 person/unit (estimated average 3 Bedroom room ) Amentity Space = 2,500 L/1000m 2 /day Ave. Aptartment Unit = 1.8 person/unit (average apartment unit) Residental Amenity Space Demands in (L/sec) Proposed Buildings No. of Units 3 Bedroom Apartment 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) Apartment 2.5 x Avg Day 2.2 x Max Day 1.5 x Avg Day 1.8 x Max Day Avg Day (L/s) Max Day (L/s) Max Hour (L/s) Envie - Building # , ,950 1,121,890 1,942 4,856 7,283 13, Capital Hall - Building # , ,400 1,219,680 1,200 3,000 4,500 8, Totals = ,740 1,064,350 2,341,570 3,142 11,783 21,

28 Table C2: Estimated Water Pressure at Buildings (through single watemain connection) 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) Pressure Elev To *Elev From (m) Diff (m) kpa (psi) Pressure To kpa (psi) Pressure Drop (psi) Scenario 1 - Fire Demands at Building #2 + Max. Day Domestic Demands at Buildings 1 & 2 200mm PVC Service Main Bldg 2 connection (35.7) (29.2) mm PVC Service Bldg 2 connection Bldg 1 connection (29.2) (29.0) 0.2 Scenario 2 - Fire Demands at Building #1 + Max. Day Domestic Demands at Buildings 1 & 2 200mm PVC Service Main Bldg 2 connection (35.7) (35.3) mm PVC Service Bldg 2 connection Bldg 1 connection (35.3) (28.1) 7.2 Scenario 3 - Fire Demands at Buildings #1 and #2 + Max. Day Domestic Demands at Buildings 1 & 2 200mm PVC Service Main Bldg 2 connection (35.7) (29.2) mm PVC Service Bldg 2 connection Bldg 1 connection (29.2) (22.0) 7.2 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 Domestic Demand Bldg 2 = 6.47 L/s or Pa Fire Flow Demand = 150 L/s or 35.7 psi L/s

29 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Appendix D Storm Sewer Design Sheets Table D1: 5-year Storm Sewer Calculation Sheet Table D2: 100-year Storm Sewer Calculation Sheet

30 TABLE D1: 5-YEAR STORM SEWER CALCULATION SHEET Return Period Storm = 5 (5-years, 100-years) Default Inlet Time= 10 (minutes) Manning Coefficient = (dimensionless) LOCATION AREA (hectares) FLOW (UNRESTRICTED) SEWER DATA Area Indiv. Accum. Indiv. Return Q Dia (mm) Dia (mm) Location From Node To Node Area No. Area (ha) Average R Tc (mins) I (mm/h) Type (ha) 2.78*A*R 2.78*A*R Flow Period (L/s) Actual Nominal Slope (%) Length (m) Capacity (L/sec) Velocity (m/s) Hydraulic Ratios Time in Pipe, Tt Vf Va Qa/Qf Va/Vf (min) 101 Champagne BLDG 1 (Envie) STMH1 A PVC STMH1 J PVC CB1 J1 A PVC J1 J PVD Deck Drains CISTERN A2 - A CISTERN J PVC Champagne BLDG2 (Capital Hall) J2 A9,A PVC J2 STMH PVC STMH5 Main PVC TOTALS = Designed: Project: Definitions: Notes: 5yr 100yr J. Fitzpatrick, P.Eng. Capital Hall 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, 2012 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, November 10, 2015 Sheet No: 1 of 1 5yr

31 TABLE D2: 5-YEAR STORM SEWER CALCULATION SHEET Return Period Storm = 100 (5-years, 100-years) Default Inlet Time= 10 (minutes) Manning Coefficient = (dimensionless) LOCATION AREA (hectares) FLOW (UNRESTRICTED) SEWER DATA Location From Node To Node Area No. Area (ha) Area (ha) Average R Indiv. 2.78*A*R Accum. 2.78*A*R Tc (mins) I (mm/h) Indiv. Flow Return Period Q (L/s) Dia (mm) Actual Dia (mm) Nominal Type Slope (%) Length (m) Capacity (L/sec) Velocity (m/s) Hydraulic Ratios Time in Pipe, Tt Vf Va Qa/Qf Va/Vf (min) 101 Champagne BLDG 1 (Envie) STMH1 A PVC STMH1 J PVC CB1 J1 A PVC J1 J PVD Deck Drains CISTERN A2 - A CISTERN J PVC Champagne BLDG2 (Capital Hall) J2 A9,A PVC J2 STMH PVC STMH5 Main PVC TOTALS = Designed: Project: Definitions: Notes: 5yr 100yr J. Fitzpatrick, P.Eng. Capital Hall 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, 2012 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, November 10, 2015 Sheet No: 1 of 1 100yr

32 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 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 (Area 1) Table E10: Storage Volumes for 5 Year and 100 Year Storms (Areas 2,3,4,5,6,7,8) Table E11: Storage Volumes for 5 Year and 100 Year Storms (Area 9) Table E12: Storage Volumes for 5 Year and 100 Year Storms (Area 10) Table E13: Storage Volumes for 5 Year and 100 Year Storms (Area 11)

33 TABLE E1 - PRE-DEVELOPMENT RUNOFF CALCULATIONS Time of Storm = 5 yr Storm = 100 yr Conc, Tc I 100 Q 100PRE Area Description Area (ha) (min) I 5 (mm/hr) Cavg Q 5PRE (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 Q ALLOW Area Description Area (ha) (min) I 5 (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 Area No. Areas (m 2 ) A * C ASPH Roof Areas (m 2 ) A * C ROOF Grassed Areas (m 2 ) A * C GRASS Sum AC Total Area (m 2 ) C AVG Total 1, , , , , , Site % IMP = 95% Average Runoff Coeff (All Areas) = C AVG = 2,871 3,310 = 0.87 TABLE E4 - SUMMARY OF POST DEVELOPMENT RUNOFF (Uncontrolled and Controlled) Storm = 5 yr Storm = 100 yr C AVG Q Q CAP C AVG I 100 Q Q CAP Area No Area (ha) (5-year) I 5 (mm/hr) (L/sec) (L/sec) (100-yr) (mm/hr) (L/sec) (L/sec) Comments Controlled at CB# Controlled at U/G Pipe-Cistern Mechanical Roof Drain Roof Drains on Building Roof Drains on Building (1.1) (2.4) Uncontrolled Runoff (2.0) (4.0) Uncontrolled Runoff Totals Notes *This information from Table E15 I 5 = / (Tc ) I 100 = / (Tc ) Time of Concentration (min), Tc = 10 mins For Flows under column Qcap which are shown in brackets (00.0), denotes flows that are uncontrolled

34 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 Subtotal 17.0 TABLE E6 - SUMAMRY OF UNDERGROUND PIPE STORAGE Drainage Length Pipe Dia Area U/S Manhole D/S Manhole (m) (mm) Located Pipe Area (s.m.) Volume (c.m.) 1 2 Pipe / Cistern Subtotal 48.0 TABLE E7 - SUMMARY OF UNDERGROUND STRUCTURE STORAGE Drainage Area Located No. Size T/G (m) Inv Elev (m) Sump Elev (m) Storage Depth (m) Area (s.m.) Volume (c.m.) Subtotal 0.5 TOTAL STORAGE AVAILABLE (Pipe, Structure, Surface) cu.m. = 65.5

35 TABLE E8 - SUMMARY OF TOTAL STORAGE REQUIRED & PROVIDED Area No. Area (ha) Cavg Cavg Release Rate (L/s) Storage Required (m 3 ) Storage Provided (m 3 ) Control Method, (Location) (5-yr) (100-yr) 5-yr 100-yr 5-yr 100-yr Roof Surface Pipe/Cistern Structure Total Controlled at CB# Controlled at U/G Pipe-Cistern Mechanical Roof Drain Roof Drains on Building Roof Drains on Building Uncontrolled Runoff Uncontrolled Runoff Totals = Notes: *These values are linked to Table E15

36 Table E9 - Storage Volumes for 5 Year and 100 Year Storms (Area 1) Area No: C AVG = yr C AVG = yr Time Interval = 10 Drainage Area = (hectares) Duration (min) Release Rate = 1.5 (L/sec) Release Rate = 2.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = , B = ( 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

37 Table E10 - Storage Volumes for 5 Year and 100 Year Storms (Areas 2,3,4,5,6,7,8) Area No: 2,3,4,5,6,7,8 C AVG = yr C AVG = yr Time Interval = 10 Drainage Area = (hectares) Duration (min) Rainfall Intensity, I (mm/hr) Release Rate = 3.8 (L/sec) Release Rate = 5.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = , B = ( I = A/(T c +C), C = ( I = A/(T c +C), C = 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

38 Table E11 - Storage Volumes for 5 Year and 100 Year Storms (Area 9) Area No: C AVG = yr C AVG = yr Time Interval = 10 Drainage Area = (hectares) Duration (min) Release Rate = 0.8 (L/sec) Release Rate = 1.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = , B = ( 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

39 Table E12 - Storage Volumes for 5 Year and 100 Year Storms (Area 10) Area No: C AVG = yr C AVG = yr Time Interval = 10 Drainage Area = (hectares) Duration (min) Release Rate = 4.5 (L/sec) Release Rate = 6.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = , B = ( 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

40 Table E13 - Storage Volumes for 5 Year and 100 Year Storms (Area 11) Area No: C AVG = yr C AVG = yr Time Interval = 10 Drainage Area = (hectares) Duration (min) Release Rate = 8.9 (L/sec) Release Rate = 12.0 (L/sec) Return Period = 5 (years) Return Period = 100 (years) IDF Parameters, A = , B = IDF Parameters, A = , B = ( 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

41 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Appendix F Stormceptor Sizing

42 Stormceptor Sizing Detailed Report PCSWMM for Stormceptor Project Information Date 11/12/2015 Project Name Captial Hall Project Number Location 105 Champagne 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 84% 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

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, 98% 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, 98% 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 11/12/2015 Project Name Captial Hall Project Number Location Designer Information Company Contact Notes N/A Drainage Area 105 Champagne exp Services Inc J. Fitzptrick Total Area (ha) Imperviousness (%) 98 The Stormceptor System model STC 300 achieves the water quality objective removing 84% 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) 0 0 Stormceptor Sizing Summary Stormceptor Model TSS Removal Runoff Volume % % 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 (%) 98 Surface Characteristics Width (m) 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 4537 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 Cumulative Runoff Volume by Runoff Rate Runoff Rate Runoff Volume Cumulative Runoff Volume L/s m³ %

54 exp Services Inc. Ashcroft Homes Capital Hall 105 Champagne Avenue OTT A0 November 2015 Appendix G Inlet Control Device Data

55 Volume III: TEMPEST TM INLET CONTROL DEVICES Municipal Technical Manual Series S E C O N D E D I T I O N LMF (Low to Medium Flow) ICD HF (High Flow) ICD MHF (Medium to High Flow) ICD

56 IPEX Tempest TM Inlet Control Devices Municipal Technical Manual Series Vol. I, 2nd Edition 2012 by IPEX. All rights reserved. No part of this book may be used or reproduced in any manner whatsoever without prior written permission. For information contact: IPEX, Marketing, 2441 Royal Windsor Drive, Mississauga, Ontario, Canada, L5J 4C7. The information contained here within is based on current information and product design at the time of publication and is subject to change without notification. IPEX does not guarantee or warranty the accuracy, suitability for particular applications, or results to be obtained therefrom.

57 PRODUCT INFORMATION: TEMPEST LOW, MEDIUM FLOW (LMF) ICD Purpose TEMPEST LMF ICD To control the amount of storm water runoff entering a sewer system by allowing a specified flow volume out of a catch basin or manhole at a specified head. This approach conserves pipe capacity so that catch basins downstream do not become uncontrollably surcharged, which can lead to basement floods, flash floods and combined sewer overflows. Product Description Our LMF ICD is designed to accommodate catch basins or manholes with sewer outlet pipes 6" in diameter and larger. Any storm sewer larger than 12" may require custom modification. However, IPEX can custom build a TEMPEST device to accommodate virtually any storm sewer size. Square Application Round Application Available in 14 preset flow curves, the LMF ICD has the ability to provide flow rates: 2lps 17lps (31gpm 270gpm) Product Function The LMF ICD vortex flow action allows the LMF ICD to provide a narrower flow curve using a larger orifice than a conventional orifice plate ICD, making it less likely to clog. When comparing flows at the same head level, the LMF ICD has the ability to restrict more flow than a conventional ICD during a rain event, preserving greater sewer capacity. Universal Mounting Plate + Spigot CB Wall Plate Product Construction Constructed from durable PVC, the LMF ICD is light weight 8.9 Kg (19.7 lbs). = Product Applications Will accommodate both square and round applications: Universal Mounting Plate Hub Adapter 4 IPEX Tempest TM LMF ICD NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters