Civil Geotechnical Structural Environmental Hydrogeology 210 Prescott Street, Unit 1 P.O. Box 189 (613) 860-0923 Kemptville, Ontario K0G 1J0 FAX: (613) 258-0475 Professional Engineers Authorized by the Association of Professional Engineers Ontario Of Ontario to offer professional engineering services SERVICING AND STORMWATER MANAGEMENT REPORT LIGHT INDUSTRIAL BUILDING 139 JOHN CAVANAUGH DRIVE OTTAWA, ONTARIO Prepared For: Lor-Issa Construction Inc. 3140 Carp Road Ottawa, Ontario K0A 1L0 PROJECT #: 160323 DISTRIBUTION 6 copies – City of Ottawa 1 copy – Lor-Issa Construction 1 copy – Kollaard Associates Inc. Rev 2 – Revised per Second Review Comments June 29, 2017 Rev 1 – Revised per Review Comments March 14, 2017 Rev 0 – Issued for Site Plan Approval August18, 2016
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
Civil Geotechnical Structural Environmental
Hydrogeology 210 Prescott Street Unit 1 PO Box 189 (613) 860-0923 Kemptville Ontario K0G 1J0 FAX (613) 258-0475
Professional Engineers Authorized by the Association of Professional Engineers
Ontario Of Ontario to offer professional engineering services
SERVICING AND STORMWATER MANAGEMENT REPORT
LIGHT INDUSTRIAL BUILDING 139 JOHN CAVANAUGH DRIVE
OTTAWA ONTARIO
Prepared For
Lor-Issa Construction Inc 3140 Carp Road Ottawa Ontario
K0A 1L0
PROJECT 160323
DISTRIBUTION 6 copies ndash City of Ottawa 1 copy ndash Lor-Issa Construction 1 copy ndash Kollaard Associates Inc
Rev 2 ndash Revised per Second Review Comments June 29 2017 Rev 1 ndash Revised per Review Comments March 14 2017 Rev 0 ndash Issued for Site Plan Approval August18 2016
Servicing and Stormwater Management Report Lor-Issa Construction
Kollaard Associates was retained by Lor‐Issa Construction Inc to complete a Stormwater Management Report for a Light Industrial Building in the City of Ottawa Ontario
This report will summarize the stormwater management (SWM) design requirements and proposed works that will address stormwater flows arising from the site under post‐development conditions and will identify any stormwater servicing concerns and also describe any measures to be taken during construction to minimize erosion and sedimentation
The development being proposed by Lor‐Issa Construction Inc is located on the north side of John Cavanaugh Drive
The site has a total area of 1046 hectares and is currently undeveloped The proposed development is to consist of a proposed light industrial building with asphalt parking area in the front and gravel parking area in the rear Vehicular access to the site is from John Cavanaugh Drive by means of an asphalt driveway located along the southeast side of the site
Servicing and Stormwater Management Report Lor-Issa Construction
21 Domestic The facility is to be serviced by a drilled well constructed on June 20 2016 Information regarding the quality and quantity capabilities of this well can be found in the Hydrogeology Report prepared by Kollaard Associates Hydrogeological Study 139 John Cavanaugh Drive July 11 2016 File Number 160323 This report also contains a copy of the Ministry of Environment Well Record
The water system shall be pressurized with a submersible well pump capable of supplying water at a flow rate of no greater than 35 litresminute (77 igpm) as recommended on the Ministry of Environment Well Record The well shall be fitted with a pitless adapter and protrude from the ground at least 400mm
A seamless 125rdquo polyethylene pipe rated at 150psi shall be installed between the well and the building at a depth of at least 24m
Based on Part 8 of the Ontario Building Code the anticipated design water consumption for the proposed occupancy is up to 3150 litresday as per the septic system design by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
22 Fire Water Storage Fire water storage is required on this site as the proposed building is over 600 square metres in area Total fire storage and requires fire flow was calculated using the Ontario Building Code (2012) Total required fire storage was calculated to be 189529 L as shown below
Formulae
OBC Classification of Building Use Group Division F2 (OBC T-3121)
Assumed Type of Construction
(Most Protective Type)
Building is of limited‐combustible construction Floor assemblies are fire separations but with no fire‐resistance rating Roof assemblies mezzanines Load bearing walls columns and arches do not have a fire‐resistance rating (OBC Appendix A Table 1)
Water Supply Coefficient (Table 1 OBC) K 17 Exposure Distance 1 gt10 m Exposure Distance 2 gt10 m Exposure Distance 3 gt10 m Exposure Distance 4 gt10 m Spatial Coefficient 1 Sside 0 Spatial Coefficient 2 Sside 0 Spatial Coefficient 3 Sside 0 Spatial Coefficient 4 Sside 0 Total Spatial Coefficient Stot 1 Average Building Height H 75 m Building Footprint A 1487 sqm Total Building Volume V 11149 cum Minimum Supply of Water Q 189529 L Required Fire Flow Qf 5400 Lmin per Table 2 on A-3257 of the OBC
90 Ls
Fire water storage is being provided on site in the form of three (3) storage tanks with a capacity of 65000 L providing a total storage volume of 195000 L
TotKVSQ ][01 4321 sidesidesidesideTot SSSSS
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
Kollaard Associates was retained by Lor‐Issa Construction Inc to complete a Stormwater Management Report for a Light Industrial Building in the City of Ottawa Ontario
This report will summarize the stormwater management (SWM) design requirements and proposed works that will address stormwater flows arising from the site under post‐development conditions and will identify any stormwater servicing concerns and also describe any measures to be taken during construction to minimize erosion and sedimentation
The development being proposed by Lor‐Issa Construction Inc is located on the north side of John Cavanaugh Drive
The site has a total area of 1046 hectares and is currently undeveloped The proposed development is to consist of a proposed light industrial building with asphalt parking area in the front and gravel parking area in the rear Vehicular access to the site is from John Cavanaugh Drive by means of an asphalt driveway located along the southeast side of the site
Servicing and Stormwater Management Report Lor-Issa Construction
21 Domestic The facility is to be serviced by a drilled well constructed on June 20 2016 Information regarding the quality and quantity capabilities of this well can be found in the Hydrogeology Report prepared by Kollaard Associates Hydrogeological Study 139 John Cavanaugh Drive July 11 2016 File Number 160323 This report also contains a copy of the Ministry of Environment Well Record
The water system shall be pressurized with a submersible well pump capable of supplying water at a flow rate of no greater than 35 litresminute (77 igpm) as recommended on the Ministry of Environment Well Record The well shall be fitted with a pitless adapter and protrude from the ground at least 400mm
A seamless 125rdquo polyethylene pipe rated at 150psi shall be installed between the well and the building at a depth of at least 24m
Based on Part 8 of the Ontario Building Code the anticipated design water consumption for the proposed occupancy is up to 3150 litresday as per the septic system design by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
22 Fire Water Storage Fire water storage is required on this site as the proposed building is over 600 square metres in area Total fire storage and requires fire flow was calculated using the Ontario Building Code (2012) Total required fire storage was calculated to be 189529 L as shown below
Formulae
OBC Classification of Building Use Group Division F2 (OBC T-3121)
Assumed Type of Construction
(Most Protective Type)
Building is of limited‐combustible construction Floor assemblies are fire separations but with no fire‐resistance rating Roof assemblies mezzanines Load bearing walls columns and arches do not have a fire‐resistance rating (OBC Appendix A Table 1)
Water Supply Coefficient (Table 1 OBC) K 17 Exposure Distance 1 gt10 m Exposure Distance 2 gt10 m Exposure Distance 3 gt10 m Exposure Distance 4 gt10 m Spatial Coefficient 1 Sside 0 Spatial Coefficient 2 Sside 0 Spatial Coefficient 3 Sside 0 Spatial Coefficient 4 Sside 0 Total Spatial Coefficient Stot 1 Average Building Height H 75 m Building Footprint A 1487 sqm Total Building Volume V 11149 cum Minimum Supply of Water Q 189529 L Required Fire Flow Qf 5400 Lmin per Table 2 on A-3257 of the OBC
90 Ls
Fire water storage is being provided on site in the form of three (3) storage tanks with a capacity of 65000 L providing a total storage volume of 195000 L
TotKVSQ ][01 4321 sidesidesidesideTot SSSSS
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
Kollaard Associates was retained by Lor‐Issa Construction Inc to complete a Stormwater Management Report for a Light Industrial Building in the City of Ottawa Ontario
This report will summarize the stormwater management (SWM) design requirements and proposed works that will address stormwater flows arising from the site under post‐development conditions and will identify any stormwater servicing concerns and also describe any measures to be taken during construction to minimize erosion and sedimentation
The development being proposed by Lor‐Issa Construction Inc is located on the north side of John Cavanaugh Drive
The site has a total area of 1046 hectares and is currently undeveloped The proposed development is to consist of a proposed light industrial building with asphalt parking area in the front and gravel parking area in the rear Vehicular access to the site is from John Cavanaugh Drive by means of an asphalt driveway located along the southeast side of the site
Servicing and Stormwater Management Report Lor-Issa Construction
21 Domestic The facility is to be serviced by a drilled well constructed on June 20 2016 Information regarding the quality and quantity capabilities of this well can be found in the Hydrogeology Report prepared by Kollaard Associates Hydrogeological Study 139 John Cavanaugh Drive July 11 2016 File Number 160323 This report also contains a copy of the Ministry of Environment Well Record
The water system shall be pressurized with a submersible well pump capable of supplying water at a flow rate of no greater than 35 litresminute (77 igpm) as recommended on the Ministry of Environment Well Record The well shall be fitted with a pitless adapter and protrude from the ground at least 400mm
A seamless 125rdquo polyethylene pipe rated at 150psi shall be installed between the well and the building at a depth of at least 24m
Based on Part 8 of the Ontario Building Code the anticipated design water consumption for the proposed occupancy is up to 3150 litresday as per the septic system design by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
22 Fire Water Storage Fire water storage is required on this site as the proposed building is over 600 square metres in area Total fire storage and requires fire flow was calculated using the Ontario Building Code (2012) Total required fire storage was calculated to be 189529 L as shown below
Formulae
OBC Classification of Building Use Group Division F2 (OBC T-3121)
Assumed Type of Construction
(Most Protective Type)
Building is of limited‐combustible construction Floor assemblies are fire separations but with no fire‐resistance rating Roof assemblies mezzanines Load bearing walls columns and arches do not have a fire‐resistance rating (OBC Appendix A Table 1)
Water Supply Coefficient (Table 1 OBC) K 17 Exposure Distance 1 gt10 m Exposure Distance 2 gt10 m Exposure Distance 3 gt10 m Exposure Distance 4 gt10 m Spatial Coefficient 1 Sside 0 Spatial Coefficient 2 Sside 0 Spatial Coefficient 3 Sside 0 Spatial Coefficient 4 Sside 0 Total Spatial Coefficient Stot 1 Average Building Height H 75 m Building Footprint A 1487 sqm Total Building Volume V 11149 cum Minimum Supply of Water Q 189529 L Required Fire Flow Qf 5400 Lmin per Table 2 on A-3257 of the OBC
90 Ls
Fire water storage is being provided on site in the form of three (3) storage tanks with a capacity of 65000 L providing a total storage volume of 195000 L
TotKVSQ ][01 4321 sidesidesidesideTot SSSSS
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
Kollaard Associates was retained by Lor‐Issa Construction Inc to complete a Stormwater Management Report for a Light Industrial Building in the City of Ottawa Ontario
This report will summarize the stormwater management (SWM) design requirements and proposed works that will address stormwater flows arising from the site under post‐development conditions and will identify any stormwater servicing concerns and also describe any measures to be taken during construction to minimize erosion and sedimentation
The development being proposed by Lor‐Issa Construction Inc is located on the north side of John Cavanaugh Drive
The site has a total area of 1046 hectares and is currently undeveloped The proposed development is to consist of a proposed light industrial building with asphalt parking area in the front and gravel parking area in the rear Vehicular access to the site is from John Cavanaugh Drive by means of an asphalt driveway located along the southeast side of the site
Servicing and Stormwater Management Report Lor-Issa Construction
21 Domestic The facility is to be serviced by a drilled well constructed on June 20 2016 Information regarding the quality and quantity capabilities of this well can be found in the Hydrogeology Report prepared by Kollaard Associates Hydrogeological Study 139 John Cavanaugh Drive July 11 2016 File Number 160323 This report also contains a copy of the Ministry of Environment Well Record
The water system shall be pressurized with a submersible well pump capable of supplying water at a flow rate of no greater than 35 litresminute (77 igpm) as recommended on the Ministry of Environment Well Record The well shall be fitted with a pitless adapter and protrude from the ground at least 400mm
A seamless 125rdquo polyethylene pipe rated at 150psi shall be installed between the well and the building at a depth of at least 24m
Based on Part 8 of the Ontario Building Code the anticipated design water consumption for the proposed occupancy is up to 3150 litresday as per the septic system design by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
22 Fire Water Storage Fire water storage is required on this site as the proposed building is over 600 square metres in area Total fire storage and requires fire flow was calculated using the Ontario Building Code (2012) Total required fire storage was calculated to be 189529 L as shown below
Formulae
OBC Classification of Building Use Group Division F2 (OBC T-3121)
Assumed Type of Construction
(Most Protective Type)
Building is of limited‐combustible construction Floor assemblies are fire separations but with no fire‐resistance rating Roof assemblies mezzanines Load bearing walls columns and arches do not have a fire‐resistance rating (OBC Appendix A Table 1)
Water Supply Coefficient (Table 1 OBC) K 17 Exposure Distance 1 gt10 m Exposure Distance 2 gt10 m Exposure Distance 3 gt10 m Exposure Distance 4 gt10 m Spatial Coefficient 1 Sside 0 Spatial Coefficient 2 Sside 0 Spatial Coefficient 3 Sside 0 Spatial Coefficient 4 Sside 0 Total Spatial Coefficient Stot 1 Average Building Height H 75 m Building Footprint A 1487 sqm Total Building Volume V 11149 cum Minimum Supply of Water Q 189529 L Required Fire Flow Qf 5400 Lmin per Table 2 on A-3257 of the OBC
90 Ls
Fire water storage is being provided on site in the form of three (3) storage tanks with a capacity of 65000 L providing a total storage volume of 195000 L
TotKVSQ ][01 4321 sidesidesidesideTot SSSSS
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
21 Domestic The facility is to be serviced by a drilled well constructed on June 20 2016 Information regarding the quality and quantity capabilities of this well can be found in the Hydrogeology Report prepared by Kollaard Associates Hydrogeological Study 139 John Cavanaugh Drive July 11 2016 File Number 160323 This report also contains a copy of the Ministry of Environment Well Record
The water system shall be pressurized with a submersible well pump capable of supplying water at a flow rate of no greater than 35 litresminute (77 igpm) as recommended on the Ministry of Environment Well Record The well shall be fitted with a pitless adapter and protrude from the ground at least 400mm
A seamless 125rdquo polyethylene pipe rated at 150psi shall be installed between the well and the building at a depth of at least 24m
Based on Part 8 of the Ontario Building Code the anticipated design water consumption for the proposed occupancy is up to 3150 litresday as per the septic system design by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
22 Fire Water Storage Fire water storage is required on this site as the proposed building is over 600 square metres in area Total fire storage and requires fire flow was calculated using the Ontario Building Code (2012) Total required fire storage was calculated to be 189529 L as shown below
Formulae
OBC Classification of Building Use Group Division F2 (OBC T-3121)
Assumed Type of Construction
(Most Protective Type)
Building is of limited‐combustible construction Floor assemblies are fire separations but with no fire‐resistance rating Roof assemblies mezzanines Load bearing walls columns and arches do not have a fire‐resistance rating (OBC Appendix A Table 1)
Water Supply Coefficient (Table 1 OBC) K 17 Exposure Distance 1 gt10 m Exposure Distance 2 gt10 m Exposure Distance 3 gt10 m Exposure Distance 4 gt10 m Spatial Coefficient 1 Sside 0 Spatial Coefficient 2 Sside 0 Spatial Coefficient 3 Sside 0 Spatial Coefficient 4 Sside 0 Total Spatial Coefficient Stot 1 Average Building Height H 75 m Building Footprint A 1487 sqm Total Building Volume V 11149 cum Minimum Supply of Water Q 189529 L Required Fire Flow Qf 5400 Lmin per Table 2 on A-3257 of the OBC
90 Ls
Fire water storage is being provided on site in the form of three (3) storage tanks with a capacity of 65000 L providing a total storage volume of 195000 L
TotKVSQ ][01 4321 sidesidesidesideTot SSSSS
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
22 Fire Water Storage Fire water storage is required on this site as the proposed building is over 600 square metres in area Total fire storage and requires fire flow was calculated using the Ontario Building Code (2012) Total required fire storage was calculated to be 189529 L as shown below
Formulae
OBC Classification of Building Use Group Division F2 (OBC T-3121)
Assumed Type of Construction
(Most Protective Type)
Building is of limited‐combustible construction Floor assemblies are fire separations but with no fire‐resistance rating Roof assemblies mezzanines Load bearing walls columns and arches do not have a fire‐resistance rating (OBC Appendix A Table 1)
Water Supply Coefficient (Table 1 OBC) K 17 Exposure Distance 1 gt10 m Exposure Distance 2 gt10 m Exposure Distance 3 gt10 m Exposure Distance 4 gt10 m Spatial Coefficient 1 Sside 0 Spatial Coefficient 2 Sside 0 Spatial Coefficient 3 Sside 0 Spatial Coefficient 4 Sside 0 Total Spatial Coefficient Stot 1 Average Building Height H 75 m Building Footprint A 1487 sqm Total Building Volume V 11149 cum Minimum Supply of Water Q 189529 L Required Fire Flow Qf 5400 Lmin per Table 2 on A-3257 of the OBC
90 Ls
Fire water storage is being provided on site in the form of three (3) storage tanks with a capacity of 65000 L providing a total storage volume of 195000 L
TotKVSQ ][01 4321 sidesidesidesideTot SSSSS
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
No municipal sanitary services are available at this site The septic system has been design by Fieldstone Engineering Inc The anticipated design water consumption (equivalent to sanitary sewage flow) for the proposed occupancy is 3150 litresday Sanitary sewage will be disposed of by an on‐site sewage system with a level 4 treatment unit The on‐site system will include one (1) septic tank one (1) recirculation tank two (2) Orenco Advantex Model AX20 treatment units and a shallow buried trench disposal field A sewage system permit has been issued by the Ottawa Septic System Office reference permit No 15‐463 Details can be found on DWG No FS‐15‐063‐1 by Fieldstone Engineering Inc
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
41 Stormwater Management Design Criteria Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines (October 2012) and the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003)
The City of Ottawa states that ldquoThe roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be storedrdquoRefer to the email from the City of Ottawa provided in Appendix B
411 Minor System Design Criteria
The storm sewers have been designed and sized based on the rational formula and the Manningrsquos Equation under free flow conditions for the 5‐year storm using a 10‐minute inlet time
412 Major System Design Criteria
The major system has been designed to accommodate on‐site detention with sufficient capacity to attenuate the runoff generated onsite during a 100‐year design storm Excess runoff above the 100 year event will flow overland to the ditch in the easement on the northeast side of the property and ultimately into the roadside ditch along John Cavanaugh Drive On site storage is provided and calculated for up to the 100‐year design storm Calculations of the required storage volumes have been provided in Appendix A The depth and extent of surface storage is illustrated on the drawing 160323‐GR
413 Quality Control Design Criteria
The Mississippi Valley Conservation Authority requires that normal level of quality control is met using best management practices as per the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (March 2003) Normal treatment is defined by the Ministry of Environment Stormwater Management Planning and Design Manual (MOE Stormwater Manual) as long‐term average removal of 70 of suspended solids
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
42 Stormwater Quantity Control Peak Flow for runoff quantities for the Pre‐Development and Post‐Development stages of the project were calculated using the rational method The rational method is a common and straightforward calculation which assumes that the entire drainage area is subject to uniformly distributed rainfall The formula is
QCiA
360
Where Q is the Peak runoff measured in m3s C is the Runoff Coefficient Dimensionless A is the runoff area in hectares i is the storm intensity measure in mmhr All values for intensity i for this project were derived from IDF curves provided by the City of Ottawa for data collected at the Ottawa International airport For this project two return periods were considered 5 and 100‐year events The formulae for each are 5‐Year Event
81400536
071998
cti
100‐Year Event
8200146
0711735
cti
where tc is time of concentration
421 Pre-development Site Conditions
The site is located north of John Cavanaugh Drive in the City of Ottawa Ontario The site has a total area of about 1046 hectares that is undeveloped All areas will be considered grasslandscaped areas
4211 Pre-development Site Drainage Patterns
Existing stormwater runoff from the entire site in general consists of uncontrolled sheet flow towards the northeast side of the property where it is directed into an existing ditch
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
Runoff coefficients for impervious surfaces (roofs asphalt and concrete) were taken as 090 whereas pervious surfaces (grass) were taken as 020 A 25 increase for the post development 100‐year runoff coefficients was used PRE-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
1046000 1046
Buildings 0900 1000 000 0000
Grass and Shrubs 0200 0250 1046000 1046
Asphalt Parking 0900 1000 000 0000
Gravel 0700 0875 000 0000
Weighted Average C 0200 0250
Used C Value 0200 0375
POST-DEVELOPMENT
Description
Runoff Coefficient
Area m2 Area (ha) 5-year 100-year
TOTAL DEVELOPED AREA 104600 1046
Total Building Area 14900 0149
Controlled Building Areas 0900 1000 14900 0149
Uncontrolled Building Areas 0900 1000 00 0000
Total Landscape Area (Grass Shrub Tree Pond) 54300 0543
Controlled Landscape Area 0200 025 37500 0375
Uncontrolled Landscape Area 0200 025 16800 0168
Total Asphalt amp Gravel - Parking amp Roadways 35400 0354
Controlled Asphaltpavement 0900 1000 2200 0022
Controlled Gravel 0700 0875 23400 0234
Uncontrolled Asphaltpavement 0900 1000 9800 0098
Uncontrolled Gravel 0700 0875 00 0000
Controlled Area Weighted Avg C 050 060 78000 0780
Uncontrolled Area Weighted Avg C 046 053 26600 0266
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
With the proposed changes in land use the overall imperviousness of the site will increase thereby increasing the rate of storm runoff To control runoff from the site it will be necessary to limit post‐development flows for all storm return periods up to and including the 100‐year event using onsite inlet controls The City of Ottawa requires that runoff from the site is to be controlled to a post‐development runoff coefficient of 05 and any runoff above that will have to be stored on site The allowable release rates were therefore determined to be 885 Ls and 1510 Ls for the 5‐year and 100‐year storm events respectively as per the design criteria provided by the City of Ottawa Calculations are summarized in Appendix A
424 Post Development Restricted Flow and Storage
In order to meet the stormwater quantity control restriction the post development runoff rate cannot exceed the allowable release rates 1021 Ls and 1744 Ls for the 5‐year and 100‐year storm events respectively Runoff generated on site in excess of the allowable release rate will be temporarily stored in a storage pond and is to be released at a controlled rate following the storm event The flow from the front portion of the site will flow directly to the roadside ditches and will be considered uncontrolled Since flow from a portion of the site is uncontrolled the allowable controlled area release rate is then considered the difference of the allowable release rate and the flow from the uncontrolled portion of the site The uncontrolled area flow for the site was calculated to be 354 Ls and 700 Ls for the 5‐year and 100‐year storm events respectively Refer to Appendix A for Uncontrolled Area Flow Therefore the allowable controlled area release rates are equal to 667 Ls and 1044 Ls 5‐year and 100‐year storm events respectively In order to achieve the allowable controlled area storm water release rate storm water runoff from the site will be controlled by two 200mm diameter outlet culverts in order to control the discharge to the ditch Refer to Appendix A for culvert sizing calculations During a 5 year storm event the storage volume in front of the sand filter will rapidly fill Once this available storage is occupied the sand filter will be overtopped and the release rate from the storage area will be controlled by the outlet culverts Since there is space between the invert of the outlet culverts and the sand filter the sand filter will not significantly affect the head on the outlet culverts
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
Storage volume required for controlling the 5 and 100 year flows to the allowable controlled area release rates are 282 msup3 and 885 msup3 respectively as per calculations attached in Appendix A These volumes are in addition to the quality storage volume calculated in the next section and will result in ponding elevations of 11881 m and 11893 m for the 5‐year and 100‐year storm events respectively Calculations of the ponding volumes and their respective elevations are provided in Appendix A
It is understood that all runoff originating on the roof of the building will be directed to a grass swale at the west side of the building and ultimately towards the storage pond Runoff from the roof will be collected by eaves troughs and directed through a downspout to the surface
Table 1 ndash SWM Summary
Storm Event
Allowable Release
Rate (Ls)
Uncontrolled Area Release
Rate (Ls)
Allowable Cont Area
Release Rate (Ls)
Actual
Cont Area Release
Rate (Ls)
Ponding level (m)
Required Storage
(msup3)
Available Storage
(msup3)
5-year 1021 354 667 655 11881 282 1322
100-year 1744 700 1044 872 11893 885
43 Stormwater Quality Control Stormwater treatment of 70 TSS removal will be provided for by the use of a sand filter in combination with pre‐treatment utilizing Best Management Practices (BMPrsquos) including the use of grassed lined swales
Quality Control
Quality Control will be provided by providing temporary detention of the entire volume of runoff specified in the MOE Stormwater Manual for quality control in front of a sand filter Discharge of this quality control volume will be through the sand filter only The runoff entering the storage swale in front of the sand filter will be pre‐treated by means of vegetative filtration to prolong the life of the sand filter
The MOE Stormwater Manual in section 467 under the heading Volumetric Sizing provides the following design guidance in order to calculate the quality control volume
Water quality volumes to be used in the design are provided in Table 32 under the ldquoinfiltrationrdquo heading Erosion and quantity control volumes are not applicable to this type of
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
SWMP The design should be such that at a minimum the by‐pass of flows should not occur below or at the peak runoff from a 4 hour 15 mm design event
The water quality storage volume requirement to achieve a normal level of treatment using filtration was determined from the MOE Stormwater Manual Table 32 The total impervious ratio for the controlled area of the site is (0120+0149 + 0234) 078 = 052 or 52 From Table 32 the storage requirement is 20 m3ha 1046 ha x 20 m3ha gives a total storage requirement of 2092m3
A 4 hour 15 mm design storm was entered into a Visual OTTHYMO 232 model using the controlled area catchment of 078 hectares an impervious ratio of 052 Mannings n of 025 and 0013 for pervious and impervious areas The model produced a total runoff volume of 39 mmm2 or 304 m3
As shown in Appendix A there is a total storage volume for quality control purposes of 309 m3 below the top of the sand filter As such the entire quality control volume will be stored below the top of the sand filter and no by‐pass or overtopping of the filter will occur below or at the peak runoff from a 4 hour 15 mm design event
Release rate through sand filter and Infiltration through bottom of storage swale
The sand filter will be placed in front of the outlet culverts and will have a depth of 015 metres and length and width of 05m x 80m The sand filter will be constructed of a medium grained sand having a percolation rate of T = 2 mincm According to the MOE Stormwater Manual the seepage rate through a sand filter is to be calculated by using Darcys Law and is equal to the projected surface area of the weir x coefficient of permeability x (hydraulic gradient across the filter) Where the hydraulic gradient was calculated as the head across the filter divided by the average length of the flow path through the filter The average flow path length was determined by means of a flow net to be 06 metres as follows
A coefficient of Permeability of 3600 mmh was used in the Darcy Equation to represent the actual coefficient of permeability for the sand in the filter This permeability was derived from
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
the values given in Table 2 Approximate Relationship of Coarse grained Soil Types to Permeability and Percolation Time in the 2012 Building Code ldquoSupplementary Standards ‐6 Percolation Time and Soil Descriptionsrdquo The percolation rate ldquoTrdquo time of the soil to be used in the filter is 2 minscm This corresponds to a coefficient of permeability of 01 cmsec (or 3600 mmh) This is based on the specified sand material to be used in the sand filter as indicated on Kollaard Associates Inc drawing 1603238 ‐ GR
From the geotechnical report prepared by Field Stone Engineering the underlying soils consist of compact to very‐dense silty sand From Table 2 the coefficient of permeability for this silty sand would be 10 x 10‐5 cmsec
The table quoted above shows the following the fourth column has been added and is different from the quoted table
Soil Type Coefficient of
Permeability K ndash cmsec
Percolation Time
T ndash minscm
Coefficient of Permeability K ndash
msec
SW 10‐1 ndash 10‐4 2 ‐ 12 10‐3 ndash 10‐6
SM 10‐3 ndash 10‐5 8 ‐ 20 10‐5 ndash 10‐7
The value provided in the table for a percolation rate (T) of 2 minscm is 01 cmsec or 3600 mmhr
The flow rate through the sand filter would be
Q = A k i
Where A = cross‐sectional area of filter = 01580 = 16 m2
k =coefficient of permeability = 1 x 10‐3 ms
i = hydraulic gradient = 01506 = 025
Q = 3 x 10‐4 m3s = 03 Ls
The flow rate through the bottom of the pond would be
Q = A k i
Where A = surface area of the pond = 255 m2
k =coefficient of permeability = 1 x 10‐7 ms
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
With a combined flow rate of 036 Ls the draw down time for a storage volume of 309 m3 would be approximately 239 hours
The flow rate through the Rip‐Rap protecting the sand filter can be calculated using the following Equation
Q = 0327 e 15 S (g D50 T ) 05 p W H 15
Where Q = Flow Rate through Rip‐Rap (m3sec) g = 9806 msec2 D50 = Mean diameter of the rock (m) W = Width of the rock (m) P = Porosity of the rock T = total thickness of the rock (m) H = Hydraulic head (m) S = Slope of Channel ()
Using a total thickness of rock of 20 ndash 07 = 13 and a mean rock diameter of 005 mm the flow rate through the Rip‐Rap at a depth of 01 m = 246 Ls Since this is much greater than the flow rate through the sand filter the Rip‐Rap will not affect the flow rate through the sand filter
This flow rate through the sand filter is not significant compared to the post development release rates indicated above for the 5 year and 100 year storm events Using this design permeability the flow rate through the sand would be insignificant compared to the flow rate through the outlet culverts
Best Management Practices
Section 459 of the MOE Stormwater Management Planning and Design Manual (dated March 2003) discusses the use of grassed swales as a form of lot level and conveyance controls for stormwater management This section promotes the use of shallow low gradient swales as opposed to deep narrow swales Swales are also more effective for water quality purposes if the slope is less than 1 and the velocity less than 05ms These design aspects are incorporated into the detailed design of the development
City of Ottawa Sewer Design Guidelines indicate that all swales with slopes of less than 15 must have a perforated sub‐drain as per City of Ottawa Standard Detail S29 This standard detail is titled Perforated Pipe Installation For Rear Yard and Landscaping Applications This detail specifies a surficial layer with a thickness of 100 mm followed by 300 mm of approved native backfill then by a clear stone drainage layer with a perforated pipe The clear stone
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
drainage layer has a minimum thickness of 600 mm The perforated pipe has a diameter of 250 mm and is located a minimum of 75 mm from the bottom of the trench This sub‐drain or perforated pipe extends along the bottom of the swale to an outlet In the case where the perforate pipe is used for rear yard drainage and landscaping purposes in an urban setting the outlet for the perforated pipe is typically a storm sewer
The purpose of the minimum swale slope requirement and mitigating detail where the minimum slope cannot be met due to physical limitations of a site is to ensure that there is no long term ponding within the swale Long term ponding negatively affects vegetation and results in stagnant water leading to mosquito habitat and odor
It is considered however that there is no outlet for a sub‐drain at this site due to the limited elevation difference between the bottom of the storage swale and the immediate receiving bodies which are the ditch in the drainage easement along the east side of the site followed by the roadside ditch The bottom of the storage swale elevation is set at 11860 metres and the existing roadside ditch elevation at the outlet location is 11805 metres There is a distance of about 121 metres between the storage swale and the roadside ditch The physical limitations of the site make the installation of a subdrain below the swales unfeasible
In order to reduce the potential for improper drainage of the swales and the for potential surface ponding a clear stone infiltration trench is proposed along the bottom of the swales and storage pond The clear stone trench will have a width of 05 metres and a thickness of 03 metres The clear stone will be surrounded on the sides and bottom with a 4 ounce per square yard non‐woven geotextile fabric As a result of the clear stone trench any potential ponding within the swales will be below the ground surface
Best Management Practices shall be implemented as follows to reduce transport of sediments and promote on site ground water recharge
a) The storage swale has a width of 8 metres and a bottom slope of 032 percent The peak flow rate during a 100 year storm event into the swale is 2323 Ls This peak flow rate would result in a flow velocity of 023 ms and a flow depth of 009 m Since on average the first 008 metres depth of the storage swale are occupied by the quality storage the actual flow depth will be 017 m Since Q=VA the actual velocity would be 015 ms This velocity is well below the velocity at which re‐suspension of settled particles will occur
b) Preservation of existing topographical and natural features The site has been graded to maintain similar drainage patterns to the existing conditions The design has also incorporated areas to remain untouched by the development
c) Discharge roof leaders to yards for natural infiltration evaporation Roof leaders or roof drainage will not be connected to a storm sewer system They will discharge onto
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
the ground adjacent to the buildings and travel through low gradient grassed swales which will promote infiltration into the ground
d) Servicing via grassed swales and culverts instead of storm sewers The drainage system for the development consists of grassed ditches and culverts (where needed) without the use of storm sewers This will promote surface water infiltration
The contractor shall implement BMPrsquos to provide for protection of the area drainage system as further detailed in Section 5 of this report
44 Maintenance The grassed swales should be inspected on a weekly basis and after any rain fall event after construction until vegetation is well established Any areas of erosion or distress should be repaired immediately Once the vegetation is well established the swales should be visually inspected on a bi‐monthly basis and following significant storm events Any debris should be removed from the swales and the outlet culverts if present The grassed swales should be subjected to the same maintenance schedule as the remainder of the grass covered landscaped lawn surfaces That is the grass should be mowed and cared for as required to maintain a normal healthy appearance Minimum recommended grass height in the swales is 50 mm
Removal of accumulated sediment from the grassed swales should be conducted when the
accumulation of the sediment begins to significantly affect the quality of the grass growth
andor the drainage patterns along the grassed swales The sand filter should be replaced when
the drawdown time increases beyond 20 of the design value
The draw down time for the proposed storage swale is about 24 hours An increase of 20
percent would equate to a draw down time of about 29 hours During a 5 year storm event the
pond is expected to fill to about 021 meters above the bottom During a 100 year storm event
the pond is expected to fill to 033 meters above the bottom It is expected that observations
should be made of the stormwater pond during and after significant rainfall events If the pond
appears to be significantly deeper than expected or it appears that it takes longer than
expected for the water to completely leave the pond the engineer should be notified of the
observations At this point the engineer could make an assessment of the material in the upper
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
The owner (andor contractor) agrees to prepare and implement an erosion and sediment control plan at least equal to the stated minimum requirements and to the satisfaction of the City of Ottawa appropriate to the site conditions prior to undertaking any site alterations (filling grading removal of vegetation etc) and during all phases of site preparation and construction in accordance with the current best management practices for erosion and sediment control It is considered to be the owners andor contractors responsibility to ensure that the erosion control measures are implemented and maintained In order to limit the amount of sediment carried in stormwater runoff from the site during construction it is recommended to install a silt fence along the property as shown in Kollaard Associates Inc Drawing 160323‐ER Grading amp Erosion Control Plan The silt fence may be polypropylene nylon and polyester or ethylene yarn If a standard filter fabric is used it must be backed by a wire fence supported on posts not over 20 m apart Extra strength filter fabric may be used without a wire fence backing if posts are not over 10 m apart Fabric joints should be lapped at least 150 mm (6) and stapled The bottom edge of the filter fabric should be anchored in a 300 mm (1 ft) deep trench to prevent flow under the fence Sections of fence should be cleaned if blocked with sediment and replaced if torn Filter socks should be installed across existing storm manhole and catch basin lids As well filter socks should be installed across the proposed catch basin lids immediately after the catch basins are placed The filter socks should only be removed once the asphaltic concrete is installed and the site is cleaned The proposed landscaping works should be completed as soon as possible The proposed granular and asphaltic concrete surfaced areas should be surfaced as soon as possible The silt fences should only be removed once the site is stabilized and landscaping is completed These measures will reduce the amount of sediment carried from the site during storm events that may occur during construction
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
This report addresses the stormwater management requirements for the proposed development of the light Industrial building on John Cavanaugh Drive Based on the analysis provided in this report the conclusions are as follows
SWM for the proposed development will be achieved by restricting the runoff to a post‐development runoff coefficient of 05 for the 5‐year and 100‐year storm events respectively Two 200mm diameter outlet pipes are being proposed to control the flow Storage is being provided in a proposed on‐site stormwater management pond
During all construction activities erosion and sedimentation shall be controlled
We trust that this report provides sufficient information for your present purposes If you have any questions concerning this report or if we can be of any further assistance to you on this project please do not hesitate to contact our office Sincerely Kollaard Associates Inc
___________________________________ Steven deWit PEng
June292017
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Myra Van Die [MVandiemvconca]Sent May-30-16 1012 AMTo nicolekollaardcaSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Hi Nicole The City should be contacted to confirm the stormwater criteria MVCA recommends that quality treatment corresponding to a normal level of protection be provided At a minimum post‐development flows should match pre‐development rates Regards Myra Van Die PEng | Water Resources Engineer Mississippi Valley Conservation Authority
From Craig Cunningham Sent Monday May 30 2016 943 AM To Nicole Rajnovich Cc Myra Van Die Subject RE 139 John Cavanaugh ‐ SWM Design Hi Nicole Please excuse the delay it seems your original request got lost in a jumble of emails Via this reply I am forwarding your request to Myra Van Die our Water Resources Engineer who can outline the SWM design criteria for you Please let either of us know if there are any other information requests that we can assist with Have a nice morning Craig Craig Cunningham | Environmental Planner (Ottawa) | Mississippi Valley Conservation Authority 10970 Highway 7 Carleton Place Ontario K7C 3P1 wwwmvconca |t 613 253 0006 ext 229| f 613 253 0122 | ccunninghammvconca
This e‐mail originates from the Mississippi Valley Conservation Authority e‐mail system Any distribution use or copying of this e‐mail or the information it contains by other than the intended recipient(s) is unauthorized If you are not the
2
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
intended recipient please notify me at the telephone number shown above or by return e‐mail and delete this communication and any copy immediately Thank you
From Nicole Rajnovich [mailtonicolekollaardca] Sent Monday May 30 2016 811 AM To Craig Cunningham Subject RE 139 John Cavanaugh - SWM Design Hi Craig Have you found any information on this yet Thanks
Nicole Rajnovich
210 Prescott Street Unit 1 PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
From Nicole Rajnovich [mailtonicolekollaardca] Sent May-20-16 226 PM To ccunninghammvconca Subject 139 John Cavanaugh - SWM Design Hi Craig We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
3
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
1
Nicole Rajnovich
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
From Hall Kevin [KevinHallottawaca]Sent May-20-16 135 PMTo Nicole RajnovichSubject RE 139 John Cavanaugh - SWM Design
Follow Up Flag Follow upFlag Status Completed
Nicole The roadside ditches were designed assuming that the site will have a post development C‐value of 05 Any runoff above that will have to be stored Also the site has a drainage easement on two sides I suggest that you contact the conservation authority to find out any quality requirements and the MOECC to confirm whether a ECA is required
Kevin Hall CET Project Manager Infrastructure Approvals Development Review - Rural Services Gestionnaire de projet Approbation des demandes drsquoinfrastructure Examen des demandes drsquoameacutenagement (Services ruraux)
From Nicole Rajnovich [mailtonicolekollaardca] Sent Friday May 20 2016 1147 AM To Hall Kevin Subject 139 John Cavanaugh - SWM Design Hi Kevin We were retained to prepare a Stormwater Management Report for the proposed light industrial building at 139 John Cavanaugh Drive Could you kind provide us with the Stormwater management design criteria for the proposed development Thank you and best regards
Nicole Rajnovich
210 Prescott Street Unit 1
2
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction
PO Box 189 Kemptville Ontario K0G 1J0 CANADA t 6138600923 f 6132580475 wwwkollaardca
This e-mail originates from the City of Ottawa e-mail system Any distribution use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized Thank you
Le preacutesent courriel a eacuteteacute expeacutedieacute par le systegraveme de courriels de la Ville dOttawa Toute distribution utilisation ou reproduction du courriel ou des renseignements qui sy trouvent par une personne autre que son destinataire preacutevu est interdite Je vous remercie de votre collaboration
Servicing and Stormwater Management Report Lor-Issa Construction