Body: Council Type: By-law Meeting: Regular Date: 2016 Collection: By-laws Municipality: South Frontenac
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TOWNSHIP OF SOUTH FRONTENAC BY-LAW NUMBER 2016-43
BEING A BY-LAW TO AUTHORIZE THE MAYOR AND THE CLERK TO
EXECUTE A SITE PLAN AGREEMENT BETWEEN THE CORPORATION OF THE TOWNSHIP OF SOUTH FRONTENAC AND DARRYL SILVER AND SfflRLFY SILVER.
WHEREAS a Site Plan Agreement has been prepared to the satisfaction of the Township of South Frontenac and the proponent; AND WHEREAS the Owners have signed the site plan agreement;
NOW THEREFORE THE CORPORATION OF THE TOWNSHIP OF SOUT FRONTENAC BY FTS COUNCI, HEREBY ENACTS AS FOLLOWS:
THAT the Mayor and fhe Clerk are hereby authorized to execute a Site Plan
Agreement between the Corporation of the Township of South Frontenac and Darryl Silver and Shirley Silver, a copy of which is attached hereto forming part of this by-law.
- THAT this By-law and Agreement shall be registered on title of the properties described as Part Lot 2, Concession W, Loughborough District, Township of South Frontenac.
THIS BY-LAW shall come into force and effect in accordance with section 41 of
the Planning Act 1990, either upon the date of passage or as otherwise provided by the said section 41.
Dated at the Township of South Frontenac this fifth day of July, 2016. Read a first and second time this fifth day of July, 2016.
Read a third time and finally passed this fifth day of July, 2016. THE CORPORATION OF THE TOWNSHIP Q¥ SOUTH FRONTENAC
/^^/^
1
RfW, Vandewal, Mayor
lerk-Administrator
THIS SITE PLAN AGREEMENT made this day , 2016.
of
BETWEEN: DARRYL SILVER AND SfflRLEY SILVER
hereinafter called the “Owner” OF THE FIRST PART
- and -
THE CORPORATION OF THE TOWNSHIP OF SOUTH FRONTENAC hereinafter called the “Municipality” OF THE SECOND PART
WHEREAS the Owner is the registered owner in fee simple of certam lands described in Schedule “A”, attached hereto, located in the Township of South Frontenac (the “Owners’ Land”);
AND WHEREAS the Municipality is authorized to enter into thkagreement and reeteter itagainst the title to the Lands pursuant to section41 of the Planning Act and section 6.17 of the Township of South Frontenac Official Plan;
AND WHEREAS the Municipality has passed by-law No. 2003-75 to designate all of the Township of South Frontenac as a “Site Plan Control Area”;
NOW THEREFORE, TfflS AGI EIV NT.^T^NESSEJH^tmconMdeI^tion^f the mutual covenants^ and agreements contained herein, the parties agree each with the other as follows:
In this Agreement'
a) “Owner” includes a mo^^etn^o^f^‘on>ateMa"r^fo^e^o"pwy’^"/r<3
aleaseholdMerest, and ewumbancer inpossession and may mean more than one Owner specified in the Certificate of ownership
I The Owner covenants that the Owner is the Owner m fee simple of the Owner’s land.
The obligations imposed by dus Agreement affect the land described in Schedule “A:> her’rtoand any restrictive covenants expressed herein run with the land and bind’successors in’title to the said property as well as the successors and assigns of the Owner.
The encumbrancer agrees to satisfy all the obligations imposed pursuant to this document if it should enter into possession of the said land.
The following schedules aie attached to and form part oftfais agreement and no
new building, structure or other facility shall be erected, altered or placed on the
said land except in accordance with the attached schedules which consist of: A. Legal Description of Lands B.
Site Plan
C. Sydenham Medical Centre Stormwater Management Report
5. The Owner shall perform all the work and provide all the materials necessaiy for the construction of the new facilities and access ways and any required fencing
andlandscaping as specified on the Site Plan, included as Schedule “B” to fhis Agreement.
- The C^er shall construct a 311 metre2 single storey commercial buildmg and a 297 metre2 paved manoeuvring/‘access area located as shown on Schedule “B” and as further specified on Schedule “C” and as described on Drawings dated
September 15,2015 prepared by PelowEngineering. This work shall include areas specified for garbage collection, lighting, loading, landscapmg and signage
The Owner shall carry out the placement of a landscaped area and treed area as identified on Schedule “B” and to mclude landscaping treatment between the road allowance ofRutledge Road and the paved area.
All work on the subject land shall be carried out in accordance with the
“Sydenham Medical Centre Stormwater Management Report”, dated October 2015, prepared by Forefront Engineering Inc.
- Site development shall include access and manoeuvring areas as shown and
signage is to be attached to the norfh-facing side of the building. Lighting is to be placed on the building as indicated on “Schedule B”’
.
- The access onto Rutledge Road is to be constructed to Township specifications
.
The required access md manoeuvring areas shown on Schedule ..B” are to be paved with asphalt. The parking, access aisles and manoeuvrmg areas shall be paved wifh asphalt within two (2) years of the date of this agreement.
- The Owner shall prevent damage being caused to existing public highways, other
public works or municipal property in the course of development of the lands. 12. The Owner agrees to contribute to improvements toRutledge Road to facilitate access to the development to the satisfaction of the Township
»
- In the event of a sale of the improved lands,the new Owner will assume full and
o^e^sponsiHUty ^^con^ob^n^^^nent. ^ enforcement of this Agreement is the responsibility of the Municipality t
- The Agreement shall be registered against the titie oftheLandsandthe
Municipality shaH:be entitfed to enforce its provisions against the Owner and any and all subsequent owners of the Lands.
- In the eventthatthe o^erMstoi^lor^^^^he,fac^ltiescoveredby^lls
*?»"":‘h".^‘7m’"!“um?,on:ii.“to;K.S,rnd’y’ writteni notice bypre-paid registered mail to the Owners, themuniciPallty’
through it’s employees, agents or contractors, may, without further notice, mter
upon the lands £uld5roceedtosu^plya^^te^al;^^ld ^^^^^^^ inspections and works in connection with the facilities includmg the repair or reconstruction of faulty work and the replacement of materials which are not in
accordance with plans or specifications and to charge the cost thereof, together
with Ac cost of engineering and any other expenses incurred by the municipality, against the Owner, Such entry and work shall not be deemed as accePtance or aJsumption of said facilities nor an assumption by the Municipality of any iTatWtis expressly agreed that the Owners or any person in possession shall not question the cost incurred by the Municipality for labour, materials or any
other costs incidental to do the said work and this provision shall be deemed to
operate as an effective estoppel in judicial proceedings if such costs are
challenged or placed in question. The Owners agree to permit the ChiefBuilding Official, or agent, to enter onto the Lands at any time to inspect the work. The
Municipality may perform any of the required services and collect the cost for the
enforcement of this Agreement against the said Lands from any security received.
16. The Owner covenants and agrees that the lands and premises more particularly described in Schedule “A” annexed hereto may only be used for those purposes
specified by Zoning Amendment By-law No. 2010-58. WITNESS the corporate seals of the respective corporate parties hereto, duly affixed under the hands of their respective signmg officers, duly authorized in that behalf.
SIGNED, SEALED AND DELIVERED ) In the presence of
THE CORPORATION OF THE TOWNSHIP OF SOUTH FRONTENAC
Mayor
Clerk
SCHEDULE “A” LEGAL DESCRIPTION OF LANDS
Part of Lot 2, Concession IV, Loughborough District, Township of South Frontenac
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SCHEDULE “C” SYDENHAM MEDICAL CENTRE
STORMWATER MANAGEMENT REPORT
Prepared by Forefront Engineering Inc. October, 2015 PELOW ENGINEERING
Sydenham Medical Centre Stormwater Management Report ..t
Prepared by: FOREFRONT Engineering Inc. 1329 Gardiners Road, Suite 210
Kingston, ON, Canada K7P OL8
Date: October 2015
613.634.9009 tel 888.8M.9392 fax
FOREFRONT
Pelcw Engineering
Engineering Inc.
Sydenham Medical Centre Stormwater Managoment Report
Statement of Qualifications and Limitations The attached Report has been prepared by Forefront Engineering Inc. (Consultant) for the benefit of the Client in accordance with their Agreement. The information, data, recommendations and conclusions contained in the Report:
- is subject to the scope, schedule, and other constraints and limitations in the Agreement and the qualifications contained in the Report; 2 represents Consultant’s Judgement in light of the limitations and industry standards for the preparation of similar reports;
3 may be based on information provided to Consultant which has not been independently verified; 4 has not been updated since the date of issuance of the Report and its accuracy is limited to the time and circumstances in which it was prepared; and 5. must be read as a whole and sections should not be read out of context.
Consultant shall be entitled to rely upon the accuracy and completeness of information mat was provided to it and has no obligation to update such information. Consultant accepts no responsibility for any events or circumstances that may have occurred since the date on which the Report was prepared.
Any estimates or opinions regarding expected construction costs or construction schedule provided by Consultant
represent Consultant’s judgement in light of its experience and the knowledge and infomiation available to tt at the time of preparation. Consultant does not make any representations, with respect to such estimates or opinions, and accepts no responsibility for any loss or damage arising from them. Persons relying on such estimates or opinions do so at their own risk.
Except as agreed to in writing by Consultant and Client; as required by-law: or to the extert used by governmental
reviewing agencies for the purpose of obtaining permits or approvals, the Report and the Infonnation may be used and relied upon only by Client.
Consultant accepts no responsibility, to parties other than Client who may obtain access to the Report or the
information for any injury, loss or damage suffered by such parties arising frwri their use of. reliance upon or
decisions or actions based on the Report, except to the extent those parties have obtained the prior written consent
of Consultant to use and rety upon the Report and the information. Any injury, loss or damages arising from improper use of the Report shall be borne by the party making such use.
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1329 Qanthwn Road. Sutto 21 & KlngBton, ON, Canada K7P OL8
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October 23.2015 Mr. John Petow
Petow Engineering 1089 Dunham Street
Kingston, Ontario K7P 2K2 Dear Mr. Pelow
Regarding: Sydenham Medical Centre Stonnwater Management Report
The enclosed report details the infrastructure upgrades required for this devetopment and recommendations for the proposed development.
Stormwater runoff from the Sydenham Medical Centre parking tot buikHng to be directed to the fitter strip and proposed stomnwater management facility (SWMF). The remainder of the proposed
Sydenham Medteal Centre devetopment should be directed to the proposed side yard swates to be constructed along the property line.
The Report demonstrates that adequate stormwater management controls are available for the proposed development.
If you have any enquiries or wish to discuss further, please contact this offtee Sincerely,
FOREFRONT Engineering Inc.
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Kyle Nielissen. P.Eng. Profect Manager
Kvle.Nieltssen<ffiForefrontena.ca KN:kn
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613 834 8009 let 888.884.9362 fax
roREFRONT
Petow Enfllneering
Sydanham Ntodted Cantor
Stomwratar Management Raport
Engtnaenng tnc
FOREFRONT Signatures
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Report Prepared By:
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Brandon Travere, GET
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Report Reviewed By:
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Sydenham Medical Centre
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Stonnwater Management Report
Table of Contents Statement of Qualifications and Limitations Letter of Transmittal
Page 1.
Introduction
Existing Conditions……………………………………………………………………………………………………… 2
Proposed Development………………………………………………………………………………………………… 3 3 1 Water Quantity……………………… …. …… .. .. …. ..,., ……. … .. . . …. ……. .. . ……………………….. 3
2
3.2 Drainage Plan……………… ……………………………………………………. ……………………………….. ……. 3 3.3
Analysis………………………………… ……….. ……… …. . ,,.. .. ……….. ……….. “…,……””….. 3 3.31 ModfRed Rational Method,…………………… ……………………………………………………………. ,3 3.3.2
Design Storm Events………… ……. . ……………… …… ………………………………. …..4
3.3,3 Hydrofogy…, …………. …………………………………………………. …………………………………. .. 4 3.3.4 3.3.5
Pre Development Flows…… …….. ……………. …………. …. . ….. …. .. ……..5
3.4.3 3.4.4
BioretQntion Filter……………………… . …………………………………………………. ……………….. 8
Post Development Flows……….. …………………… ……………………………………………………6 3.4 Water Quality…. ………… …… . ……………………… .. ……… …. … , .. …… ……. .. … …….. .. 7 3.4.1 Quality Control…… …………………….. ……………………………………………………………………..7 3.4.2 Filter Strip (Pra-TrQatment)……….. ……….. …. ………… ……. ……….. ..,., .. ………… … 8 3.5
Drainage… … …….. ……. …… … ……………….. … … .. …………… …….. 9 Maintenance………………………………………………………………………………………-.–”—-"-.-.-9
Quality Control (Short Term),…………………….."…"..-…"…………-"-.."."""–.""."-.–9
Conclusions…………………………………–".—""—"""-"""–""""-"-"–""–10
Appendices Appendix A. .
Figure 2: Pre and Post Development Catchment Areas
.
Site Plan and Grading Plan
.
Details
Appendix B. .
Modified Rational Method Analysis - 5 Year Event Modified Rational Method Analysis - 100 Year Event
.
Bio-retention Sizing Calculation
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- Introduction Forefront has assembled relevant supporting information for the proposed commercial development known as the Sydenham Medical Centre, located in Sydenham Ontario. The legal description of the land is Concession 4, Lot 2, Sydenham. Ontario The property is located on the south side of Rutledge Road. and south of Ashwood Drive. Refer to Figure 1: Location Plan for the site location.
Figure 1: Location Plan (Image Courtesy of)
T^^^^^c^n^^t^n^Si^^Ti^^^^t^^^^rt^pnro^y has a number of structures ~and-uses:The subject site construction limit is approximately The proposed development will consist of a 311 m2 single storey buikling, and 297 m2 of paved area Refer to Appendix A: Site Plan & Grading Plan
- Existing Conditions The Soil Survey of Frontenac County identifies the soil cover in thenorthemareaasLyonsLoam; ^"^L^
consists ofcatereousgTadal tillthat contains thin fragments of limestone, and is a pooriy-dralned soil The southern part of the site identifies as Muck Muck consists of fairiy well decomposed plant material; and is a very poortydrained soil.
Existing drainage at the subject development generally sheet flows to the south west-directin9runoffto alow lyinQ
fieid’that flows south of the site. The flows are directed to the downstream Millhaven Creek south of the site.
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Sydenham Medlcd Centre Stonnwater Management Report
Refer to Figure 2: Pre and Post Development Catchment Areas in Appendix A for the pre development catchment areas for Sydenham Medical Center.
- Proposed Development The proposed development will consist of a new building, and asphalt parking lot. To provide water quality and quantity stormwater management controls onsrte, a filter strip for pre-treatment and bioretention swale is proposed. 3.1 Water Quantity
Urbanization leads to an increase in impermeable surfaces (roof tops and parking areas). The resultant increased
peak flows increase the risk to life, environment and property damage. Water quantity control is generally required when there will be downstream quantity impacts.
Consistent with general Stormwater Management practices, both stormwater quality and quantity control is proposed for the majority of the site. Post development flows will be maintained to pre development levels for all storm events up to and including the 100 year design event 3.2 Drainage Plan
It is recommended that Sydenham Medical Centre development drainage be directed southerly to the Millhaven Creek through side yard swales and the proposed Stormwater Management Facility.
Major and minor flow paths will be directed to the proposed SWMF and side yard swales Concentrated outlet locations will be enhanced with rip-rap and geotextile.
Refer to Figure 2: Pre and Post Development Catchment Areas in Append’ix A for the post development catchment areas for Sydenham Medical Center. 3.3 Analysis
The Rational Method and Modified Rational Method will be utilized to design the proposed SWMF. 3.3.1 Modified Rational Method
The Rational Method calculates the peak flow rate in a catchment due to the runoff contributed from the entire
upstream’catchment area at a specific location. The Rational Method is represented by then following equation: Q=0.0028CIA Where .
C = Runoff coeffldent
= Rainfall intensity (mm/hr) A = Drainage area (ha)
When developing the rational method the runoff volume was not considered, ana the Rational Method alone was not meant for detention basin design. However, the modified Rational Method, actually an extension of the conventional Rational method, has been used in the past for sizing of detention basins. This method should generally be restricted to drainage areas less than 20 acres, and this method is expected to be appropriate for the subject site The Modified Rational method uses the peak flow calculations paired with assumptions about the inflow and outflow
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hydrographs to compute an approximation of storage volumes for simple detention calculations. This approach assumes the stormwater runoff hydrograph (detention basin inflow hydrograph) for the design storm is trapezoidal in shape. The peak runoff rate is calculated using the Rational Formula and it is assumed that the peak of the outflow hydrograph falls on the recession limb of the inflow hydrograph and the rising limb of the outflow hydrograph can be approximated by a straight line. The storage volume is approximated with the following equation; Sd= Qptd-Qd((td+tc)/21 ^Storage Formula (Aron and Klbler, 1990) Where: td = Duration of Storm
Q=Peak runoff rate (m3/s) C=Composite runoffcoefflclent =Ralnfall intensity (mm/hr) A=Drainagearea(ha) tc= Time of Concentration (mln)
(mln)
Qp = Peak Flow (m3/s) Qd = Discharge Rate (m3/s) Sd = Required Storage Volume (m3)
The design storm duration is that duration that maximizes the detention stora9e vollJme’sd-fOTa 9iven retu"^p®rj?d’
An allowable targetoutflow lsset b^ef} ^,P ^^}^^^^^S^’^!^^^^^?^^^^^J^{ the storage volume is maximized. The tc (time of concentration) will be calculated with The Bran!sbywilllamsand Kirpich Method and the shorter duration will be selected, this will provide a conservative flow ®stimate- TyPlcallythe
Bransby Williams method is utilized for catchment areas with a Cfactor 9reatel’than0^ ?2dJ!1-eiJ<!!?!.c?-?lethod is utiiized for catchments with a C factor less than 0 4 A minimum time of concentration of 15 min is required. 3.3.2 Des/gn Storm Events Quality Event
The Ministry of Environment Stormwater Management Manual refers to a 12.5mm to 25mm 4 hour Chicago storm event for sizing quality treatment facilities in Ontario that are not included in table 3.2 of the manual.
The following formula has been developed for a 25mm- 4 hr Chicago Design storm for this area: lz5mm=
498
(tc+9.7)0-825 Minor and Major Event
The minor and major design storm evente were based on IDFraiirf^
obtained torn th^TODraiSageMaTal.iAn!M^‘tth(^S^^?^ta^)^Tl^nr5SSrtoh^e8^ 3.3.3 Hydrology Runoff CoBfficients
The runoff coefficient (C) is a dimensionless coefficient relating the amount of runoff to the amount of precipitation received. It’is a larger value for areas with low infiltration and high runoff (pavement, steep gradient). and lower for
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Sydenham Medical Centre Stormwatw Management Report
permeable, well vegetated areas (forest, flat land) Coefficients were assigned based on surface cover and soil conditions as follows;
Land Use & Topography
Asphalt, concrete, roof areas Grassed area, parkland Commercial Industrial Residential
Runoff Coeffidents 0.9 0.25 08 0.7 0.4 0.5 0.5 0.6 0.6
Single family (<400 mz)
Single family (>400 m2) Semi-detached Townhouses
Apartments
0.55
Institutions
and Use & Topography
Sotl Texture Loam Qay Loam Open or Sand Slit or Loam Loam aay
Cultivated
Flat 0-5% Slopes
Rolling 5-10% Slopes Hllly 10-30% Slopes Pasture
Flat 0-5% Slope
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Rolling 5-10% Slopes 1111y 10-30% Slopes Woodlands and Cutover
Flat 0-5% Slope
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Rolling 5-10% Slopes Hllly 10-30% Slope s
Bare Rock
Rat 0-5% Slopes Rolling 5-10% Slopes till 10-30% Slopes Lakes and Wetland<
0.22 0.3 0.4
035 0.45 0.65
0.55 0.6 07
0.1 0.15 022
0.28 0.35 0.4
0.45
0.4 0.55
0.35 0.25 0.42 0.3 0,52 0.35 Coverage 30% 50% 70% 0.75 0.55 04 0.8 0.65 0.5 0.85 0.7 0.55 0.05
0.08 012 0.18
Note: ValuesVre a combination of the City of Kingston SubdivisionGuidelines and Ministry of Transportation Desi a
11.07
In order to reflect the unique hydrologic properties within each sub-catahment. a variety of surface cover types were defined.
Due to the drainage characteristics of the soil at this site there is minimal opportunity for infiltration. Based on the existing site conditions a mnoff coefficient of 0 3 is recommended 3.3.4 Pre Development Flows
Runoff coefRcients. and catchment characteristics were assigned for the existing catchments and are summarized in Table 3-1 below.
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Table 3-1 Existing Conditions Sydenham Medical Center- Overiand Flow Time of Concentration Calculations Hydrologlc Units - Existing Conditions
Tc
Hydrologic Unit
EX1
Est’d C
0.30
Area
(hat
0.51
Length (m)
102
Average Width
(Bransby Grade(9&) Williams)
(m)
68.04
(when C =X).4) 1.67
S.62
Tc
Tc
(Airport (Klrpich Method) Method) (C<0.4)
3.27
(C<0.4)
22.25
A minimum time of concentration of 15 min is proposed 3.3 5 Post DevQlopment Flows
The development of this site will increase the imperviousness of the site and hence the runoff- Runoff coefficients and catchment characteristics were assigned for the proposed catchments and are detailed in Table 3-2. Table 3-2 Proposed Conditions Sydenham Medical Center- Overiand Ftow Time of Concentration Calculations Hydrologic Units - Proposed Conditions
TC
Hydrologlc Unit
EsfdC
Area
Length
(ha
(m)
(Bransby
Average Width
Grade(%)
(m)
Williams) (when C = >0.4)
Tc
Tc
(Klrplch Method)
(Airport Method)
(C<0.4)
(C<04)
Catchment 1
030
004
184.00
7.16
0.50
16.62
8.15
44.47
Catchment 2
0.30
0.16
84.00
15.72
1.00
5.75
343
23.90
Catchments
0.90
0.14
285.00
14.25
0.25
26.09
14.97
17.39
15.49
6.06
32.32
Catchment 4
0.30
0.17
Total
0.46
0.53
270.00
21.80
235
A minimum time of concentration of 15 min is proposed.
Results shown in Table 3-3 quantify the peak rate of surface runoff calculated with the rattonal method and assigned catah’mentcharacterKti^.‘boththepre-development and uncontrolled post development flow rates are calculated.
F^f^pW01B.1MI>.9ydanhMnM.dtert-atar^w<8tw
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Sydenham MecBcal Centre Stormwater Management Report
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Table 3-3 Uncontrolled Peak Flows in Pre & Post Development Conditions 25mm- 4 hr
Description
Design Storm
5yr Design Storm
100 yr Design Storm
Peak Flow Q
Peak Flow Q.
Peak Flow Q.
(LPS)
(LPS))
(LP5»
Pre-development
15
27
47
Post Development
23
39
72
Note: The MTO District 8 West of Kingston was utilized for the intensity calculations
Conveyance controls and a storage system is proposed to limit post developments flows shown in Table 3-3 to pre development levels.
Conveyance controls and a storage system is proposed to limit post developments flows to pre-development levels A bio-retention filter facility is proposed for quality and quantity control. The quality outlet will include a subdrain with an overflow structure and the quantity control will be controlled with a rip-rap weir.
Quantity control volumes required for bio-retention filter facility are based on the 5 year and 100 year design storm and are 13.9 m3 and 23.8 m3, detailed modified rational calculations are included in Appendix B. Quantity control volumes proposed are in excess of the required volumes. Refer to the Modified Rational Method Calculations for the 5 Year and 100 Year events in Appendix B for the peak flow, outlet and storage calculations. 3.4
Water Quality
The Stormwater Management Planning and Design Manual by the MOE describes various levels of proteption of
water quality, based on a general relationship between the end-off-pipe stormwater management facilities long-term suspended solids removal and the lethal and chronic effects of suspended solids on aquatic life.
Based on the characteristics of the receiving watercouree. Enhanced Protection (corresponding to the end-of-pipe
storage volumes required for the long-term removal of 80% of suspended solids) is proposed The proposed development shall utilize a treatment train approach with pre-treatment being provided by a filter strip and end of pipe controls with a bioretention fitter type facility. The filter strip will provide between 20% and 60% removal of total
suspended solids and the bioretentionfilter facility will provide a minimum of 80% removal of SUSP®nded solids- The
combined removal efficiency is expected to be between 80% and 99% removal of total suspended solids in excess of the 80% required 3.4.1 Quality Contml Quality Event
The Ministry of Environment (MOE) Stormwater Management Manual utilized continuous event modeling for storm events of 12.5 mm to 25 mm to develop table 3.2 in the manual. An additional approach is to utilize the 25mm 4 hour Chicago water quality storm.
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It is proposed to utilize the 25mm storm water quality volume to size the facility Water Quality Volume^ (WQV= Vx C x A) C= % Impenrious A= Impervious Area (mz) V= Storm Volume (m) V= 0.025 m for 25 mm event
Below is a summary of the impervious areas and associated water quality volume (WQV) calculations based on the 25mm 4 hour Chicago Storm event:
Land Description
Area (m2)
% Impervlous
Treatment
WQV (m»)
Building
311
09
Filter Strip and Bio-
7.0
Retention Fitter
Parking Lot
297
0.9
Filter Strip and Bio-
67
Landscaped Area
4492
0.3
Retention Filter Bio-Retention Filter
33.7
5.100
0.46
Total
58.6
Water quality is not a concern for rooftops and area with direct rainfall on pervious landscaped areas of the site. 3.4.2 Filter Strip (Pre’Treatment)
Filter strips discharge in the form of sheet flow and are most effective when utilized as pre-treatment features. The
purpose of a filter strip is to slow runofF velocity and filter out suspended solids. Native grass vegetation is proposed with an incorporated pea gravel diaphragm to be used as a level spreader to maintain sheet flow. The ideal slope is between 1 and 5%.
According to the “Low Impact Development Stormwater ManagQment Planning and Design Guide” (2010) by the Toronto and Credit Valley Conservation Authority, filter strip water quality treatment is moderate but highly variable and as such filter strips should be used m a series. Removal efficiencies of Total Suspended Solids (TSS). Total
Nitrogen, Total Phosphorous and Total Heavy Metal are between 20 to 80%. The minimum width of the filter strip should be 2 metres in length. In addition to quality control the typical volumetrte runoff reduction for a 2.0 metre filter strip is approximately 20%. As is the case, filter strips are best utilized for areas less than 2 hectares. The following criteria was utilized in the filter strip design: . . . .
2.0m wide filter stnp 1%-4% side slope Pea gravel diaphragm 300 mm of Topsoil
Native grass plantings 3.4 3 Bioretentk>n Filter
A bioretention filter and vegetated fitter strip are to be utilized for the proposed development. The total site area is 0.51 ha, quality control will be provided for the entire site For a 25 mm design storm the required control volume is 58.65 m
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3
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See Appendix B: Bloretention Sizing Calculation, and Appendix A: Details for details. The following criteria was utilized in the design: . 1.3m deep . 1.0 m filter media (75mm mulch, 1 0 mm Engineered soil, 0 3m Gravel Storage Layer)
0.3 m gravel storage layer (50mm clean stone)
.
WOmmunderdrain Overflow structure
. .
The interior side slopes are 3:1 Native Plantjngs
.
3.4 4 Drainage
Side yard swales shall be incorporated along the north, south, and east property lines and an entrance culvert shall be incorporated to allow minor and major flow conveyance onsite The parking area shall be graded to discharge runoff to the filter strip and bioretention filter. Maintenance
3.5
Maintenance access to the bioretention filter and filter strip is provided via the asphalt parking area. Periodic
maintenance inspection of the facilities should be undertaken. The inspection should provide a summary of the following items:
Observations resulting from the inspection of the facility over the course of the year. These obsen/ations
.
should include comments on the:
hydraulic operation of the facilities (detention time, evidence or occurrence of overflows) .
condition of vegetadon in and around facility
.
occurrence of obstructions at the inlet and outlet
.
. .
.
evidence of spills and oil/grease contamination frequency of trash build-up Measured sediment depths in the facilities; Maintenance and operational control undertaken during the year;
Recommendations for inspection and maintenance program for the coming year
The bioretention filter and filter strip will require routine periodic maintenance including weed control, and trash removal will be required several times per year. Removal of accumulated sediment, replacement of mulch and neplacement of plantings should be evaluated annually with a recommended replacement period every 5 years
- Quality Control (Short Term) Sift fencing is to be provided at all side slopes and down gradient locations to ensure sediment and erosion control
during construction. Other control devices such as rock flow check dams will also be provided where drainage is
concentrated. Sediment and erosion management measures also serve to provide a limit to the grading operations
Ff.RpWniS.KHB-Sydmham Madad- Sbxmwrtaf
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FORERIQNT
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The stomnwater facility and components are to be constructed concurrently with initial phases of development. The timeframe for land to remain exposed before it is stabilfeed with sod, mutch, or hydroseeding is to be minimized. Topsoil is to be stockpiled away from watercourses and wetlands. Inspection of the sediment control works should be undertaken before and after all rainfall (and snowmelt) events Maintenance is to be undertaken as required to ensure the proper operation of all sediment and erosion controls.
- Conclusions Preliminary calculations find that the proposed infrastructure is capable of and will effectively service the proposed demand created by this development. A 2.0 m wide filter strip and bioretention filter shall be utilized for on-site stormwater quality and quantity control.
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au( w»* :^s- ^ \\ / ^ If t f- \ ^ \ s Wf,* _- -- -"s t .;** '**r ^ I f. .kh \ A ~tw ...R-N^ f .^ MVH/ V KMm J / \ \ ~- I -^-- -A. -= .s.p-.-^-vis.u, ?'»*- -'..fr'JC- ^.i=n-TM;M;-.<»- ^ ~ I Hi '.t .I < ^ uw 1: vm ltd \\ / ^ ^ \ -.4- ^ ^ n dUt Vvmm II 4 \. ^ \ .r \ <'I V n .^ \ '1 '» .» ^ 1 \ Ik I 1 ^ l&WI f / ^ trflkn .d Y.-, 4 \ W^ .\ ^ i-» id ^ ^. f 1 -^ v^ i-tTorriiUHrt. PROPOSED STORMWATER CATCHMENT AREAS iT"^ 3FOI:efront rf M »ffl n, M fc IWi^hi hf FELON Wm SniDIHMIWmCU MUTER c 1-^ refmjmnmmuiT (MCBNmUBS f^t w^ N h^h b*^ hr-^ . h*1fc ^* -*( ft <* tft <. FIG.2 yysssa'sss^sssessi Un^*- anua*k i MimtatatahUurhBeniananmiHNtWHifli^arBNiiin-neaiiMan »w nuNilmw- n»««n tni^aA* iji*n< uJ-u*an» mli«»Uh[i«nnniiill»d(n>l>nu
