Silver Seven Corporate Centre Phase 1

Transcription

1 SERVICING BRIEF Silver Seven Corporate Centre Phase 1 15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario Report No SB May 31, 2012 Revised October 23, 2012 D. B. G R A Y E N G I N E E R I N G I N C. Stormwater Management - Grading & Drainage - Storm & Sanitary Sewers - Watermains 1052 Karsh Drive, Tel: (613) Ottawa, Ontario. Fax: (613) K1G 4N1 dbgray@rogers.com 1

2 SERVICING BRIEF Silver Seven Corporate Centre Phase 1 15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario The following Servicing Brief is a description of the services of a proposed of Phase 1 of a mixed-use commercial development located on 4.9 hectares of land having frontage on Frank Nighbor Place and Silver Seven Road in Kanata. Phase 1 consists of a two storey commercial building and a parking area for an athletic club tenant. Refer to drawing SG-1, SG-2 & SG-3 (Revision 4: Oct 23-12), prepared by D. B. Gray Engineering Inc. Water Supply for Fire Fighting: There are three existing fire hydrants in the Frank Nighbor Place right-of-way near the proposed development, 29 to 38m from the proposed building. An on-site fire hydrant is proposed to be located 44m from the main entrance. A second on-site fire hydrant is proposed to be located 90m from the proposed building near the boundary between Phase 1 and 2. This second hydrant and two other future on-site hydrants will be located to serve Phase 2 buildings. For Phase 1 a minimum fire demand of 9,000 l/min (150 l/s) at 138 kpa is required as per "Required Minimum Water Supply Flow Rate" as calculated using the Ontario Building Code - Appendix A - Article A "Water Supply For Fire Fighting". The water demand for sprinklers is expected to be 1,325 l/min. As such, the total required water demand will be 10,325 l/min. For Phase 2 the fire demand is not expected to increase. Phase 1: Based on computer model simulation of the boundary conditions received from the city a model was created using EPANET software to analyze the hydraulics of Phase One of the proposed 250mm watermain and water distribution system. The following boundary conditions provided by the city were used: At 19 Frank Nighbor Place: Max day + Fire Flow: 172 l/s at m HGL Under fire flow conditions the following is the summary of the results: Hydrant 1: 150 l/s at 158 kpa (22.9 psi) Therefore Phase One of the proposed water distribution system will provide an adequate supply of water for fire fighting. Phase 1 & 2: Based on computer model simulation of the boundary conditions received from the city a model was created using EPANET software to analyze the hydraulics of Phase One and Two of the proposed 250mm watermain and water distribution system. The following boundary conditions provided by the city were used: At 19 Frank Nighbor Place: Max day + Fire Flow: 172 l/s at m HGL At 737 Silver Seven Road: Max day + Fire Flow: 172 l/s at m HGL Under fire flow conditions the following are the summary of the results: Hydrant 1: 150 l/s at 203 kpa (29.5 psi) Hydrant 2: 150 l/s at 150 kpa (21.7 psi) Therefore Phase One and Two of the proposed water distribution system will provide an adequate supply of water for fire fighting. Water Service: A proposed 250mm watermain will connect to an existing 300mm municipal watermain at the end of Frank Nighbor Place and terminate near the boundary between Phase 1 and 2. In Phase 2 the 250mm watermain will be extended and connect to an existing 300mm municipal watermain in Silver Seven Road. To service the sprinklers in proposed Phase 1 building a 150mm water service is proposed. 2

3 Based on the AWWA water flow demand curve and an estimated water pressure at the meter of 414kPa (60 psi), plus allowing for 189 l/min (50 USgpm) for filling the swimming pools, the peak demand is expected to be 644 L/min (170 USgpm). The AWWA method calculates the instantaneous demand and is used to size the water service. This peak demand will produce a low velocity of 0.6m/s in the proposed 150mm water service connection for the Phase 1 building. Phase 1: Based on the City of Ottawa Design Guidelines the daily average consumption rate for a commercial development is 28,000 litres per day per hectare. The daily average flow for the 2.1 hectare Phase 1 is L/min. Based on this flowrate and the City of Ottawa Design Guidelines for peaking factors, a maximum daily demand of L/min and maximum hourly demand L/min can be expected. Phase 1 & 2: Based on the City of Ottawa Design Guidelines the daily average consumption rate for a commercial development is 28,000 litres per day per hectare. The daily average flow for the entire 4.9 hectare development is L/min. Based on this flowrate and the City of Ottawa Design Guidelines for peaking factors, a maximum daily demand of L/min and maximum hourly demand L/min can be expected. The following is a summary of the demands: Phase 1 (boundary conditions near the end of Frank Nighbor Place): Average daily demand: 2.04 l/s (122.5 l/min) Maximum daily demand: 3.06 l/s (183.8 l/min) Maximum hourly daily demand: 3.68 l/s (220.5 l/min) Phase 1 & 2 (boundary conditions at Silver Seven Road at Frank Nighbor Place) Average daily demand: 4.76 l/s (285.8 l/min) Maximum daily demand: 7.15 l/s (428.8 l/min) Maximum hourly daily demand: 8.58 l/s (514.5 l/min) The following boundary conditions provided by the city were used: At 19 Frank Nighbor Place: At 737 Silver Seven Road: Maximum HGL: m HGL Minimum HGL: m HGL Maximum HGL: m HGL Minimum HGL: m HGL Based on the above boundary conditions the water pressure in the area is calculated to vary from 577 kpa to 660 kpa (83.8 to 95.8 psi). Since the water pressure is above 80 psi it is recommended that at the completion of construction a pressure be performed to determine if a pressure reducing valves are required to be installed. Sanitary Service: Based on the City of Ottawa Sewer Design Guidelines for a commercial property (50,000 l/ha/day; 1.5 peaking factor; and a 0.24 l/s infiltration flow) the post development flow is calculated to be 2.42 l/s. This flow will be adequately handled by the proposed sanitary sewer service 0.32% l/s capacity). The proposed sanitary service will connect to an existing 250mm municipal sanitary sewer near the end of frank Nighbor Place. The 2.42 l/s increase in sanitary flows contributing to the existing 250mm sanitary sewer is expected to have a negligible impact given its capacity of 39.2 l/s. The proposed sanitary sewer system for Phase 2 will be independent of Phase 1 and will have a separate connection to the municipal storm sewer system. Stormwater: The storm sewer system has been designed to meet the following stormwater quantity control criteria: The release rate for post-development storm events is equal to or less than a 50 litres per second flowrate (as per Novatech Drawing No STM2). The stormwater quantity control measures for Phase 2 is an additional 50 l/s. The proposed storm sewer system and stormwater management for Phase 2 will be independent of Phase 1 and will have a separate connection to the municipal storm sewer system. In Phase 1 stormwater will be stored within the development on the roof of the proposed building; on the surface in the car park area; in a depressed grassed landscaped area (stormwater detention area); and underground in catch basins, manholes and sewer pipes). 3

4 The flowrate from the roof resulting from a one in five year storm event will produce a peak flow of 85.2 l/s which will be adequately handled by the proposed storm sewers 1.0% l/s capacity and 0.26% l/s capacity). However stormwater released through the flow control roof drains will be restricted to the maximum flow of 8.36 l/s during the one in five year storm event. The Phase 1 unrestricted flowrate resulting from one in five year storm event will produce a peak flow of l/s. This will be adequately handled by the proposed storm sewer, however an inlet control device (ICD) located at the outlet pipe of a on-site manhole will restrict the flow to a maximum flow of 4.89 l/s during the one in five year storm event. Stormwater released through the roof drains and ICD (a maximum restricted flow of l/s) will be conveyed off the site via a 750mm storm sewer (@ 0.10% l/s capacity) connecting to an existing manhole which outlets to a 1050mm municipal storm sewer in Frank Nighbor Place. The restricted flow off the site is expected to a negligible impact on the existing 1050mm municipal storm sewer. Conclusions: 1. There is an adequate water supply for fire fighting. 2. The existing water pressure is adequate for the proposed development. 3. It is recommended that at the completion of construction a pressure be performed to determine if a pressure reducing valves are required to be installed. 4. The proposed watermain and water distribution is adequately sized to serve the development. 5. The expected sanitary sewage flow will be adequately handled by the proposed sanitary sewer service connection. 6. The increase in sanitary flows contributing to the existing 250mm municipal sanitary sewer is expected to have a negligible impact. 7. The proposed storm sewers are oversized to meet the quantity control crtieria and can be adequately handled the flow produced by a 1:5 year storm. 4

5 Silver Seven Corporate Centre Phase 1 24-May & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario Water Supply for Fire-Fighting Calculations: A fire demand of 9,000 L/min is required as per "Required Minimum Water Supply Flow Rate" as calculated using the Ontario Building Code - Appendix A - Article A "Water Supply For Fire Fighting". ATHLETIC CLUB Fire Protection Water Supply Q = KVS Tot S Tot = S Side1 + S Side2 + S Side3 + S Side1 + S Side4 Gymnasium Spatial Coefficient Exposure Distance m S Side (to center line of road) S Side (to center line of road) S Side (to south property line) S Side (1/2 the distance to the nearest building on the same property) S Tot 1.0 K (Water Supply Coefficient) 16 As per A Table 1 (Group A-2 Occupancy / Non-combustible construction with fire separations with no fire resistance ratings as per OBC ) V (Building Volume) Q = Q 1 = Area Height Volume sq.m. m cu.m ,105 KVS Tot 49,674 L Swimming Pools K (Water Supply Coefficient) 22 As per A Table 1 (Group A-3 Occupancy / Non-combustible construction with fire separations with no fire resistance ratings as per OBC ) V (Building Volume) Q = Q 2 = Area Height Volume sq.m. m cu.m. 1, ,501 KVS Tot 165,026 L Remainder of Building K (Water Supply Coefficient) 16 As per A Table 1 (Group A-2 Occupancy / Non-combustible construction with fire separations with no fire resistance ratings as per OBC ) V (Building Volume) Area Height Volume sq.m. m cu.m. Ground Floor 1, ,731 2 nd Floor 3, ,443 27,174 Q = Q 3 = KVS Tot 434,776 L Q Tot = Q 1 + Q 2 + Q 3 Q Tot = 649,477 L Required Minimum Water Supply Flow Rate 9,000 L/min 150 L/sec (As per A Table 2) 5

6 Water Supply for Fire-Fighting Calculations: 24-May-12 Silver Seven Corporate Centre Phase 1 & 2 15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario A fire demand of 9,000 L/min is required as per "Required Minimum Water Supply Flow Rate" as calculated using the Ontario Building Code - Appendix A - Article A "Water Supply For Fire Fighting". OFFICE BUILDING Fire Protection Water Supply Q = KVS Tot S Tot = S Side1 + S Side2 + S Side3 + S Side1 + S Side4 Spatial Coefficient Exposure Distance m S Side (to west property line) S Side (to south property line) S Side (1/2 the distance to the nearest building on the same property) S Side (1/2 the distance to the nearest building on the same property) S Tot 1.05 K (Water Supply Coefficient) 16 As per A Table 1 (Group D Occupancy / Non-combustible construction with fire separations with no fire resistance ratings as per OBC ) V (Building Volume) Area Height Volume sq.m. m cu.m. Ground Floor 1, ,503 2 nd Floor 1, ,877 3 rd Floor 1, ,877 4 th Floor 1, ,877 5 th Floor 1, ,877 Q = KVS Tot = 437,016 L 7,432 26,013 Required Minimum Water Supply Flow Rate 9,000 L/min 150 L/sec (As per A Table 2) RETAIL BUILDING Fire Protection Water Supply Q = KVS Tot S Tot = S Side1 + S Side2 + S Side3 + S Side1 + S Side4 Spatial Coefficient Exposure Distance m S Side (to center line of road) S Side (to center line of road) S Side (1/2 the distance to the nearest building on the same property) S Side (1/2 the distance to the nearest building on the same property) S Tot 1.00 K (Water Supply Coefficient) 27 As per A Table 1 (Group E Occupancy / Non-combustible construction with fire separations with no fire resistance ratings as per OBC ) V (Building Volume) Area Height Volume sq.m. m cu.m. 4, ,729 Q = KVS Tot = 802,683 L Required Minimum Water Supply Flow Rate 9,000 L/min 150 L/sec (As per A Table 2) 6

7 24-May-12 Silver Seven Corporate Centre 15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario Water Demand Phase 1 Bathtub Tiolet - tank Tiolet - flush valve Lavs Urinal - pedestal flush valve Urinal - wall flush valve Shower K. Sink Dishwasher Clothes Washer Commercial Sink J. Sink Commercial Dishwasher 0 Commercial Washer 0 Hose 1/2 in Peak Demand (fig 4-2 or 4-3 AWWA M22) 108 USgpm Meter 414 kpa 60 psi (assumed) Pressure Factor (table 4-1 AWWA M22) 1.00 Peak Demand 108 USgpm Swimming Pool 189 l/min 50 USgpm Irrigation - hose 1/2 in 2 12 USgpm (includes pressure factor) TOTAL PEAK DEMAND 644 l/min 170 USgpm l / sec Nominal Size 5.9 in 150 mm 2.0 ft/s 0.6 m/s DAILY AVERAGE 28,000 litres / ha / day 2.1 hectares 58,800 litres / day 8 hours / day l / min 2.04 l / sec 32.4 Usgpm MAXIMUM DAILY DEMAND 1.5 Peaking Factor l / min 3.06 l / sec 48.5 USgpm MAXIMUM HOURLY DEMAND 1.8 Peaking Factor l / min 3.68 l / sec 58.3 USgpm Phase 1 & 2 DAILY AVERAGE 28,000 litres / ha / day 4.9 hectares 137,200 litres / day 8 hours / day l / min 4.76 l / sec 75.5 USgpm MAXIMUM DAILY DEMAND 1.5 Peaking Factor l / min 7.15 l / sec USgpm MAXIMUM HOURLY DEMAND 1.8 Peaking Factor l / min 8.58 l / sec USgpm 7

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11 152mm 152mm 152mm 152mm 305mm 203mm 152mm 406mm 406mm 203mm 152mm 51mm 152mm 152mm 152mm 610mm 610mm 152mm GF 254mm Boundary Condition for 19 Frank Nighbor 255 and 737 Silver Seven mm mm 305mm GF mm 203mm mm mm 305mm $ HWY417 IC140 RAMP ROWE DR TERRY FOX DR KATIMAVIK RD HWY417 IC140 RAMP35 SILVER SEVEN RD HWY417 IC140 RAMP36 HIGHWAY 417 HWY417 IC140 RAMP51 HIGHWAY 417 FRANK NIGHBOR PL PALLADIUM DR Legend Pipe Ownership Private Public 11

12 RESERVOIR 1 PH 1 BUILDING FIRE HYDRANT 2 PIPE 5 PIPE 2 NODE 3 PIPE 3 PIPE 1 NODE 2 PIPE 6 NODE 4 FIRE HYDRANT 1 PIPE 7 PIPE 4 NODE 5 EPANET 2 Page 1 12

13 23-Oct-12 Silver Seven Corporate Centre Phase One Ottawa, Ontario HGL / PRESSURE CALCULATIONS 19 Frank Nighbor Place HGL Pressure m psi kpa Grade Elevation m *Maximum HGL *Minimum HGL Fire Flow 172 l/s *Max Day + Fire Flow * Information supplied by City of Ottawa EPANET HYDRAULIC MODELLING RESULTS Fire Flow - Fire Hydrant 1 / Sprinklers Phase 1 Building Node ID Demand Elevation Head Pressure l/s m m m psi kpa 1 Reservoir PH1 Building Fire Hydrant Fire Hydrant Link ID Diameter Length Loss Flow Velocity Headloss mm m Coeff. l/s m/s m/km Pipe Pipe Pipe Pipe Pipe 5 to PH 1 Bldg Pipe 6 to FH Pipe 7 to FH

14 Day 1, 1 RESERVOIR 1 PH 1 BUILDING PIPE 5 PIPE 2 NODE 3 PIPE 3 PIPE 1 NODE 2 PIPE 6 FIRE HYDRANT 1 FIRE HYDRANT 2 PIPE 7 NODE 4 PIPE 4 NODE 5 PIPE 9 PH 2 BUILDING PIPE 8 RESERVOIR 2 EPANET 2 Page 1 14

15 23-Oct-12 Silver Seven Corporate Centre Phase One & Two Ottawa, Ontario HGL / PRESSURE CALCULATIONS 19 Frank Nighbor Place HGL Pressure m psi kpa Grade Elevation m *Maximum HGL *Minimum HGL Fire Flow 172 l/s *Max Day + Fire Flow Silver Seven Road HGL Pressure m psi kpa Grade Elevation m *Maximum HGL *Minimum HGL Fire Flow 172 l/s *Max Day + Fire Flow * Information supplied by City of Ottawa EPANET HYDRAULIC MODELLING RESULTS Fire Flow - Fire Hydrant 1 / Sprinklers Phase 1 Building Node ID Demand Elevation Head Pressure l/s m m m psi kpa 1 Reservoir PH1 Building Fire Hydrant Fire Hydrant PH2 Building Reservoir Link ID Diameter Length Loss Flow Velocity Headloss mm m Coeff. l/s m/s m/km Pipe Pipe Pipe Pipe Pipe 5 to PH 1 Bldg Pipe 6 to FH Pipe 7 to FH Pipe Pipe 9 to PH 2 Bldg Fire Flow - Fire Hydrant 2 / Sprinklers Phase 2 Building Node ID Demand Elevation Head Pressure l/s m m m psi kpa 1 Reservoir PH1 Building Fire Hydrant Fire Hydrant PH2 Building Reservoir Link ID Diameter Length Loss Flow Velocity Headloss mm m Coeff. l/s m/s m/km Pipe Pipe Pipe Pipe Pipe 5 to PH 1 Bldg Pipe 6 to FH Pipe 7 to FH Pipe Pipe 9 to PH 2 Bldg

16 D. B. G R A Y E N G I N E E R I N G I N C. SANITARY SEWER DESIGN FORM Average Daily Flows: Peaking Factor: PROJECT: Silver Seven Phase 1, Ottawa Ontario Residential: 350 l / capita / day Residential (Harmon Equation): P.F. = Stormwater Management - Grading & Drainage - Storm & Sanitary Sewers - Watermains COMMENTS 1052 Karsh Drive Tel: (613) Commercial: 50,000 l / ha / day P = Population / P 0.5 Designed By: DBG Ottawa, Ontario. Fax: (613) Instituational: 50,000 l / ha / day K1G 4N1 dbgray@rogers.com Light Industrial: 35,000 l / ha / day Infiltration Allowance: 0.28 l / s / ha 23-Oct-12 Heavy Industrial: 55,000 l / ha / day Page: 1 of 1 Section Cumulative Section Cumulative SEWER DATA LOCATION Single Semi / Duplex / Apartments Apartments Apartments Apartments Residential Non-Residential Residential Sewage Infiltratio Total Family Townhouse Triplex (average) (1 Bed.) (2 Bed.) (3 Bed.) Area n = Area Peaking Area Flow Peaking Flow n Flow Flow STREET FROM TO ppu = 3.4 ppu = 2.7 ppu = 2.3 ppu = 1.8 ppu = 1.4 ppu = 2.1 ppu = 3.1 Pop. Type of Dia. Actual Dia. Nom. Slope Length Capacity Velocity Ratio Factor Factor No. of Units No. of Units No. of Units No. of Units No. of Units No. of Units No. of Units ha ha l/ha/day ha l/s l/s l/s Pipe (mm) (mm) (%) (m) (l/s) (m/s) Q/Qfull BUILDING SAN , PVC SDR Frank Nighbor Pl SAN.2 SAN PVC SDR BUILDING SAN , PVC SDR SAN.3 SAN PVC SDR SAN.1 EXIST PVC SDR EXISTING MUNICIPAL SEWER IN FRANK NIGHBOR PLACE PVC SDR

17 D. B. G R A Y E N G I N E E R I N G I N C. COMMENTS Stormwater Management - Grading & Drainage - Storm & Sanitary Sewers - Watermains STORM SEWER COMPUTATION FORM PROJECT: Phase 1, Silver Seven Corporate Centre, Ottawa 1052 Karsh Drive Tel: (613) RATIONAL METHOD Q = 2.78 A I R FIVE YEAR EVENT Designed By: DBG Ottawa, Ontario. Fax: (613) K1G 4N1 dbgray@rogers.com n = Date: 23-Oct-12 Page: 1 of 1 Time of Rainfall SEWER DATA LOCATION AREA (ha) Individual Accum. Peak Flow Conc. Intensity Type of Dia. Actual Dia. Nom. Slope Length Capacity Velocity Time of Ratio 2.78 A R 2.78 A R Q (l/s) STREET FROM TO R = 0.9 R = 0.70 R = 0.2 R = 0.9 (min) I (mm/hr) Pipe (mm) (mm) (%) (m) (l/s) (m/s) Flow (min) Q/Qfull CB-26 CB/MH PVC SDR CB/MH-25 CB/MH PVC SDR CB/MH-24 CB/MH PVC SDR CB/MH-22 CB/MH PVC SDR CB/MH-23 CB/MH PVC SDR OPEN END CB/MH 18E PVC SDR CB/MH 18E CB/MH 18C PVC SDR CB/MH 18D CB/MH 18C PVC SDR CB/MH 18C CB/MH 18B PVC SDR CB/MH 18B CB/MH 18A PVC SDR CB/MH 18F CB/MH 18A PVC SDR CB/MH 18A CB/MH PVC SDR CB/MH 18 CB/MH PVC SDR CB-17A CB/MH PVC SDR CB/MH-17 MH PVC SDR MH-16 CB/MH PVC SDR CB/MH-15 CB/MH PVC SDR CB/MH-14 CB/MH PVC SDR CB/MH 21 CB/MH PVC SDR CB/MH-13 CB/MH PVC SDR CB/MH-20 CB/MH PVC SDR CB/MH 19 CB/MH PVC SDR CB/MH-12 CB/MH PVC SDR CB 11 CB/MH PVC SDR CB/MH-10 CB/MH PVC SDR CB 6 CB/MH PVC SDR CB-9 CB/MH PVC SDR CB/MH-8 CB/MH PVC SDR CB/MH-7 CB/MH PVC SDR CB/MH-5 MH PVC SDR CB-4 CB/MH PVC SDR OPEN END CB/MH PVC SDR CB/MH-3 MH PVC SDR MH-2 MH PVC SDR MH-28 MH PVC SDR MH-1 MH PVC SDR MH-27 EXISTING MH PVC SDR

18 City of Ottawa Servicing Study Checklist General Content Executive Summary (for large reports only): not applicable Date and revision number of the report: see page 1 of Servicing Brief Location map and plan showing municipal address, boundary, and layout of proposed development: see drawings SG-1 and SG-2 Plan showing the site and location of all existing services: see drawings SG-1 and SG-2 Development statistics, land use, density, adherence to zoning and official plan, and reference to applicable subwatershed and watershed plans that provide context to which individual developments must adhere: not applicable Summary of Pre-consultation Meetings with City and other approval agencies: not available Reference and confirm conformance to higher level studies and reports ( Master Servicing Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in conformance, the proponent must provide justification and develop a defendable design criteria: not applicable Statement of objectives and servicing criteria: see page 1 of Servicing Brief Identification of existing and proposed infrastructure available in the immediate area: see drawings SG-1 and SG-2 Identification of Environmentally Significant Areas, watercourses and Municipal Drains potentially impacted by the proposed development ( Reference can be made to the Natural Heritage Studies, if available). see Stormwater Management Report and drawings SG-1 and SG-2 Concept level master grading plan to confirm existing and proposed grades in the development and drainage, soil removal and fill constraints, and potential impacts to neighbouring properties. This is also required to confirm that the proposed grading will not impede existing major system flow paths: not applicable Identification of potential impacts of proposed piped services on private services (such as wells and septic fields on adjacent lands) and mitigation required to address potential impacts: not applicable Proposed phasing of the development, if applicable: see drawings SG-1, SG-2 and SG-3 Reference to geotechnical studies and recommendations concerning servicing: see note 1.5 on drawing SG-2 All preliminary and formal site plan submissions should have the following information: Metric scale: included North arrow: included (including construction North): not included Key Plan: included Name and contact information of applicant and property owner: not available Property limits: included including bearings and dimensions: included Existing and proposed structures and parking areas: included Easements, road widening and rights-of-way: included Adjacent street names: included Development Servicing Report: Water Confirm consistency with Master Servicing Study, if available: not applicable Availability of public infrastructure to service proposed development: see page 2 of Servicing Brief Identification of system constraints: see page 2 of Servicing Brief Confirmation of adequate domestic supply and pressure: see page 2 of Servicing Brief 18

19 Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per the Fire Underwriter s Survey. Output should show available fire flow locations throughout the development: see page 2 of Servicing Brief Provide a check of high pressures. If pressure is found to be high, an assessment is required to confirm the application of pressure reducing valves: see page 3 of Servicing Brief Definition of phasing constraints. Hydraulic modeling is required to confirm servicing for all defined phases of the project including the ultimate design: not applicable Address reliability requirements such as appropriate location of shut-off valves: not applicable Check on the necessity of a pressure zone boundary modification:. not applicable Reference to water supply analysis to show that major infrastructure is capable of delivering sufficient water for the proposed land use. This includes data that shows that the expected demands under average day, peak hour and fire flow conditions provide water within the required pressure range: not applicable Description of the proposed water distribution network, including locations of proposed connections to the existing systems, provisions for necessary looping, and appurtenances (valves, pressure reducing valves, valve chambers, and fire hydrants) including special metering provisions: not applicable Description of off-site required feedermains, booster pumping stations, and other water infrastructure that will be ultimately required to service proposed development, including financing, interim facilities, and timing of implementation: not applicable Confirmation that water demands are calculated based on the City of Ottawa Design Guidelines: see page 3 of Servicing Brief Provision of a model schematic showing the boundary conditions locations, streets, parcels, and building locations for reference: not applicable Development Servicing Report: Wastewater Summary of proposed design criteria: see page 3 of Servicing Brief (Note: Wet-weather flow criteria should not deviate from the City of Ottawa Sewer Design Guidelines. Monitored flow data from relatively new infrastructure cannot be used to justify capacity requirements for proposed infrastructure): not applicable Confirm consistency with Master Servicing Study and /or justification for deviations: not applicable Consideration of local conditions that may contribute to extraneous flows that are higher than the recommended flows in the guidelines. This includes groundwater and soil conditions, and age and conditions of sewers: not applicable Descriptions of existing sanitary sewer available for discharge of wastewater from proposed development: see page 3 of Servicing Brief Verify available capacity in downstream sanitary sewer and / or identification of upgrades necessary to service the proposed development. (Reference can be made to previously completed Master Servicing Study if applicable): not applicable Calculations related to dry-weather and wet-weather flow rates from the development in standard MOE sanitary sewer design table (Appendix C) format. not applicable Description of proposed sewer network including sewers, pumping stations, and forcemains: see page 3 of Servicing Brief Discussion of previously identified environmental constraints and impact on servicing (environmental constraints are related to limitations imposed on the development in order to preserve the physical condition of watercourses, vegetation, soil cover, as well as protecting against water quantity and quality): not applicable Pumping stations: impacts of proposed development on existing pumping stations or requirements for new pumping station to service development: not applicable 19

20 Forcemain capacity in terms of operational redundancy, surge pressure and maximum flow velocity: not applicable Identification and implementation of the emergency overflow from sanitary pumping stations in relation to the hydraulic grade line to protect against basement flooding: not applicable Special considerations such as contamination, corrosive environment etc: not applicable Development Servicing Report: Stormwater Checklist Description of drainage outlets and downstream constraints including legality of outlets (i.e. municipal drain, right-of-way, watercourse, or private property): see page 3 of Servicing Brief Analysis of available capacity in existing public infrastructure. not applicable A drawing showing the subject lands, its surroundings, the receiving watercourse, existing drainage patterns, and proposed drainage pattern: see drawing SG-1 Water quality control objective (e/g/ controlling post-development peak flows to pre-development level for storm events ranging from the 2 or 5 year event (dependent on the receiving sewer design) to 100 year return period); if other objectives are being applied, a rationale must be included with reference to hydrologic analyses of the potentially affected subwatersheds, taking into account long-term cumulative effects: see Stormwater Management Report Water Quality control objective (basic, normal or enhanced level of protection based on the sensitivities of the receiving watercourse) and storage requirements: see Stormwater Management Report Descriptions of the references and supporting information. Set-back from private sewage disposal systems. not applicable Watercourse and hazard lands setbacks: not applicable Record of pre-consultation with the Ontario Ministry of Environment and the Conservation Authority that has jurisdiction on the affected watershed: not applicable Confirm consistency with sub-waterched and Master Servicing Study, if applicable study exists: not applicable Storage requirements (complete with calculations) and conveyance capacity for minor events (1:5 year return period) and major events (1:100 year return period). see drawing SG-2 and Stormwater Management Report Identification of watercourses within the proposed development and how watercourses will be protected, or, if necessary, altered by the proposed development with applicable approvals. see drawing SG-2 and Stormwater Management Report Calculate pre and post development peak flow rates including a description of existing site conditions and proposed impervious areas and drainage catchments in comparison to existing conditions: see Stormwater Management Report Any proposed diversion of drainage catchment areas from one outlet to another. : not applicable Proposed minor and major systems including locations and sizes of stormwater trunk sewers, and stormwater management facilities. : not applicable If quantity control is not proposed, demonstration that downstream system has adequate capacity for the post-development flows up to and including the 100-year return period storm event: not applicable Identification of potential impacts to receiving watercourses: Stormwater Management Report Identification of municipal drains and related approval requirements. : not applicable Descriptions of how the conveyance and storage capacity will be achieved for the development: see page 3 of Servicing Brief 100 year flood levels and major flow routing to protect proposed development from flooding for establishing minimum building elevations (MBE) and overall grading: 20

21 Inclusion of hydraulic analysis including hydraulic grade line elevations. : not applicable Description of approach to erosion and sediment control during construction for the protection of receiving watercourses of drainage corridors: see notes 2.1 to 2.5 on drawing SG-3 Identification of floodplains proponent to obtain relevant floodplain information from the appropriate Conservation Authority. The proponent may be required to delineate floodplains elevations to the satisfaction of the Conservation Authority if such information is not available or if information does not match current: not applicable Identification of fill constraints related to floodplain and geotechnical investigation. : not applicable Approval and Permit Requirements: Checklist The Servicing Study shall provide a list of applicable permits and regulatory approvals necessary for the proposed development as well as the relevant issues affecting each approval. The approval and permitting shall include but not be limited to the following: Conservation Authority as the designated approval agency for modification of floodplain, potential impact on fish habitat, proposed works in or adjacent to a watercourse, cut/fill permits and Approval under Lakes and Rivers Improvement Act. The Conservation Authority is not approval authority for the Lakes and Rivers Improvement Act. Where there are Conservation Authority regulations in place, approval under the Lakes and Rivers Improvement Act is not required, except in cases of dams as defined in the Act: not available Application for Certificate of Approval (CofA) under the Ontario Water Resources Act: Changes to Municipal Drains. : not applicable Other permits (National Capital commission, Parks Canada, public Works and Government Services Canada, Ministry of transportation etc.) : not applicable Conclusion Checklist Clearly stated conclusions and recommendations: see page 4 of Servicing Brief Comments received from review agencies including the City of Ottawa and information on how the comments were addressed. Final sign-off from the responsible reviewing agency. All draft and final reports shall be signed and stamped by a professional Engineer registered in Ontario: included 21