HOTEL KANATA 160 HEARST WAY KANATA, ONTARIO SERVICING REPORT. Prepared for: David Johnston Architect. Prepared By:

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1 HOTEL KANATA 160 HEARST WAY KANATA, ONTARIO SERVICING REPORT Prepared for: David Johnston Architect Prepared By: BaseTech Consulting Inc. 309 Roywood Crescent Newmarket, Ontario L3Y 1A6 BCI Project No June, 2015

2 TABLE OF CONTENTS Page No. 1. INTRODUCTION SITE DESCRIPTION WATER DISTRIBUTION AND FIRE PROTECTION SANITARY SERVICING STORMWATER MANAGEMENT MAJOR FLOW ROUTE CONVEYANCE QUALITY CONTROL SEDIMENTATION AND EROSION CONTROL WATER BALANCE SUMMARY... 6 APPENDIX 1 APPENDIX 2 APPENDIX 3 WATER DISTRIBUTION CALCULATIONS SANITARY SEWAGE CALCULATIONS STORMWATER MANAGEMENT CORRESPONDENCE

3 HOTEL KANATA STORMWATER MANAGEMENT REPORT June, INTRODUCTION The site is located at 160 Hearst Way in Kanata as shown on the Site Plan prepared by David Johnston Architect. It is proposed to construct a three storey hotel with associated access and parking on the site with access to Hearst Way. The Report describes how the proposed development will be serviced in compliance with the requirements of the City of Ottawa. The Report has used the following documentation in its preparation: 1. Site Plan prepared by David Johnston Architect. 2. The current City of Ottawa Design Guidelines and Drawings. 3. The current Missippi Valley Conservation Authority Guidelines. 4. Stormwater Management Planning and Design Manual by the Ministry of the Environment, dated March SITE DESCRIPTION The site measures ha. and is vacant at present. Drainage of the site is via overland flow to the north and east. The existing municipal services are available in Hearst Way: 450mm diameter sanitary sewer 1200mm diameter storm sewer 300mm diameter watermain 3. WATER DISTRIBUTION AND FIRE PROTECTION The proposed hotel will require sprinkler protection and so the site will be serviced with a 150mm diameter PVC water service. The service will be split at the lot line to provide a 150mm diameter Fire Main and a 100mm diameter Domestic Service. A private hydrant will not be required as there is an existing hydrant directly across Hearst Way approximately 70m from the building entrance. BaseTech Consulting Inc. Consulting Engineers 1

4 HOTEL KANATA STORMWATER MANAGEMENT REPORT June, 2015 Domestic water demands for the proposed development have been calculated in accordance with Section 3.28 of the City of Ottawa Water Distribution Guidelines and the results are summarised below. Detailed calculations are shown in Appendix 1. Average Day Demand = l/sec. Maximum Daily Demand = 0.234l/sec. Peak Hour Demand = 0.421l/sec. The Fire Flow Demand has been estimated at 234 l/sec. based on the Fire Underwriter s Survey calculation (see Appendix 1). The site has been analyzed using EPANET based on the boundary conditions provided by the City of Ottawa. A summary of the results is shown below and detailed output results are shown in Appendix 1. Table 3.1 Summary of Allowable and Anticipated Water Pressures Condition Allowable per City EPANET model results guidelines Maximum Day + Fire Flow Greater than 20psi psi Peak Hour 40 80psi 86.8psi* Average Day Not greater than 80psi 97.9psi* It is recommended that a pressure reducing valve is installed. 4. SANITARY SERVICING It is proposed to service the proposed development with a 200mm diameter sanitary service connecting to the existing sewer in Hearst Way. The anticipated sanitary flows have been calculated using the City of Ottawa Sewer Design Guidelines 2012 and detailed calculations are shown in Appendix 2. A summary of the anticipated flows are as follows: Average Daily Flow = 0.156l/sec. Peak Daily Flow = 0.234l/sec. Infiltration = 0.17l/sec. Total Peak Design Flow = 0.404l/sec. BaseTech Consulting Inc. Consulting Engineers 2

5 HOTEL KANATA STORMWATER MANAGEMENT REPORT June, 2015 It was not possible to obtain sanitary sewer design sheets for the sewer from the City. However, we did obtain a copy of the Sanitary Drainage drawing for the area and, based on the information on the drawing, calculated that the allowable Average Daily Flow from the site is 0.25l/sec. which is greater than the actual estimated flow. Details of the allowable flow calculations and Sanitary Drainage drawing are shown in Appendix 2. Therefore, the existing sanitary sewer has sufficient capacity to accommodate the proposed development. 5. STORMWATER MANAGEMENT The site is within the Kanata Town Centre, Stage A area which allows for a pre-development runoff coefficient of 0.7 and a time of concentration of 20 minutes. The City of Ottawa requires that post-development run-off shall match the pre-development runoff for the year storm events based on a post-development time of concentration of 10 minutes. Any excess runoff will be retained on site and discharged at pre-development rates so the there is no impact on the existing stormwater management regime. A separate Stormwater Management Report has been prepared for the proposed development with rainfall intensities based on the City of Ottawa Rainfall Intensity-Duration-Frequency Curves as defined by the following equation and values: I = A mm/m (T d +C) B Storm A B C 2 year year year year year year and T d = duration (min.) BaseTech Consulting Inc. Consulting Engineers 3

6 HOTEL KANATA STORMWATER MANAGEMENT REPORT June, 2015 Calculation of the post-development runoff coefficients is based on the following impermeability factors: 2 10 Year 25 Year 50 Year 100 Year Buildings Paving Gravel Grass/Landscape The runoff coefficients for the lower figures have been increased for the 25, 50 and 100 year storms by 10%, 20% and 25% respectively as recommended by MTO Design Chart Discharges are calculated using the formula Q = 2.78C*I*A where Q = discharge (l/sec) A = area (ha) C = impermeability factor I = rainfall intensity (mm/hr) Drainage from the site will be controlled using an orifice tube at the outlet from the site. The discharge through the orifice tube will be controlled to the 2 year pre-development flow. Based on a time of concentration of 20 minutes the 2 year pre-development flow will be; Q Pre2 = 2.78 x x 0.70 x = 61.40l/sec. The 100 year post-development flow, based on a 10 minute time of concentration, will be Q Post100 = 2.78 x x 0.68 x = l/sec. The retention volume will be; V 100 = ( ) x 10 x = 85.98m 3 BaseTech Consulting Inc. Consulting Engineers 4

7 HOTEL KANATA STORMWATER MANAGEMENT REPORT June, 2015 This was carried out for the other storms and the retention volumes are shown in Table 4.1. TABLE 4.1 STORM PRE-DEVELOPMENT FLOW (l/sec.) RETENTION VOLUME (cu.m.) 2 Year Year Year Year Year Year Copies of correspondence with the City of Ottawa and the Mississippi Valley Conservation Authority are shown in Appendix 3. The Ministry of Environment and Climate Change were contacted but no responses were received. 6. MAJOR FLOW ROUTE The major flow route will continue to be towards the northeast corner of the site. 7. CONVEYANCE The development will be serviced by a catchbasin and storm sewer system connecting to the existing 1200 mm diameter storm sewer in Hearst Way 8. QUALITY CONTROL The Mississippi Valley Conservation Authority requires that all parking and access areas be provided with a facility to prevent fuel spills and sediment from entering the storm system. Therefore, an oil/grit separator will be provided to control any spillages/debris in the run-off. This should be designed to remove at least 70% of suspended solids from the runoff. BaseTech Consulting Inc. Consulting Engineers 5

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9 APPENDIX 1 WATER DISTRIBUTION CALCULATIONS

10 WATER DISTRIBUTION CALCULATIONS AVERAGE DAILY DEMAND = 225l/bed space./day = 225 x 60/24/60/60 = 0.156l/sec. MAXIMUM DAILY DEMAND PEAKING FACTOR = 1.5 X Average Daily Demand MAXIMUM DAILY DEMAND = X 1.5 = 0.234l/sec. PEAK HOUR DEMAND FACTOR = 1.8 x Maximum Daily Demand PEAK HOUR DEMAND = X 1.8 = 0.421l/sec. FIRE FLOW CALCULATION F = 220C A Construction Coefficient = 1.5 (Wood Frame Construction) Sprinkler Protection = -30% (Full Sprinkler Protection) Combustibility = 0% (Combustible) No. of Storeys = 3 Gross Floor Area = m 2 Fire Flow, F = 220 x = 17,467l/min. Sprinkler Protection = -30% F = 12,227l/min Exposure Distances: N = 50m+ 0% S = 46m 5% E = 34m 5% W = 47m 5% Total % = 15% F = 12,227 x 1.15 = 14,061l/min. TOITAL FIRE FLOW REQUIRED = 14,061l/min. = 234l/sec.

11 Hunt Club Road, #300 Ottawa, Ontario, K1V 0Y3 Tel: (613) Fax: (613) Website: MEMO TO: FROM: Peter Feherty, M.Sc., P.Eng Guy Somers, P.Eng DATE: June 23, 2015 COPIES: SUBJECT: Kanata Hotel 160 Hearst Way Hydraulic Analysis The purpose of this memo is to provide a hydraulic analysis of the proposed water service connection to the subject development in support of a site plan approval as per the City of Ottawa requirements. The below summary shall be included under the watermain design section of the overall site servicing report. The subject site consists of a three storey hotel located in the southwest quadrant of Highway 417 and Eagleson Road, in the City of Ottawa. The services in this area lie within the City of Ottawa s 3W pressure zone. Ground elevations of the site are approximately 94 m. The hydraulic grade lines (HGL) provided by the City vary between 143 m m under normal operating conditions. The proposed development will be serviced by a 150 mm diameter service lateral splitting into a 100mm diameter PVC domestic lateral and a 150mm diameter firemain at the property line, off the existing 300 mm diameter municipal main located on Hearst Way. The proposed building will be fully sprinklered and an existing fire hydrant is located across the street within 50 m of an unobstructed path of travel from the main building entrance. As provided, the domestic and the fire flow demands from the development were determined in accordance with Section 4.28 of the City of Ottawa Water Distribution Guidelines and Fire Underwriter s Survey, respectively, and are summarized below: Average Day Demand L/s Maximum Daily Demand L/s Peak Hour Demand L/s Fire Flow 234 L/s The site has been analyzed to ensure all the City of Ottawa minimum criteria for water pressures are met for the three conditions; maximum day + fire flow, peak hour and average day demand. The analysis was carried out using EPANET hydraulic and water quality analysis based on the boundary conditions provided by the City of Ottawa. The detailed output results are attached as an enclosure to this memo.

12 Case 1: Maximum day plus fire flow According to section of the City of Ottawa Design Guidelines, during periods of the maximum day and fire flow demand, the residual pressure at any point in the distribution system shall not be less than 140 kpa (20 psi). With respect to a maximum daily demand of L/s and fire flow of 234 L/s for the proposed building, the model indicated the residual pressure in the system varied between 52.8 psi and 69 psi. Since the expected pressures under load conditions are greater than 20 psi, this site can be fully serviced by the proposed service connection and the existing municipal watermain along Hearst Way. The pressure drop in the pipe was acceptable and was within the City of Ottawa s minimum pressure requirements. Case 2: Peak hour demand According to section of the City of Ottawa Design Guidelines, the distribution system shall be sized so the under maximum hourly demand conditions the pressure are not less than 276 kpa (40 psi) and the maximum pressure at any point in the system shall not be greater than 80 psi in accordance with section With respect to a peak hour demand of L/s for the proposed building, the model indicated the residual pressure of 86.8 psi at the proposed development. Since the expected pressure was greater than 80 psi at the proposed development, it is recommended that a pressure reducing valve (PRV) to be installed on site. Case 3: Average day demand Maximum HGL According to section of the City of Ottawa Design Guidelines, the maximum pressure at any point in the distribution system in occupied area shall not exceed 552 kpa (80 psi). With respect to an average day demand of L/s for the proposed building, the model indicated the residual pressure of 97.9 psi at the building. However, since the residual pressure is greater than 80 psi, a PRV is recommended to be installed on site. The following options for PRV installation are preferred by the City of Ottawa: as a central unit, to be located in a chamber or facility, or to be installed immediately downstream of the isolation valve in the building, located downstream of the meter so it is owner maintained

13 Therefore, in view of the above, the proposed development is located in an area of the City s water distribution system that has sufficient capacity to provide both the required domestic and fire flows. The water services designed should be adequate enough to meet both the domestic and firefighting demands of the proposed development. Prepared by: Reviewed by: David Grinchpoun, EIT Ishaque Jafferjee, P.Eng. Enclosures (2) Enclosures: EPANET Output Reports Boundary Conditions from the City of Ottawa

14 Page 1 22/06/2015 3:14:36 PM ********************************************************************** * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: 160Hearst Case 1.NET Link - Node Table: Link Start End Length Diameter ID Node Node m mm 2 FH BLDG R R Node Results: Node Demand Head Pressure Quality ID LPS m m BLDG FH R Reservoir R Reservoir Link Results: Link Flow VelocityUnit Headloss Status ID LPS m/s m/km Open Open Open Open Open

15 Page 1 22/06/2015 2:42:11 PM ********************************************************************** * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: 160Hearst Case 2.NET Link - Node Table: Link Start End Length Diameter ID Node Node m mm 2 FH BLDG R R Node Results: Node Demand Head Pressure Quality ID LPS m m BLDG FH R Reservoir R Reservoir Link Results: Link Flow VelocityUnit Headloss Status ID LPS m/s m/km Open Open Open Open Open

16 Page 1 22/06/2015 3:19:57 PM ********************************************************************** * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: 160Hearst Case 3.NET Link - Node Table: Link Start End Length Diameter ID Node Node m mm 2 FH BLDG R R Node Results: Node Demand Head Pressure Quality ID LPS m m BLDG FH R Reservoir R Reservoir Link Results: Link Flow VelocityUnit Headloss Status ID LPS m/s m/km Open Open Open Open Open

17 Information Provided: Date provided: 01 June 2015 Boundary Conditions at 160 Hearst Way Criteria Average Demand Maximum Daily Demand Peak Hourly Demand Fire Flow Demand 234 Maximum Daily + Fire Flow Demand Demand (L/s) Location:

18 Results Connection: Criteria Head (m) Pressure (psi) Max HGL PKHR MXDY + Fire Flow (234 L/s) Considerations 1. According to the City of Ottawa Water Design Guidelines as well as the Ontario Building Code, the maximum pressure at any point within a distribution system shall not exceed 80 psi in occupied areas. Measures should be taken to try to reduce the residual pressure below 80 psi without the use of special pressure control equipment. In circumstances where the residual pressure cannot be reduced below 80 psi without the use of pressure control equipment, a pressure reducing valve (PRV) should be installed at site. Disclaimer The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.

19 APPENDIX 2 SANITARY SEWAGE CALCULATIONS

20 SANITARY SEWAGE FLOW CALCULATIONS AVERAGE DAILY FLOW = 225l/bed space./day = 225 x 60/24/60/60 = 0.156l/sec. PEAK DAILY FLOW PEAKING FACTOR = 1.5 X Average Daily Flow PEAK DAILY FLOW = X 1.5 = 0.234l/sec. INFILTRATION FLOW = 0.28 X Lot Area = 0.28 x = 0.17l/sec. TOTAL PEAK DESIGN FLOW = = 0.404l/sec. ALLOWABLE SANITARY FLOW BASED ON KANATA TOWN CENTRE SANITARY DRAINAGE PLAN The Sanitary Drainage Plan for the Campau Corporation, Kanata Town Centre, Stage A shows a proposed population of 800 persons for the section of sewer servicing the site (see attached). The drainage area for this proposed population is approximately 7.8 hectares. This equates to 102 persons/hectare. The area of the site is hectares or a population of b 62 persons. The average daily flow calculations are based on a figure of 350 l/c/day. Therefore the allowable Average Daily Flow from the site will be: ALLOWABLE AVERAGE DAILY FLOW = 350 x 62/24/60/60 = 0.25 l/sec. This is greater than the anticipated Average Daily Flow.

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22 APPENDIX 3 STORMWATER MANAGEMENT CORRESPONDENCE

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