Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011

Transcription

1 Clyde Avenue Ottawa ON K2C 3G4 Tel: (613) Fax: (613) February 14, 2014 File: Attention: Patricia McCann-MacMillan Planning and Infrastructure Portfolio Planning & Growth Mgmt Department City of Ottawa 110 Laurier Ave W Ottawa ON K1P 1J1 Dear Ms. MacMillan, Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 The following letter is submitted as an addendum to the Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, submitted by Stantec Consulting on September 26, This letter constitutes part of a site plan application for the site lands located to the south of Cope Drive and north of the Walmart. BACKGROUND The subject area is approximately 0.66 ha and current site plan includes one vehicle service station building and associated garages. Figure 1 below indicates the location of the subject area. The land is currently zoned as General Mixed-Use Subzone 1 (GM1). The previously submitted servicing report assumes lumped calculations for all water, sanitary and stormwater calculations based on the total area of the future development site. For the purposes of the site plan application, detailed water demands, sanitary flows and stormwater flows for the proposed development are presented in comparison to the previously calculated demands and results.

2 February 14, 2014 Patricia McCann-MacMillan Page 2 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 SITE Figure 1: Site Location Map WATER SUPPLY SERVICING The proposed development will be serviced by a 150 mm diameter watermain connection to the existing 300 mm diameter watermain within Cope Drive. Water demand calculations and hydraulic modeling were completed as part of the Serviceability Study and were based on available site plans for the subject area at the time of analysis (see attached excerpts). Table 1 below summarizes the previous assumptions used in the hydraulic modeling and the current estimated values based on the most recent site plan changes. Refer to calculations in Appendix A for the detailed breakdown of building areas and water demand calculations. Fire flow demands were determined based on FUS calculations for building Z, however previously completed modeling applied the maximum fire flow demand for building A (existing Walmart) to all fire flow nodes (see Appendix A for detailed calculations).

3 February 14, 2014 Patricia McCann-MacMillan Page 3 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 Table 1: Comparison of servicing study and current parameters for water demand calculations 2011 Serviceability Proposed Site Study Assumed Value Number of buildings 1 1 Total building area (m 2 ) Fire Flow (L/min) 13,000 ( L/s) 9,000 (150 L/s) Hydraulic modeling completed with H2O Map software as part of the Serviceability Study was for the entire commercial development; including areas to the north and south of Cope Drive. The model layout for the entire site is included in Appendix A. H2O Map model node 26 is located within the subject site area on the south side of Cope Road. Table 2 summarizes the average day, maximum day with fire flow, and peak hour model results from the previous Serviceability Study modelling, as well as the previously assumed flow demand and the currently estimated flows. Excerpts from the 2011 serviceability study are included in Appendix B. Table 2: Comparison of servicing study water pressures and demands to current water demand calculations for building Z (node 26) Pressure psi (kpa) 2011 Serviceability Study H2O Map Results Serviceability Study Value Demand Flow (L/s) Proposed Site Fire Flow demand Average Day 98.3 (677.5) Max day + FF 58.6 (390) Peak Hour 78.1 (538.5) Table 2 indicates that the proposed development has a lower total water demand than previously assumed for the overall hydraulic analysis. Additionally, the modeled pressures for all scenarios are well above the minimum requirements. However, the proposed service connection has been reduced to a 150 mm diameter watermain from the previously assumed 300 mm diameter watermain. Therefore, while sufficient pressures should still be available for the average day and peak hour scenarios, the maximum day + fire flow scenario was re-run with the reduced watermain diameter and revised water demands. Results of the updated maximum day + fire flow scenario are presented in Table 3 below. The updated Max Day + FF results indicate that minimum pressures are maintained for the proposed commercial site and reduced service size.

4 February 14, 2014 Patricia McCann-MacMillan Page 4 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 Table 3: Model results for revised Max Day + FF (150 L/s) scenario ID Static Demand (L/s) Fire- Flow Demand (L/s) Pressure (psi) Pressure (kpa) STORM DRAINAGE Storm sewer service to the site will be provided via connection to the existing 750 mm diameter storm sewer in Cope Drive. It is assumed that the future development area will be serviced by the existing 750mm diameter stub at existing storm manhole STM 104 Storm drainage from the subject area was included in the initial calculations for the Serviceability Study and was included in the design of both the interim and ultimate stormwater ponds. Drainage area FUT1 in the Serviceability Study Drawing SD-1 (see Appendix B) represents the drainage area and runoff coefficient initially assigned to the subject site. Based on the current commercial site plan, approximately 55% of the site remains as future development area with an assumed runoff coefficient of Table 4 below summarizes the initial serviceability study values and the current calculated values for the area and runoff coefficient for the site and area draining directly to the interim SWM pond. Note that the current runoff coefficient value was calculated from the estimated imperviousness based on paved/hard and grassed surface area. Table 4: Comparison of servicing study and current parameters for stormwater calculations 2011 Serviceability Proposed Site Study Assumed Value Drainage Area (ha) Runoff Coefficient AxC

5 February 14, 2014 Patricia McCann-MacMillan Page 5 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 Table 4 indicates that the AxC value for the proposed commercial site is reduced from what was assumed in the Serviceability Study, indicating that for any given rainfall intensity the stormwater runoff generated within the drainage area will be reduced. The 2011 Servicing Study and interim pond design calculations assume no on-site storage for area FUT1, and all detention of runoff is provided in the SWM facility. However, roof storage and sag storage within the parking area (as indicated in drawing SD-1) will provide additional storage volume for runoff generated within the site area. Modified rational method calculations were completed for the site to estimate the 100-year runoff from the site and size ICDs. A summary of the 100-year release rates from the proposed development site and the future development site are included in Table 5 below. As shown in Table 5 below, the proposed 100-year peak release rate from the site and the uncontrolled 100-year runoff from the future development area are less than the 2011 servicing study assumed peak release rate of 331 L/s from the subject site and future development area. A schedule of proposed ICDs is included on Drawings SSP-1 and SD-1 Table 5: Summary of 100-year release rates from proposed development and future development area (FTR1) Area ID Runoff Coefficient 100-year Release Rate (L/s) Proposed ICD Available Ponding Volume (m 3 ) Required Ponding Volume (m 3 ) FTR UNC UNC ST 102A mm orifice ST 103B mm orifice ST 103A RF x roof drain Total proposed Target The 100-year release rates from the site were input into a fixed boundary condition hydraulic model using PCSWMM modelling software to assess the impact of the pond on the site HGLs. PCSWMM modelling from the 2011 SWM report indicated the peak HGL at existing storm manhole EX 102 to be m. This HGL was used as the boundary condition for the site hydraulic analysis. Table 6 below summarizes the HGL results for the subject site and indicates that greater than 0.30m clearance is provided from the proposed ground surface in all locations. Note that the proposed building is slab on grade and, therefore, has no basements. Input and output files from the PCSWMM model are included in Appendix D and electronic model files are included on the enclosed CD.

6 February 14, 2014 Patricia McCann-MacMillan Page 6 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 Table 6: Summary of site HGLs and proposed ground clearance Structure Proposed Ground (m) Max. HGL (m) Clearance Ground- HGL (m) EXSTM STM STM STM STUB The storm sewer design sheet from the Serviceability Study (See Appendix B) indicates that the downstream box sewer is at 48% capacity before discharging at the interim pond headwall (pipe section from STM 101 to Headwall) and therefore sufficient capacity should exist within the downstream sewer to accommodate the reduced flow from the subject site. Storm sewer design sheets for the proposed development are included in Appendix C. Therefore, the reduced runoff generation and the provision of additional on-site storage indicate that sufficient capacity is available within the existing storm sewers and interim SWM facility.

7 February 14, 2014 Patricia McCann-MacMillan Page 7 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 SANITARY FLOW A 250mm diameter sanitary sewer connection to the existing 300 mm diameter sanitary sewer in Cope Drive is proposed to service the subject site. Sanitary sewer design calculations in Appendix B of the 2011 Serviceability Study indicate that the sanitary flows from the subject area (sanitary drainage area EXTR6) were previously calculated for a lumped area of 0.67ha (see attached design sheet excerpt). In these calculations, the commercial flow unit rate of 50,000 L/ha/day is applied to the entire site area as there was no available site plan at the time. The sanitary flow calculations were revised to reflect the proposed site plan, with the daily demand rate applied over the building area only. The result is that the revised sanitary flows are lower than those previously estimated in the 2011 Serviceability Study and used to size the receiving sewer in Cope Drive. Table 7 below provides a breakdown of the sanitary flow assumptions from the Serviceability Study and the current site plan. Table 7: Comparison of servicing study and proposed sanitary flow calculations Unit flow rate Peaking Factor 2011 Servicing Study Proposed Site Area (ha) Flow (L/s) Area (ha) Flow (L/s) Proposed 50, Commercial (L/ha/day) Future 50, Development (L/ha/day) Infiltration 0.28 (L/s/ha) Total The sanitary flows will be sent to the Hazeldean Pump Station, which is currently approved for 1225 L/s. The site has been included in the Pump Station drainage areas and represents only 0.03% of the total Pump Station flow. The capacity of Hazeldean Pump Station will be sufficient for the sanitary flows from the subject area. Furthermore, the Servicing Study sanitary sewer design sheet indicates that the 300mm diameter storm sewer in Cope Drive between sanitary manholes SAN4 and SAN3 is at 81% capacity with the Serviceability Study assumptions for sanitary flows. Therefore, the downstream sewer infrastructure on the site has capacity for up to 0.79 L/s of sanitary flows from the subject site. The sanitary sewer design sheet used to size the proposed sanitary sewers within the subject site is included in Appendix C.

8 February 14, 2014 Patricia McCann-MacMillan Page 8 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 EROSION CONTROL Erosion and sediment controls must be in place during construction. The following recommendations to the contractor will be included in contract documents. 1. Limit the extent of exposed soils at any given time. 2. Revegetate exposed areas and slopes as soon as possible. 3. Install terrafix siltsack (or equivalent) in all proposed catch basins and catch basin manholes and on all existing catch basins that will receive run-off from the site. 4. Where possible silt fences are to be installed along the same elevation contour. 5. No refueling or cleaning of equipment is permitted near any existing waterway. 6. The contractor shall periodically, or when requested by the contract administrator, clean out accumulated sediments as required. 7. A visual inspection shall be done daily on sediment control measures and cleaned of any accumulated silt as required. The deposits will be disposed off-site as per the requirements of the contract. 8. Sediment control barriers may only be removed temporarily with approval of contract administrator to accommodate construction operations. All affected barriers must be reinstated at night when construction is completed. No removal will occur if there is a significant rainfall event anticipated (>10mm) unless a new device has been installed to protect the existing storm and sanitary sewer systems. 9. The contractor shall immediately report to the engineer any accidental discharges of sediment material into the watercourse. Appropriate response measures, including any repairs to existing control measures or the implementation of additional control measures, shall be carried out by the contractor without delay. 10. Contractor shall remove sediment control measures when, in the opinion of the contract administrator, the measure(s) is no longer required. No control measures shall be permanently removed without prior written authorization from the contract administrator. 11. Establish material stockpiles away from watercourses, so that barriers and filters may be installed. The contractor will, at every rainfall, complete inspections and guarantee proper performance. The inspection is to include: 1. Verification that water is not flowing under silt barriers. 2. Clean and change filter cloth to catch at catch basins. See Drawing DS-1 for further erosion control details.

9 February 14, 2014 Patricia McCann-MacMillan Page 9 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 UTILITIES Both Hydro Ottawa and Enbridge Gas have plants surrounding the proposed development and the plants have enough capacity to service the proposed site without any major upgrades. APPROVALS An Ontario Ministry of Environment (MOE) Environmental Compliance Approval (formerly Certificates of Approval (CofA)) under the Ontario Water Resources Act was issued for the existing stormwater management facility, and storm and sanitary sewers. The subject site was included in the tributary area of the approved storm and sanitary sewers and the interim SWM facility. Since the proposed development is a private site and includes only a connection to the existing approved sewers, no MOE ECA is required. CONCLUSIONS Water Servicing The proposed commercial development is located in an area of the City s water distribution system that has sufficient capacity to provide both the required commercial and emergency fire flows. Based on the modeling results and the boundary conditions determined, fire flow demands in excess of 9,000 L/min will be available within the watermain network proposed for the development. The minimum pressure observed under peak demand conditions is within the acceptable pressure range of 40 psi (275kPa) to 100 psi (689kPa). No additional measures are required to address minimum pressure conditions. The maximum observed pressure is within the allowable pressure range, however all services within the subdivision will require Pressure Reducing Valves to meet Ontario Building Code requirements. Stormwater Servicing The proposed storm sewers will connect to the existing 750 mm diameter storm sewer stub at STM 104 and ultimately discharges to the interim SWM pond 8, which is designed for enhanced water quality treatment (80% TSS removal) and quantity control up to the 100-year event. The minor system is designed according to a 5 year level of service. Hydraulic analysis of the proposed storm sewers indicates that minimum HGL clearances are provided during the 100-year event. Sanitary Servicing The proposed sanitary sewers will outlet to the existing 250 mm dia. within the commercial centre access road on the south side of Cope Drive. Sanitary sewers are sized to convey flows at a maximum of 80% of the total capacity. Proposed sanitary flow rates are less than were estimated in the serviceability study and used for sizing the existing sewers, therefore sufficient capacity should exist in the downstream sewers to support the proposed development.

10 February 14, 2014 Patricia McCann-MacMillan Page 10 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 Erosion and sediment control Erosion and sediment controls must be in place during construction. The contractor will, at every rainfall event, complete inspections and guarantee proper performance of all control measures. Approvals Ontario Ministry of Environment (MOE) Environmental Compliance Approval (formerly Certificates of Approval (CofA)) under the Ontario Water Resources Act will not be required for the proposed storm and sanitary sewers. An MOE permit to take water (PTTW) may be required for excavation pumping during site works. The need for a PTTW should be assessed by a geotechnical engineer prior to commencing site works.

11 February 14, 2014 Patricia McCann-MacMillan Page 11 of 11 Reference: Addendum#2 - Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 Respectfully, STANTEC CONSULTING LTD. Amanda Lynch, EIT. Water Resources EIT Tel: (613) Fax: (613) amanda.lynch@stantec.com Peter Moroz, P.Eng. Managing Principal Tel: (613) Fax: (613) peter.moroz@stantec.com Attachment: Appendix A: Water Demand Calculations Appendix B: Serviceability Study and SWM Report Excerpts o Excerpts from Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Serviceability Study, September 26, 2011 o Excerpts from Proposed Commercial Development, Terry Fox Drive at Fernbank Road, City of Ottawa, Stormwater Management Report, September 26, 2011 Appendix C: Storm and Sanitary Sewer Design Sheets. Appendix D: SWM Calculations and PCSWMM Input/Output Files Engineering drawings - SP-1 - GP-1 - SD-1 - SAN-1 - EC/DS-1 CD c/w PDF copies of: - September 26, 2011 reports and drawings - Addendum #2 letter and appendices - Proposed Development Engineering drawings

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13 Appendix A: Water Demand Calculations

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15 FUS Fire Flow Calculations Stantec Project #: Project Name: Kanata Fernbank - Jiffy Lube Fire Flow Calculation #: 1 Date: February 10, 2014 Building Type/Description/Name: Bldg Z Data input by: A.Lynch Calculations Based on 1999 Publication "Water Supply for Public Fire Protection" by Fire Underwriters' Survey (FUS) Notes: The proposed building is a 18 storey high rise - THIS IS A PRELIMINARY SHEET ONLY, FOR BOUNDARY CONDITIONS REQUESTS. A MORE DETAILLED CALCULATION SHOULD BE DONE AFTER THE BCs AND AVAILABLE FLOW AT 20 psi IS PROVIDED. Table A: Fire Underwriters Survey Determination of Required Fire Flow - Long Method Step Task Term Options 1 Multiplier Associated with Option Choose: Value Used Coefficient related Choose Frame Used Wood Frame 1.5 to type of for Construction of Ordinary construction 1 construction (C) Unit Non-combustible construction 0.8 Ordinary construction 1 m Fire resistive construction (< 2 hrs) 0.7 Fire resistive construction (> 2 hrs) 0.6 Choose Type of Housing (if TH, 2 Single Family 1 Enter Number of Type of Housing Townhouse - indicate # of units 6 Other (Comm, Ind, etc.) 1 Units Units Per TH Block) Other (Comm, Ind, etc.) # of Storeys Number of Floors/ Storeys in the Unit (do not include basement): 1 1 Storeys Enter Ground Floor Area of One Unit Obtain Required Fire Flow without Reductions Apply Factors Affecting Burning Choose Combustibility of Building Contents Measurement Units Occupancy content hazard reduction or surcharge Choose Reduction Sprinkler Due to Presence of reduction Sprinklers Choose Separation Distance Between Units Obtain Required Fire Flow, Duration & Volume Exposure Distance Between Units Framing Material Floor Space Area Enter Ground Floor Area (A) of One Unit Only : Square Feet (ft 2 ) Square Metres (m 2 ) 1 Hectares (ha) Non-combustible Limited combustible Combustible 0 Free burning 0.15 Rapid burning 0.25 Complete Automatic Sprinkler Protection -0.3 None 0 North Side 45.1m or greater 0 East Side 45.1m or greater 0 South Side 10.1 to 20.0m 0.15 West Side 45.1m or greater 0 Note: The most current FUS document should be referenced before design to ensure that the above figures are consistent with the intent of the Guideline Legend Drop down menu - choose option, or enter value. No Information, No input required. 223 Square Metres (m2) Required Fire Flow( without reductions or increases per FUS) (F = 220 * C * A) Round to nearest 1000L/min Reductions/Increases Due to Factors Affecting Burning 223 Combustible 0 Unit Area in Square Meters (m 2 ) 0 N/A Total Required Fire Flow, rounded to nearest 1000 L/min, with max/min limits applied: None Total Required Fire Flow (above) in L/s: Required Duration of Fire Flow (hrs) Required Volume of Fire Flow (m 3 ) Total Fire Flow (L/min) 8,000 N/A 8, m 1, , Date: 2/11/2014 Stantec Consulting Ltd. Bldg Z W:\active\ _kanata_smartCentres\design\analysis\Water\Jiffy Lube\STANTEC_FUS_FIREFLOW_CALCULATOR.xlsx

16 Kanata SmartCentres Site Development - Domestic Water Demand Estimates - Based on Petroffe Site Plan SA-002 (Project#07040) Building Z area revised from original 2011 servicing study Existing Buildings Building ID Area (m 2 ) Demand at Node Daily Rate of Avg Day Demand 2 Max Day Demand 3 Peak Hour Demand 3 Demand 1 (L/min) (L/s) (L/min) (L/s) (L/min) (L/s) BLDG A BLDG B BLDG D BLDG E Total Site : Proposed Buildings Building ID Area (m 2 ) Demand at Node Daily Rate of Avg Day Demand 2 Max Day Demand 3 Peak Hour Demand 3 Demand 1 (L/min) (L/s) (L/min) (L/s) (L/min) (L/s) Future BLDG Z Avg Day Demand 2 Building ID Area Demand Daily Rate of Max Day Demand 3 Peak Hour Demand 3 (m 2 ) at Node Demand 1 (L/min) (L/s) (L/min) (L/s) (L/min) (L/s) Future Development BLDG X L/m 2 /day is used to calculate water demand for retail and office space. This flow rate is at the high end of the range used for shopping centres in the For the purpose of this study it is predicted that commercial facilities will be operated 12 hours per day. RMOC water demand criteria used to estimate peak demand rates are as follows: maximum day demand rate = 1.5 x average day demand rate maximum hour demand rate = 1.8 x maximum day demand rate H2OMap Model Input Node Avg Day Demand Max Day Demand Peak Hour Demand ID From Node To Node Length (m) Diameter Roughnes (mm) s W:\active\ _kanata_smartCentres\design\analysis\Water\Jiffy Lube\Water-Demand-Commercial xls, Demands 2/18/2014

17 _JIFFY Prepared By: Date: 2/18/2014 4:06:04 PM

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19 Appendix B: Serviceability Study and SWM Report Excerpts

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21 Subcatchments NAME X Y DESCRIPTION TAG RAINGAGE OUTLET AREA WIDTH SLOPE IMPERV NIMPERV 110B Storm CB110A BLDG_B Storm RfB BLDG_E Storm RfE PND Storm POND UNC Storm MH UNC Storm OUT E Storm CB111F STM Storm CB A Storm CB110D UNC Storm MH Storm CB105A A Storm CB105A B Storm CB106A C Storm CB111B Storm CB110C B Storm CB111C A Storm CB111A Storm CB111D C Storm CB110B BLDG_D Storm RfD D Storm CB111G F Storm CB111E FUT Storm xstub Storm CB107A UNC Storm OUT FUT Storm POND A Storm CB109B Storm CB109A B Storm CB108C A Storm CB108B Storm CB108A BLDG_A Storm RfA STM Storm CB /26/2011 Page 43 Subcatchments ResultsSummary.xls C:\Temp\812\submission \ _POST_INT_100yr12hrSCS\ResultsSummary.xls

22 LOCATION Kanata Smart Centres STORM SEWER DESIGN PARAMETERS DESIGN SHEET I = a / (t+b) c (As per City of Ottawa Guidelines, 2004) Commercial Site, Terry Fox & Cope Dr. DATE: July 18, 2011 (City of Ottawa) 1:5 yr 1:10 yr REVISION: REV5 a = MANNING'S n = DESIGNED BY: npc FILE NUMBER: b = MINIMUM COVER: 2.00 m CHECKED BY: c = TIME OF ENTRY 15 min DRAINAGE AREA Accum 100 Year Accum PIPE SELECTION FROM TO AREA C ACCUM. A x C ACCUM. T of C I Q ACT Roof Roof Roof 100 Yr Q TOTAL LENGTH PIPE SLOPE Q CAP Q ACT VEL. VEL. TIME OF M.H. M.H. AREA AxC (CIA/360) Area Area Flow Roof Flow SIZE (FULL) Q CAP (FULL) (ACT) FLOW (ha) (-) (ha) (ha) (ha) (min) (mm/h) (L/s) (ha) (ha) (L/s) (L/s) (L/s) (m) (mm) % (L/s) (-) (m/s) (m/s) (min) 111,111A,111B,111C,111D,111E,111F, BLDG D, BLD STM111 STM ,110A,110B,110C,BLDG B STM110 STM STM107 STM , 109A STM109 STM ,108A,108B,BLDG A STM108 STM STM106 STM ,105A,105B STM105 STM FUT-1 STUB1 STM STM103 STM STM102 STM STM104 STM STM101 HEADWALL Total Area 4.59 ha Check Sewer Area from Site 4.59 ha x900 BOX 1800x900 BOX Page 1 of 1 STM_ _rev8.xls, 5 yr Design (obverts)

23 Fernbank at Terry Fox SANITARY SEWER DESIGN PARAMETERS DESIGN SHEET CITY CRITERIA & DENSITIES Average Daily Flow / Person: 350 L/p/day Commercial: 0.60 L/s/ha Minimum Velocity: 0.60 m/s Industrial: 0.35 L/s/ha Revision Date: July 18, 2011 n = Institutional: 0.58 L/s/ha Date: March 8, 2010 Max Peaking Factor: 4.0 Infiltration: 0.28 L/s/ha Designed by: MJS Min. Peaking Factor: 2.0 Checked By: npc Peaking Factor Industrial: 2.0 Low 3.4 pers/unit Peaking Factor Comm. / Inst.: 1.5 Medium 2.7 pers/unit High 1.8 pers/unit File Number: residential 20 Units/ha ID Area From To Extraneous COMMERCIAL INDUSTRIAL INSTITUTIONAL C+I+I INFILTRATION PIPE MH MH Area Accum. Area Accum. Area Accum. Peak Total Accum. Infilt. Total Distance Diameter Slope Capacity Velocity Parking Area Area Area Area Flow Area Area Flow Flow (Full) (Full) (Actual) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (l/s) (ha) (ha) (L/s) (L/s) (m) (mm) (%) (l/s) (m/s) (m/s) BLDG D BLDG D BLDG E BLDG E EXTR BLDG B BLDG B EXTR EXTR BLDG A BLDG A EXTR EXTR EXTR 6 STUB EXTR EXTR 8 STUB **EXTR 9 + FUT RES / INST COPE DRIVE (EXTR 10) COPE DRIVE (EXTR 11) 2 1 (EX STUB) * Refer to Fernbank Community Design Plan Mater Servicing Study Sept 2008 Table D-3 ** Added residential and institutional peak and infiltration flows of to total flow TOTALS CHECK Date: 9/26/2011 Stantec Consulting Ltd. Sanitary Design xls

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27 Appendix C: Proposed Development Storm and Sanitary Sewer Design Sheets

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29 SANITARY SEWER SUBDIVISION: DESIGN PARAMETERS KANATA SOUTH COMMERCIAL DESIGN SHEET DEVELOPMENT (City of Ottawa) MAX PEAK FACTOR (RES.)= 4.0 AVG. DAILY FLOW / PERSON 350 l/p/day MINIMUM VELOCITY 0.60 DATE: 2/18/2014 MIN PEAK FACTOR (RES.)= 2.0 COMMERCIAL 50,000 l/ha/day MAXIMUM VELOCITY 3.00 REVISION: 1 PEAKING FACTOR (INDUSTRIAL): 2.4 INDUSTRIAL (HEAVY) 55,000 l/ha/day MANNINGS n DESIGNED BY: MJS FILE NUMBER: PEAKING FACTOR (COMM., INST.): 1.5 INDUSTRIAL (LIGHT) 35,000 l/ha/day BEDDING CLASS B CHECKED BY: PM PERSONS / SINGLE UNIT 3.4 INSTITUTIONAL 50,000 l/ha/day MINIMUM COVER 2.50 PERSONS / TOWNHOME 2.7 INFILTRATION 0.28 l/s/ha PERSONS / APARTMENT 2.3 LOCATION RESIDENTIAL AREA AND POPULATION COMMERCIAL GREEN / UNUSED C+I+I INFILTRATION TOTAL PIPE AREA ID FROM TO AREA UNITS POP. CUMULATIVE PEAK PEAK AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. FLOW LENGTH DIA MATERIAL CLASS SLOPE CAP. CAP. V VEL. VEL. NUMBER M.H. M.H. SINGLE TOWN APT. AREA POP. FACT. FLOW AREA AREA FLOW AREA AREA FLOW (FULL) PEAK FLOW (FULL) (ACT.) (ha) (ha) (l/s) (ha) (ha) (ha) (ha) (l/s) (ha) (ha) (l/s) (l/s) (m) (mm) (%) (l/s) (%) (m/s) (m/s) BLDG Z SAN STUB PVC DR % PARKING 2 Existing PVC SDR % of SAN xlsx

30 Kanata Smart Centres STORM SEWER DESIGN PARAMETERS Commercial Site, Terry Fox & Cope Dr. DESIGN SHEET I = a / (t+b) c (As per City of Ottawa Guidelines, 2004) LOCATION DATE: February 14, 2014 (City of Ottawa) 1:5 yr 1:10 yr REVISION: a = MANNING'S n = DESIGNED BY: aml FILE NUMBER: b = MINIMUM COVER: 2.00 m CHECKED BY: c = TIME OF ENTRY 15 min DRAINAGE AREA Accum 100 Year Accum PIPE SELECTION FROM TO AREA C ACCUM. A x C ACCUM. T of C I Q ACT Roof Roof Roof 100 Yr Q TOTAL LENGTH PIPE SLOPE Q CAP Q ACT VEL. VEL. TIME OF M.H. M.H. AREA AxC (CIA/360) Area Area Flow Roof Flow SIZE (FULL) Q CAP (FULL) (ACT) FLOW (ha) (-) (ha) (ha) (ha) (min) (mm/h) (L/s) (ha) (ha) (L/s) (L/s) (L/s) (m) (mm) % (L/s) (-) (m/s) (m/s) (min) RF103, ST 103A, ST103B STM103 STM ST102A STM102 TEE FTR1 STUB EX STM EX103, UNC2 EX STM103 EX STM Page 1 of 1 STM_ xls, 5 yr Design (obverts)

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32 Appendix D: SWM Calculations and PCSWMM Input/Output Files

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34 Roof Drain Design Calculation Sheet Project #PROJECT #, PROJECT DESCRIPTION Roof Drain Design Sheet, Area RF 103 Standard Zurn Model Z Control-Flo Single Notch Roof Drain Drawdown Estimate Rating Curve Volume Estimation Total Total Elevation Discharge Rate Outlet Discharge Storage Elevation Area Volume (cu. m) Water Depth Volume Time Vol Detention (m) (cu.m/s) (cu.m/s) (cu. m) (m) (sq. m) Increment Accumulated (m) (cu.m) (sec) (cu.m) Time (hr) Rooftop Storage Summary From Zurn Drain Catalogue Total Building Area (sq.m) 200 Head (m) L/min L/s Notch Rating Assume Available Roof Area (sq. 80% Roof Imperviousness 0.99 Roof Drain Requirement (sq.m/notch) 232 Number of Roof Notches* 1 Max. Allowable Depth of Roof Ponding (m) 0.15 * As per Ontario Building Code section OBC (2)(c). Max. Allowable Storage (cu.m) 8 Estimated 100 Year Drawdown Time (h) 1.0 * Note: Number of drains can be reduced if multiple-notch drain used. Calculation Results 5yr 100yr Available Qresult (cu.m/s) Depth (m) Volume (cu.m) Draintime (hrs) Date: 2/18/2014 Stantec Consulting Ltd. anl_swm_vb-mrm_ xlsm, RF 103 W:\active\ _kanata_smartCentres\design\analysis\SWM\Jiffy Lube\

35 Stormwater Management Calculations File No: PROJECT # Project: PROJECT DESCRIPTION Date: DATE SWM Approach: Post-development to Pre-development flows Post-Development Site Conditions: Overall Runoff Coefficient for Site and Sub-Catchment Areas Runoff Coefficient Table Sub-catchment Area Runoff Overall Area (ha) Coefficient Runoff Catchment Type ID / Description "A" "C" "A x C" Coefficient Uncontrolled - Tributary FTR1 Hard Soft Subtotal Uncontrolled - Tributary UNC2 Hard Soft Subtotal Uncontrolled - Non-Tributary UNC1 Hard Soft Subtotal Controlled - Tributary ST 102A Hard Soft Subtotal Controlled - Tributary ST 103B Hard Soft Subtotal Controlled - Tributary ST 103A Hard Soft Subtotal Roof RF 103 Hard Soft Subtotal Total Overall Runoff Coefficient= C: 0.64 Total Roof Areas Total Tributary Surface Areas (Controlled and Uncontrolled) Total Tributary Area to Outlet Total Uncontrolled Areas (Non-Tributary) ha ha ha ha Total Site ha Check SUM in columns S to W and Total in Table A Date: 2/18/2014, 12:35 PM Stantec Consulting Ltd. anl_swm_vb-mrm_ xlsm, Area Summary W:\active\ _kanata_smartCentres\design\analysis\SWM\Jiffy Lube\

36 Stormwater Management Calculations Project #PROJECT #, PROJECT DESCRIPTION Modified Rational Method Calculatons for Storage Project #PROJECT #, PROJECT DESCRIPTION Modified Rational Method Calculatons for Storage 5 yr Intensity I = a/(t + b) c a = t (min) I (mm/hr) 100 yr Intensity I = a/(t + b) c a = t (min) I (mm/hr) City of Ottawa b = City of Ottawa b = c = c = YEAR Predevelopment Target Release from Portion of Site 100 YEAR Predevelopment Target Release from Portion of Site Subdrainage Area: Predevelopment Tributary Area to Outlet Subdrainage Area: Predevelopment Tributary Area to Outlet Area (ha): Area (ha): C: 0.20 C: 0.20 Typical Time of Concentration Estimated Time of Concentration after Development tc I (5 yr) Qtarget tc I (100 yr) Q100yr (min) (mm/hr) (L/s) (min) (mm/hr) (L/s) YEAR Modified Rational Method for Entire Site 100 YEAR Modified Rational Method for Entire Site Subdrainage Area: FTR1 Uncontrolled - Tributary Subdrainage Area: FTR1 Uncontrolled - Tributary Area (ha): 0.29 Area (ha): 0.29 C: 0.75 C: 0.94 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Subdrainage Area: UNC2 Uncontrolled - Tributary Subdrainage Area: UNC2 Uncontrolled - Tributary Area (ha): 0.04 Area (ha): 0.04 C: 0.25 C: 0.31 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Subdrainage Area: UNC1 Uncontrolled - Non-Tributary Subdrainage Area: UNC1 Uncontrolled - Non-Tributary Area (ha): 0.08 Area (ha): 0.08 C: 0.25 C: 0.31 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Subdrainage Area: ST 102A Controlled - Tributary Subdrainage Area: ST 102A Controlled - Tributary Area (ha): 0.08 Area (ha): 0.08 C: 0.57 C: 0.71 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: e Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: mm Orifice Diameter: mm Date: 2/18/2014 Stantec Consulting Ltd. Page 3 of 5 anl_swm_vb-mrm_ xlsm, Modified RM W:\active\ _kanata_smartCentres\design\analysis\SWM\Jiffy Lube\

37 Stormwater Management Calculations Project #PROJECT #, PROJECT DESCRIPTION Project #PROJECT #, PROJECT DESCRIPTION Modified Rational Method Calculatons for Storage Modified Rational Method Calculatons for Storage Invert Elevation 0.00 m Invert Elevation 0.00 m T/G Elevation 0.80 m T/G Elevation 0.80 m Max Ponding Depth 0.15 m Max Ponding Depth 0.14 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Vavail Volume Stage Head Discharge Vreq Vavail Volume (m) (L/s) (cu. m) (cu. m) Check (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level OK 100-year Water Level OK 0.07 Subdrainage Area: ST 103B Controlled - Tributary Subdrainage Area: ST 103B Controlled - Tributary Area (ha): 0.10 Area (ha): 0.10 C: 0.67 C: 0.84 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: e Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: mm Orifice Diameter: mm Invert Elevation 0.00 m Invert Elevation 0.00 m T/G Elevation 0.80 m T/G Elevation 0.80 m Max Ponding Depth 0.15 m Max Ponding Depth 0.17 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Vavail Volume Stage Head Discharge Vreq Vavail Volume (m) (L/s) (cu. m) (cu. m) Check (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level OK 100-year Water Level OK 6.33 Subdrainage Area: ST 103A Controlled - Tributary Subdrainage Area: ST 103A Controlled - Tributary Area (ha): 0.05 Area (ha): 0.05 C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Warning, max. volume may not have been reached. Storage: e Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: N/A mm Orifice Diameter: N/A mm Invert Elevation 0.00 m Invert Elevation 0.00 m T/G Elevation 1.30 m T/G Elevation 1.30 m Max Ponding Depth 0.15 m Max Ponding Depth 0.30 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Vavail Volume Stage Head Discharge Vreq Vavail Volume (m) (L/s) (cu. m) (cu. m) Check (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level OK 100-year Water Level OK 7.00 Subdrainage Area: RF 103 Roof Subdrainage Area: RF 103 Roof Area (ha): 0.02 Maximum Storage Depth: 150 mm Area (ha): 0.02 Maximum Storage Depth: 150 mm C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored Depth tc l (100 yr) Qactual Qrelease Qstored Vstored Depth (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) #VALUE! ### Storage: Roof Storage Storage: Roof Storage Depth Head Discharge Vreq Vavail Discharge Depth Head Discharge Vreq Vavail Discharge (mm) (m) (L/s) (cu. m) (cu. m) Check (mm) (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level year Water Level SUMMARY TO OUTLET SUMMARY TO OUTLET Vrequired Vavailable* Vrequired Vavailable* Tributary Area ha Tributary Area ha Total 5yr Flow to Sewer 71 L/s 0 0 m 3 Ok Total 100yr Flow to Sewer 71 L/s 0 0 m 3 Ok Date: 2/18/2014 Stantec Consulting Ltd. Page 4 of 5 anl_swm_vb-mrm_ xlsm, Modified RM W:\active\ _kanata_smartCentres\design\analysis\SWM\Jiffy Lube\