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Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
FiguresFigure 1 Site Location Plan.................................................................................... 2
AppendicesAppendix A Sanitary AnalysisAppendix B Water Demand CalculationsAppendix C Stormwater Management CalculationsAppendix D Downstream Defender Oil Grit Separator
Drawing List
C.101 Erosion and Sediment Control PlanC.301 Grading PlanC.401 Servicing PlanC.601 Storm Water Management PlanC.701, C.702 Pre and Post Development Drainage PlanC.901 Details Plan
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
1 INTRODUCTION
LRL Associates Ltd. (LRL) has been retained as the Consulting Engineers by S&R Mechanicalto prepare a Site Servicing and Stormwater Management Report in support of a proposed lightindustrial development located at 250 Vanguard Drive, Orleans, Ontario. Refer to Figure 1 forthe key plan.
This Servicing and Stormwater Management Report will:
Calculate the anticipated sanitary contribution from the proposed site. Calculate the anticipated site domestic and fire water demands. Calculate the allowable stormwater release rate. Calculate the anticipated post development stormwater release rates. Demonstrate how the allowable release rate will be met with the use of Stormwater
Management Best Practices. Provide recommendations for stormwater management maintenance.
All of the above will be done in accordance with accepted engineering practices criteria from thegoverning approval agencies.
1.1 Site DescriptionThe subject land is 0.682 ha in area and has an irregular shape with a frontage on VanguardDrive of 100.6m and an average lot depth of +/-69m. The site is a vacant green-field covered bywild grasses. The property is bound to the north by Vanguard Drive; to the east, west and southby vacant lots.
The property is flat and gradually drains toward Vanguard Drive with slopes ranging from 0.01%up to 0.5%.
1.2 Proposed DevelopmentThe proposed development will see the construction of a 0.202 ha light industrial building with awarehouse and office units. The building will have a sloped rooftop utilized for stormwaterstorage. The roof drainage will be controlled by a total of 6 Zurn Control Flo roof drains. Thebuilding will be surrounded by a drive aisle, parking spaces and loading areas. The proposeddevelopment will be completely serviced from the municipal infrastructure located on VanguardDrive.
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
Figure 1 Site Location Plan
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
2 SANITARY SERVICING
The proposed site will be serviced with a 150mm diameter sanitary sewer, which will connect tothe 250mm diameter sanitary sewer located along Vanguard Drive and is directed toward525mm diameter trunk sanitary sewer also located on Vanguard Drive..
The parameters used to calculate the anticipated site sanitary flows are: a light industrialaverage flow demand of 35000 L/ha/day, a light industrial peaking factor of 7.2 (based onAppendix 4-B of the Ottawa Sewer Guidelines) and an infiltration rate of 0.28 L/s/ha. Based onthese parameters and the site area of 0.682 ha, the total anticipated sanitary flow is 2.18 L/s.Refer to Appendix A for the site sanitary sewer design sheet and light industrial peaking factorchart.
Our findings suggest that this development can be serviced with the sanitary sewer alongVanguard Drive. The services have been designed and will be constructed to comply with theapplicable City of Ottawa criteria and standards.
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
3 WATER SERVICING
The proposed site will be serviced with a 200mm diameter PVC DR-18 watermain and will beconnected to the 300mm diameter watermain located along Vanguard Drive. The building willbe sprinklered; therefore a Siamese connection will be located within 10m from the frontentrance. The site will have a 200mm diameter isolation valve and valve box at the frontproperty line.
A hydrant is proposed to be installed on-the site to ensure all areas of the building are within90m. A Siamese connection is also provided and is within 45m of a hydrant, as required. Thereis an existing hydrant located on the south side of Vanguard Drive fronting the site, which is alsowithin 90m of the proposed development.
The anticipated domestic demand for this development is 0.7 L/s and the fire flow requirementsare 105 L/s. Refer to Appendix B for water domestic demand and fire flow calculations.
The City of Ottawa provided boundary conditions for the 300mm diameter watermain alongVanguard Drive for the proposed development in an email on September 03, 2013 based on thedemands calculated above. Refer to Appendix B for the boundary conditions email. Theboundary conditions for this site are:
Max Day Demand + Fire Flow = 125.7mPeak Hourly Demand = 122.7mHigh Pressure = 130.1m
The water supply has been analyzed to ensure that the City of Ottawa design criteria are met.For the maximum daily demand + fire flow rate of 105 L/s (2,398 USgpm), the anticipatedpressure on Vanguard Drive is 364 KPa. We have estimated the pressure drop between theconnection on Vanguard Drive and the building is at 14 KPa for the maximum daily demand andfire flow to the sprinklers through a 200mm diameter PVC DR-18 pipe. The calculated pressureat the floor slab elevation is 350 KPa.The minimum residual pressure of 140KPa is achieved.Therefore the proposed site is serviced adequately with the 300mm diameter watermain onVanguard Drive and with the 200mm diameter lateral service. We also recommend that thedomestic water connection inside the building be 40mm diameter.
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
4 STORMWATER MANAGEMENT
4.1 Design CriteriaThe stormwater management criteria for this development are based on the Gloucester andCumberland East Urban Community Expansion Area and Bilberry Creek Industrial Park MasterServicing Update by Stantec Consulting Ltd. Updated July 2006, City of Ottawa Sewer DesignGuidelines including City of Ottawa Stormwater Management Design Guidelines, and RideauValley Conservation Authority (RVCA) input.
4.1.1 Water Quality
Enhanced (80% TSS removal) quality control will be provided as required by the RVCA.
4.1.2 Water Quantity
The 5 and 100 year post development flows will be controlled to 50 L/s/ha, as specified by theGloucester and Cumberland East Urban Community Expansion Area and Bilberry CreekIndustrial Park Master Servicing Update.
4.2 Method of AnalysisThe Rational Method has been used to calculate the runoff rate from the drainage catchment toquantify the detention storage for all control measures, which is in keeping within therequirements. Refer to Appendix C for all stormwater calculations and storm sewer designsheet.
4.3 Allowable Release RateThe allowable release rate from the site to the municipal sewer is based on 50 L/s/ha for the 5year storm event. The site is required to control flows for storm events greater that the 5 year,up to the 100 year.
The site area totaling 0.682 ha is permitted to release 34.10 L/s for the 5 year and 100 yearstorm event.
4.4 Proposed Stormwater Quantity ControlsThe proposed stormwater management quantity controls for this development will beaccomplished through the use of: rooftop storage, Zurn Control Flo roof drains, a Hydrovex ICDand underground storage pipes. The proposed site storm sewer and stormwater managementsystem can be seen on drawing C.401 & C.601 and detailed calculations, including designsheet, can be found in Appendix C.
The majority of the site, 0.524 ha, will be controlled on-site with the use of a Hydrovex ICD. Ofthis 0.524 ha, 0.128 ha is rooftop area from the single-storey portion of the building. The singlestorey rooftop drainage will be stored and controlled with roof drains. From these roof drains,the controlled flow will exit through roof leaders onto the site asphalt. From there the roof
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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drainage will flow to a site catchbasin and will be controlled again by the hydrovex ICD alongwith the rest of the major site area. The two-storey rooftop area, 0.074 ha, will also be controlledby roof drains. However, the roof leaders are directly connected to the storm service, which willconnect to the site storm system downstream of the Hydrovex ICD and upstream of the oil gritseparator. Finally a portion of the site, 0.085 ha, will flow uncontrolled to the Vangaurd right ofway (ROW).
4.4.1 Rooftop Controls
Rooftop drainage will be controlled with the use of 6 Zurn ‘Control Flo’ roof drains: 3 drains onthe single-storey roof and 3 drains on the two-storey roof, as can be seen on Drawing C.401 &C.601. These roof drains are to be fitted with 1 weir each at a rated capacity of 0.15 L/s/cm ofhead.
The single-storey ‘Control Flo’ roof drains will service the proposed sloped rooftop, 0.128 ha,and will have a peak release rate of 4.91 L/s combined during the 100 year storm event and willprovide a maximum anticipated storage of 46.88 m3 at a maximum expected height of 110 mm.Scupper drains are to be provided 150 mm above the rooftop elevation to provide an outlet forgreater storm events as well as act as an emergency overflow in case of blockage. Additionally,the rooftop will need to be structurally designed to accommodate the maximum 150mm waterlevel.
The two-storey ‘Control Flo’ roof drains will service the proposed sloped rooftop, 0.074 ha, andwill have a peak release rate of 5.26 L/s combined during the 100 year storm event and willprovide a maximum anticipated storage of 28.66 m3 at a maximum expected height of 118 mm.Scupper drains are to be provided 150 mm above the rooftop elevation to provide an outlet forgreater storm events as well as act as an emergency overflow in case of blockage. Additionally,the rooftop will need to be structurally designed to accommodate the maximum 150mm waterlevel.
4.4.2 Hydrovex ICD and 825mm diameter HDPE Storage pipes
The final component for the stormwater attenuation will be the use of a Hydrovex ICD,specifically the 125VHV-2 model, and will be located in the control manhole, CBMH 4, on site.This Hydrovex ICD will ensure the allowable release rate is met during the 5 year and 100 yearstorm events. In order to throttle the 5 year and 100 year storm flows, on-site storage isrequired. The Hydrovex ICD will produce a head of 2.78 m and will require 205 m3 of on-sitestorage. The majority of this storage will be provided with the use of 4 rows of 825mm diameterHDPe 320kPa pipes. The rest of the storage will be provided through use of the on-site stormpipes and structures as well as some parking lot ponding. The maximum expected HWL duringthe 100 year event is 2.78m (87.91 masl). Refer to Appendix C for storage calculations.
Under the 100 year storm event, the Hydrovex ICD will release a maximum of 17.32 L/s into theVanguard Drive municipal sewer system. The uncontrolled area, 0.076 ha, of the site willrelease a peak 100 year flow of 11.51 L/s. The two-storey rooftop drains will provide a maximumflow of 5.26 L/s into the Vanguard Drive municipal sewer system downstream of the HydrovexICD. Therefore, the total release rate from the site during the 100 year event is 34.10 L/s, whichis meets than the allowable release requirement.
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
4.5 Proposed Stormwater Quality Controls
Enhanced 80% TSS removal will be accomplished through the use of an ADS 1200mmdiameter Downstream Defender (DD1200) capable of treating the site to 89.5% TSS removal.
The first in the treatment train will be the 300mm sumps in all catchbasins and catchbasinmanholes located in the parking lots and drive aisle of the site. The sumps will allow sediment tosettle to the bottom of the structures and be cleaned when required.
The final component in the stromwater treatment train will be the DD1200, which will be locatedafter the Control Manhole. Through the DD1200, 89.5% of the remaining TSS will be removedaccording to the manufacturer ADS. Refer to Appendix D for the Downstream Defender analysisand information.
This combination of treatment solutions will provide an overall TSS removal of 89.5%,exceeding the RVCA requirements of enhanced 80% TSS removal.
During construction, erosion and sediment controls will be provided primarily via a sedimentcontrol fence to be erected along the perimeter of the site where runoff has the potential ofleaving the site. Inlet sediment control devices are also to be provided in any catchbasins andmanholes in and around the site that may be impacted by the site construction. Refer to drawingC.101 for details.
Functional Servicing and Stormwater Management Report LRL File: 130427250 Vanguard DriveCity of Ottawa
December 9, 2013
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LRL Associates Ltd.
5.0 CONCLUSIONS
In accordance with the report objectives, the analysis of the proposed development can besummarized as follows:
Sanitary The anticipated sanitary flow from the proposed development is 2.00 L/s at 35,000
L/ha/d and a light industrial peaking factor of 6.6.Water
The anticipated domestic demand for the site is 0.7 L/s at 35,000 L/ha/d and a maximumhourly demand peaking factor of 1.8.
The maximum expected fire flow demand is 105 L/s. A municipal fire hydrant is available to service a portion of the proposed development. A
proposed private fire hydrant is to be located on-site to service the remaining portion ofthe site.
Stormwater Based on City of Ottawa requirements, the allowable release rate to the municipal sewer
network is 34.10 L/s for the 5 year and 100 year storm event. For greater rainfall events,the site is permitted to release at an uncontrolled rate to the fronting street, VanguardDrive.
Stormwater attenuation will be provided through the use of six (6) Zurn ‘Control Flo’ roofdrains, and a Hydrovex ICD located in the Control Manhole.
The Zurn ‘Control Flo’ roof drains are to have one (1) notch each. Scupper drains are tobe located 15cm above the rooftop elevation and the rooftop will need to be structurallydesigned to hold the expected water storage load.
Parking lot ponding, pipe storage and the 4 additional rows of 825mm diameter HDPEstorage pipes will be used to store a 205 m3 with a HWL of 2.78m (87.91 masl) abovethe Hydrovex ICD centre (85.13 masl) for the 100 year major system event.
Under the 100 year event the controlled release rate through the Hydrovex ICD will be17.32 L/s, the uncontrolled release is 11.51 L/s, and the roof controlled storm serviceconnected to the system downstream of the Hydrovex ICD will have a maximum flow of5.26 L/s. This totals 34.10 L/s, which meets the allowable release rate requirement of34.10 L/s.
Enhanced quality protection will be provided through the use of ADS 1200mmDownstream Defender accomplishing 89.5% TSS removal, exceeding the enhanced80% TSS removal requirement.
Subject: RE: 250 Vanguard Dr. - Master Servicing Study and As-built drawings
Hi Julien,
The boundary conditions are as follows:
Boundary conditions:
PKHR = 122.7m
MXDY+Fire = 125.7m
Max HGL = 130.1m
Sincerely,
John Sevigny, C.E.T. Project Manager - Infrastructure Approvals Development Review - Suburban Services Branch - East Unit Planning & Growth Management Dept. Infrastructure Services and Community Sustainability 110 Laurier Avenue West 4th floor
Q = 2.78CIA where,Q = Peak flow in litres per second (L/s)A = Drainage area in hectares (ha)I = Rainfall intensity (mm/hr)C = Runoff coefficient
Note: Max Peak Flow through ICD (CBMH 4 to OGS)shown in design sheet. Peak uncontrolled flow from rooftop shown although actually attenuated by Zurn Control Flo roof drains.
LOCATION AREA (Ha)** FLOW MANHOLE
G. Schaeffer S&R MechanicalOttawa Macdonald-Cartier International Airport IDF curve
Designed: PROJECT:
STREET Velocity(m/s)
Time offlow (min.)FROM MH TO MH C = 0.20 C = 0.70
PipeDiameter
(mm)Type Slope (%) Length (m) Capacity
(L/s)C = 0.90 Indiv.2.78AC
Accum.2.78AC
Time ofConc.(min.)
Manning's "n" = 0.013 Dwg. Reference: File Ref.: Date:
equation (5 year event, intensity in mm/hr) Checked: LOCATION:I = 998.071 / (Tc + 6.053)0.814
J.C. Lalonde 250 Vanguard Drive, OttawaMin. velocity = 0.80 m/s
100 Year Stormwater Calculations Project No: 130427 Date:
Allowable Release Rate
50 L/s/ha34.10 L/s
Site Parameters
Total Site Area = 0.682 ha ∑R= 0.82Single-Storey Rooftop Area = 0.128 ha ∑R= 0.90 (3 drains -rooftop controlled then chamber controlled)
Hardscape Area = 0.391 ha R= 0.90Landscape Area = 0.004 ha R= 0.20
Total Chamber Controlled = 0.396 ha ∑R= 0.89 (direct, therefore excludes rooftop)Semi
Controlled Two-Storey Rooftop Area = 0.074 ha ∑R= 0.90 (3 drains-rooftop controlled then released to system after ICD)Hardscape Area = 0.009 ha R= 0.90Landscape Area = 0.076 ha R= 0.20
**The controlled rooftop flow is then controlled by the storage pipes/Ipex ICD.**The semi controlled rooftop flow is controlled on the rooftop then bypasses the ICD.
5. Adjustment for using 60 minute data for sites with tc less than 60 min.
3. DD Removal Efficiency based on full-scale test results of 110um particle diameter4. Weighted Removal Efficiency = (DD Removal Efficiency) x (% Total Rainfall Depth)
DD Removal Efficiency3
Weighted Removal Efficiency4
Efficiency Adjustment5:Total Net Annual Removal Efficiency:
1. Rainfall data based on 10 years of rainfall data for Canadian Station 6105976, Ottawa CDA, ON2. Flows approximated using the Rational Method, Q=CIA, where:
% Total Rainfall Depth
Average Annual Volume Treatment
Project Name: City of Ottawa 1200 mm dia. Downstream Defender Sizing Hydro Ref. # 13-8568
Rainfall Intensity1 Flow Rate2
Hydro International � 94 Hutchins Drive � Portland, ME 04102 Tel: (207) 756-6200 � Fax: (207) 756-6212 www.Hydro-International.biz
0%
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0 10 20 30 40 50 60 70 80 90
% R
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Downstream Defender Performance Test Material = OK110 (D50: Approx.=106 microns)
COPYRIGHT STATEMENT: The contents of this document, including but not limited to test procedures, performance data, claims, and presentation of results contained herein or annexed hereto, are intended for the use of the recipient to whom the document and all associated information are directed. Hydro International plc owns the copyright of this document (including any reports and data annexed to it), which is supplied in confidence. It must not be used for any purpose other than that for which it is supplied and must not be reproduced, in whole or in part stored in a retrieval system or transmitted in any form or by any means without prior permission in writing from Hydro International plc. DISCLAIMER: Information and data contained in this document are exclusively for the purpose of assessing the performance of Hydro International’s Downstream Defender
®, First Defense
®, and/or Up-Flo Filter
®. No warranty is given nor can liability be accepted for use of
this information for any other purpose. Hydro International plc has a policy of continuous product development and reserve the right to amend specifications.
Hydro International 94 Hutchins Drive Portland, Maine 04102 t: 207.756.6200 f: 207.756.6212 www.hydro-international.biz DD OK-110 Performance Evaluation_OP_V1.2