LEVAC ROBICHAUD LECLERC Consulting Engineers/Ingénieurs conseils Rockland Hawkesbury Gatineau SITE SERVICING STUDY PROPOSED 6-STOREY APARTMENT BUILDING 149, 151, & 153 GREENBANK ROAD OTTAWA, ONTARIO Prepared for: William Buchanan, Planning Manager Phoenix Homes 18S Bentley Avenue Ottawa, Ontario K2E 6T8 By Jerico Gapas, P. Eng. 1-2884 Chamberland Street K4K 1M6 Distribution: Phoenix homes (1 copy) City of Ottawa (6 copies) LRL File No: 10498 September 28, 2010
149, 151, & 153 Greenbank Road, Ottawa, ON i TABLE OF CONTENTS 1 INTRODUCTION... 1 2 CITY OF OTTAWA 20/20 INFRASTRUCTURE MASTER PLAN... 1 3 INFRASTRUCTURE CAPACITY ANALYSIS... 1 3.1 Water Supply Demand Analysis... 1 3.1.1 Maximum Peak Hourly Flow Rate... 1 3.1.2 Fire Flow Protection... 2 3.1.3 City of Ottawa Water Supply Capacity... 3 3.2 Sanitary Sewer Demand Analysis... 3 3.2.1 Daily Sewage Peak Flow... 3 3.2.2 City of Ottawa Sanitary Sewer Capacity... 3 3.3 Storm Sewer Demand & Capacity Analysis... 4 4 CONCLUSIONS AND RECOMMENDATIONS... 4 5 LIMITATIONS AND USE OF REPORT... 4
149, 151, & 153 Greenbank Road, Ottawa, ON 1 1 INTRODUCTION (LRL) was retained by Phoenix Homes to prepare a site servicing study for the proposed 6-storey residential development located at 149, 151, 153 Greenbank Road, Ottawa, Ontario. In preparation of this Site Servicing Study, the City of Ottawa 20/20 Infrastructure Master Plan was reviewed to ensure the consistency of the proposed development with City projections for growth and development as well as highlight any current or future issues. The subject portion of the site to be re-developed (amended site plan), is approximately 0.29 hectares, and set within a residential area. The property is currently developed as three separate residential single dwellings. The current land uses of the adjoining properties were observed from the property limits and publicly accessible locations to assess potential impacts to the site that may arise from off-site operations. The new development will be built with a six-storey structure having a foot print area of approximately 1170 m 2. The objective of this study is to determine the incremental demand that will be placed on the existing water and wastewater infrastructure and confirm the capacity to sustain the proposed six-storey apartment building. This report has been prepared in consideration of the terms and conditions noted above and with the site plan prepared by Morris Melamed Architect for the proposed development. Should there be any changes in the design features, which may relate to the water and wastewater considerations, LRL should be advised in order to review the report recommendations. 2 CITY OF OT T A W A 20/20 INFRASTRUCTURE MAS T E R PL AN Through our review of the current Infrastructure Master Plan, it was noted that many major capital project were either complete, on-going or planned for the new future in the general area of the proposed development. Projects included transmission mains for potable water, trunk sewers for sanitary and storm as well as other project to sustain the projected growth planned for the City of Ottawa It was also noted that our proposed development was consistent with planned development for this area. 3 INFRASTRUCTURE CAP ACI TY ANALYSIS 3.1 Water Supply Demand Analysis The respective water demand for the proposed building was calculated according to the method prescribed by the RMOC Design guidelines. The water supply systems were designed to satisfy the (i) maximum peak hourly flow rate and (ii) fire flow protection. 3.1.1 Maximum Peak Hourly Flow Rate In reference to Ontario Building Code 2006, the average water consumption rate can be calculated by doing fixture counts as per Table 7.4.9.3 and 7.4.10.5. of the Ontario building code as follows:
149, 151, & 153 Greenbank Road, Ottawa, ON 2 Fixture Hydraulic Load / Fixture Units No. of Units total Bathroom group (with flush tank) 6 144 864 Clothes washer (domestic) 0.5 72 36 Sinks (domestic) 1.5 72 108 Dishwasher (domestic) 1 72 72 Total 1080 Therefore, the total fixture units is approximately 1000. In reference to table 7.4.10.5. of the building code, there is an approximate maximum water daily demand of 174 metric gal/min (13.2 L/s). Thus the following calculation can be attained: Maximum daily demand: Maximum hourly demand: 13.2 L/s. 1.8 x maximum daily demand = 1.8 x 13.2 = 23.8 L/s Water Service Pipe Sizing Total peak hourly demand flow rate = 23.8 L/s From the formula, Q = VA where: V (velocity) = 1.8 m/s (typical max.) A = cross section area of water service pipe Q = water supply flow rate =23.8 L/s By deriving this formula, we can obtain the diameter of the pipe. Pipe diamenter, d = (4Q/πV) 1/2 d = 0.13 m (minimum) Therefore, we proposed to have water service pipe diameter to be d = 0.15 m (6 diameter PVC DR-18) as shown in our site servicing plan. 3.1.2 Fire Flow Protection The design of the fire protection was based on the OFM Fire Protection Water Supply Guideline (October 1999). As per the OFM guideline, the proposed building was required for on-site fire protection water supply. The proposed 6-storey apartment building is considered under Group C (from Table 2 of Fire Protection Water Supply Guideline for Part 3 of Ontario Building Code). The building will be equipped with sprinker systems and fire hose cabinets for fire flow protection. According to OFM, for sprinklered buildings, NFPA 13 Standard for the Installation of Sprinkler Systems as referenced by Article 3.2.5.13 of the building code, shall be used to obtain sprinkler and hose stream water requirements. A sprinkler contractor and mechanical engineer designing the sprinkler system for the apartment building will determine the minimum water supply requirements for the sprinkler system. Using the duration requirements from the NFPA 13 design guidelines, the mechanical engineer will add the sprinkler and hose stream requirements and calculate the total fire protection water suppler required for the building.
149, 151, & 153 Greenbank Road, Ottawa, ON 3 3.1.3 City of Ottawa Water Supply Capacity It is in our understanding that water pressure boundary currently exists at a fire hydrant number 360021H068 located at south-east corner of Greenbank & Craig Henry Drive. There is an existing 406 mm diameter ductile iron watermain pipe that serviced the former three residential properties and will serviced the proposed building. The following table represents the pressure boundary information on the watermain and the closest fire hydrant on this site: Inspection Flow Residual Pressure (psi) Flow (igpm) Date Hydrant Hydrant Static Dynamic Pitot actual @ 20 psi 10/1/2009 6021065 6021068 58 >50 48 970 2251 9/25/2009 6021068 6021069 62 >54 44 929 2275 9/25/2009 6021069 6021070 64 56 48 970 2436 From the table above, we can conclude that there the 406 mm diameter watermain can provide up to 2251 Imperial gallons per minute of flow (142 L/s) at 20 psi (140 kpa). Thus, the watermain is sufficient to provide water during peak flow demand. Since the proposed sixstorey building will be installed with sprinkler systems and fire hose cabinet for fire protection, a minimum 150mm diameter water service will be required to meet the flow and pressure for this development. Internal building water lift station will be designed by the mechanical engineers to accommodate for pressure losses for every floors. 3.2 Sanitary Sewer Demand Analysis 3.2.1 Daily Sewage Peak Flow Sanitary design flow was calculated based on the Ontario Building Code Part 8 Sewage Systems. The average and peak design flow for the proposed development is calculated based on table 8.2.1.3.a Residential Occupancy: For apartments, condominiums, and other multi-family dwellings, the maximum daily design sewage flow is 275 L/day/person In reference to OBC table 3.1.17.1 the occupant load shall be based on 2 persons per sleeping room or sleeping area in a dwelling unit or suite. Thus, the maximum daily design sewage flows is 4 (person/suite) x 72 (number of suite) x 275 L/day = 79,200 L/day Therefore the calculated average daily sewage is 0.92 L/s In appplying maximum residential peaking factor of 4.0, the average calculated peak flow is 3.7 L/s Therefore, the total daily sewage peak design flow for this building is 3.7 L/s 3.2.2 City of Ottawa Sanitary Sewer Capacity Looking at the sanitary manhole sewer network (675 mm diameter) in front of the property (along 153 Greenbank Road), we can see that the sanitary manhole sewer network starts here (upstream) and runs towards north of Greenbank Road (downstream). Since the network of sanitary sewer that runs north of Greenbank Road starts at this site, we can conclude that the
149, 151, & 153 Greenbank Road, Ottawa, ON 5 APPENDIX A CITY OF OT T A W A AS-BU I L T PL AN
149, 151, & 153 Greenbank Road, Ottawa, ON 6 APPENDIX B WATERMAIN DISTRIBUTION MAP
b" BANNER RD. 360021H065. b" ASHWICK CRT SPRINGDALE CRES 406mm CI? PARKMOUNT CRES CANFIELD RD GREENBANK RD 153 360021H068 CRAIG HENRY DR 406mm DI 360021H069 ELVASTON AVE WADE CRT. 360021H070 BAINBRIDGE AVE SHOREHAM AVE 406mm DI VALLEYVIEW RD ELVASTON AVE
149, 151, & 153 Greenbank Road, Ottawa, ON 7 APPENDIX C SITE DEVELOPMENT PLAN
OUTLINE OF GARAGE BELOW PROPERTY LINE 7.02m [23'-0 1/2"] 1.5m HIGH WOOD FENCE OUTLINE OF GARAGE BELOW (36) 1.5m x 0.6m BICYCLE PARKING 7.62m [25'] SCALE 1 : 150 1.0m HIGH METAL RAILING FENCE WITH MASONRY PIERS 18.59m [61'] BLOCK 1-6 STOREYS 48 UNITS STAIR PH 0.07m [2 3/4"] 1.18m [3'-10"] 13.11m [43'] COURTYARD (SEE LANDSCAPE PLAN) RD OUTLINE OF GARAGE BELOW RAMP 2% UP ENTRANCE WALKWAY CANOPY ABOVE CANOPY SUPPORTS PROPERTY LINE 3.6m WIDE CONC. PAVER WALKWAY UPPER PART OF PARTY RM. ELEV. PH LINK BLOCK - 6 STORIES BLDG. SERVICES RAMP 8.8% DOWN HEATED CONCRETE RAMP 3.77m [12'-4 1/2"] RD PE T DS OF AI N 18.58m [60'-11 5/8"] STAIR PH H/C PARKING SPACE FIN. GR. FLR. ELEV. 88.65 BASEMENT FLR. ELEV. 85.65 BLOCK 2-6 STOREYS 24 UNITS AR EXISTING BUS SHELTER BALCONY OUTLINE OF GARAGE BELOW O SL OW RO DR ASPHALT SURFACE PARKING 13 CARS 1.0m HIGH METAL RAILING FENCE WITH MASONRY PIERS 27.87m [91'-5 1/8"] 1.0m HIGH CONCRETE PARAPET STAIR PH TOP OF CONCRETE PARAPET APARTMENT BUILDING 1.5m [4'-11"] 1.5m WIDE CONC. PAVER WALKWAY BOTTOM OF RAMP PROPERTY LINE RAMP 1% DN m 03 5. 3.13m [10'-3"] CORNER SITE TRIANGLE 2. 0.1m [4"] 2m [7 '-2 3/ 4" ] 4m "] '-1 [13 "] -6 6' [1 4m [13'-2"] OUTLINE OF GARAGE BELOW DRIVEWAY CONCRETE ISLAND RAMP 2% DN 3.05m [10'] 3.05m [10'] 3 2.06m [6'-9"] "] '-11.03m [9 0.03m [1"] 0.03m [1 1/8"] 0.03m [1"] CB 37.72m [123'-9"] 9m [29'-6"] 70 DEPRESS CURB DEPRESS CURB 70 DEPRESS CURB 3.89m [12'-9"] CONC. CURB 5.06m [16'-7"] 0.09m [3 5/8"] 1.5m WIDE CONC. PAVER WALKWAY SITE PLAN 3.05m [10'-0 1/8"] 8.75m [28'-8"] 1.85m [6'-1"] 9.72m [31'-10 3/4"] 3.08m [10'-1 1/2"] 1.96m [6'-5"] 5.89m [19'-4"] 15m [49'-3"] 7.69m [25'-2 5/8"] 3.05m [10'] 24.54m [80'-6 1/8"] 0.12m [4 7/8"] 0.25m [10"] 0.3m [1'] 6.71m [22'] 5.2m [17'-0 3/4"] 6.73m [22'-1"] 5.2m [17'-0 3/4"] E 18.36m [60'-3"] DRAINAG PROPERTY LINE SURFACE 6.95m [22'-9"] S WE UN TH T U CL B SETBACKS PROVIDED REAR YARD = 7.62m SIDE YARD = 3m FRONT YARD = 3m INT SIDE YARD = 3m NOTE: SEE DRAWING A3 FOR BREAKDOWN AND AREAS OF APARTMENT UNITS. BICYCLE PARKING REQUIRED = 0.5 x 72 UNITS = 36 PROVIDED = 36 SURFACE PARKING SPACES PARKING REQUIRED = 1.2 x 72 UNITS = 86 CARS VISITORS PARKING REQUIRED = 0.2 x 12 CARS = 2.4 = 2 CARS TOTAL PARKING REQUIRED = 88 CARS PROVIDED = 66 UNDERGROUND + 13 SURFACE = 79 CARS SETBACKS REQ'D MIN. REAR YARD = 7.5m MIN. SIDE YARD = 3m MIN. FRONT YARD = 3m MIN. INT SIDE YARD = 3m MAX HEIGHT = 10m ACTUAL HEIGHT = 20m NUMBER OF UNITS = 72 UNITS EXISTING SITE AREA: 2893.13 m ²[31141.4 ft ²] FSI = 2 MAX FSI = 5786.56 FOOTPRINT = 1170.5 m ² BUILDING AREA = 1170.5 m ² GROSS FLOOR AREA BLOCK A = 4207.81 m ² GROSS FLOOR AREA LINK = 767.56 m ² GROSS FLOOR AREA BLOCK B = 2047.62 m ² LESS PERMITTED DEDUCTIONS = 1574.60 m ² TOTAL GROSS FLOOR AREA = 5448.40 m ² ACTUAL FSI = 1.88 ZONING: GM9 H (10) SITE STATISTICS LOCATION LOCATION PLAN D. KR N BA EN E GR TOP OF FOUNDATION WALL BOTTOM OF WALL CATCH BASIN TW BW CB FLOOR DRAIN DEPRESSED CURB TOP OF GRATE CATCH BASIN MANHOLE MAY 30/10 MAY 18/10 NOV 9/09 DATE 3 2 1 NO APARTMENT BUILDING GREENBANK AND CRAIG HENRY OTTAWA, ON RDB JOB NO. A0 DRAWING NO. NOV. 3, 2009 DATE (613) 727-7400 FAX (613) 727-7334 MORRIS MELAMED architect - ottawa 958 AS SHOWN SCALE DRAWN BY SITE PLAN DRAWING NAME PROJECT THIS DRAWING SHALL NOT BE USED FOR CONSTRUCTION PURPOSES UNTIL SIGNED BY THE ARCHITECT DO NOT SCALE THIS DRAWINGS - READ DIMENSIONS ONLY REVISION ISSUED FOR PRELIM. REVIEW ISSUED FOR PRELIM. REVIEW ISSUED FOR REVIEW JULY 28/10 BLOCK 1 AND 2 4 DRIVEWAYS MODIFIED VISITOR PARKING CALCULATION SEP 28/10 OCT 5/10 5 6 BOUNDARY AND SURVEY INFORMATION TAKEN FROM PLAN OF FARLEY, SMITH AND DENIS SURVEYING LTD., ONTARIO LAND SURVEYORS. JUNE 15, 1989 AND JUNE 29, 2010 RD ROOF DRAIN EAST PART OF LOTS 1 AND 2 REGISTERED PLAN 28 THE CITY OF OTTAWA FD DC TG CBMH MANHOLE BOTTOM OF CURB BC MH TOP OF CURB EXISTING GRADE PROPOSED GRADE 6th FLR. ROOF ACCESS BASEMENT LEVEL ENTRANCE GROUND FLOOR ENTRANCE TC LEGEND