Dundalk Self Storage Stormwater Management Report · Dundalk Self Storage – Stormwater Management...
Transcript of Dundalk Self Storage Stormwater Management Report · Dundalk Self Storage – Stormwater Management...
Dundalk Self Storage Stormwater Management Report Landview Investments P/N 3142 | Revised June 9, 2020
County of Grey Township of Southgate 772186 Highway 10 Dundalk
93 Bell Farm Road, Suite 107, Barrie, Ontario L4M 5G1
Telephone (705) 726‐1141 Toll Free: (877) 726‐1141
[email protected] www.skeltonbrumwell.ca
Table of Contents
Page
1.0 Introduction ..................................................................................................................................... 1 1.1 Existing Site Drainage Conditions ........................................................................................ 1
Figure 1 – Existing Drainage Conditions .............................................................................. 2 1.2 External Drainage ................................................................................................................ 3
2.0 Proposed Drainage Conditions ........................................................................................................ 3 2.1 Stormwater Management Requirements ........................................................................... 4
3.0 Stormwater Quantity Control .......................................................................................................... 4 3.1 Existing Condition Flows ...................................................................................................... 4 3.2 Proposed Condition Flows, Allowable flow from detention ............................................... 4
Table 1 – Allowable Flow from Detention ........................................................................... 5 3.3 Stormwater Detention ........................................................................................................ 5 3.4 Peak Flows from Detention ................................................................................................. 6 3.5 Groundwater Considerations .............................................................................................. 7 3.6 Proposed Condition Peak Flows .......................................................................................... 7
Table 2 – Summary of Pre and Post‐Development Peak .................................................... 7 3.7 Storm Sewer Design ............................................................................................................ 8 3.8 Site Entrance, Modification of Existing Highway 10 storm sewers ..................................... 8
4.0 Stormwater Quality Control ............................................................................................................ 8
5.0 Site Grading Considerations ............................................................................................................ 9
6.0 Erosion and Sediment Controls During Construction ...................................................................... 9
7.0 Stormwater Management System Maintenance .......................................................................... 10
8.0 Conclusions and Recommendations .............................................................................................. 11
9.0 Disclaimer of Responsibilities to Third Parties .............................................................................. 12
Appendix A
Geotechnical Report – Peto MacCallum Ltd, October 2019
Appendix B
Rational Method Catchment Calculations
Appendix C
Detention Storage Calculations
Appendix D
Storm Sewer Design
Appendix E
Oil/Grit Separator Sizing
Drawings
3142‐SWM 1 Existing Drainage Catchments
3142‐SWM2 Proposed Drainage Catchments
3142‐SG Site Grading
3142‐SS Site Servicing
3142‐ESC Erosion and Sediment Controls
Dundalk Self Storage – Stormwater Management Report 1 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
Dundalk Self Storage
Stormwater Management Report
772186 Highway 10, Dundalk
P/N 18‐3142 Revised June 9, 2020
1.0 Introduction
Skelton Brumwell and Associates have been retained by Landsview Investments to provide
consulting civil engineering services for the redevelopment of the property identified as 772186
Highway 10 in Dundalk, Township of Southgate for use as a self storage facility.
The report outlines the design of stormwater management controls required for the project
which forms a part of the overall site servicing and grading design for the redevelopment
project.
1.1 Existing Site Drainage Conditions
The site has previously contained a restaurant and detached single story residential unit. The
site contains an asphalt and gravel parking area on the east side with access to Highway 10. The
west side of the site is grassed and contains the existing septic disposal bed for the buildings on
site. There is an easement on the west and southwest sides of the site that contain a drainage
outlet swale conveying discharge from a municipal stormwater management pond Sheffield
Street.
The site falls generally from northeast to southwest with runoff be being collected in the
roadside ditch just south of the property boundary. Here flows are collected in a municipal
storm sewer and conveyed southward to the James Foley Municipal Drain which flows generally
south in the vicinity of the subject site. Figure 1 illustrates the location of the site and the
municipal drain which collects site runoff. Skelton Brumwell drawing 3142‐SWM1 illustrates the
existing site drainage in greater detail.
Peto MacCallum Ltd has completed a geotechnical investigation on the site which found surface
soils consisted of sandy silt topsoil, pavement or gravel over top of a moist to very moist silt till
extending to the full 5 metre depth of investigation. Their report is provided in Appendix A of
this document.
93 BELL FARM ROAD, SUITE 107 TELEPHONE (705) 726-1141BARRIE, ONTARIO L4M 5G1 FAX (705) 726-0331
TOLL FREE (877) 726-1141www.skeltonbrumwell.ca
Dundalk Self Storage – Stormwater Management Report 3 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
1.2 External Drainage
There are some minor external areas that drain through the site. Part of the Sheffield Street
storm pond block as well and a portion of the adjacent commercial site to north sheet flow to
the site. In the proposed condition, these flows will be directed along the north property
boundary to the drainage swale that conveys runoff from the pond.
A small portion of the Highway 10 right‐of‐way also drains through the site as it is currently
graded as the existing parking lot is below the road elevation. In the proposed condition the
grading of the site entrance will be dished such that the right‐of‐way drainage is contained and
conveyed in the roadside ditch.
The west end of the site contains an accessway and drainage swale conveying flows from the
neighboring storm. There is no proposed change to this area in the plans for the site
redevelopment.
Based on how these external areas will be handled in the proposed development condition,
there are excluded from consideration in the design of site stormwater management features.
2.0 Proposed Drainage Conditions
In the proposed condition, the asphalt parking at the front of the site will be expanded,
replacing the existing gravel portion. The currently grassed west portion of the site will contain
the proposed self storage units as well as paved driving surfaces for access to the units.
Drainage from the parking and laneways will need to be collected and conveyed in storm sewers
on the site to allow for flow control measures to be put in place and to treat this source of
“dirty” stormwater before discharging to the existing municipal drainage system. The outer
perimeter of the property on the north, west and south side will be grassed and allowed to
drain via sheet flow.
Skelton Brumwell drawings 3142‐SWM, SG and SS illustrate the proposed condition for the site.
Dundalk Self Storage – Stormwater Management Report 4 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
2.1 Stormwater Management Requirements
The significant increase in impervious surfaces and change to storm sewer drainage will result in
higher peak runoff rates. The increased paved driving surfaces are also considered to degrade
the quality of stormwater leaving the site. Control measures will be required to address both
stormwater quality and quantity. The follow measures are proposed:
1. Maintain post‐development peak flows from the site at existing magnitudes
2. Provide quality control to MOE Enhanced level; 80% reduction in Total Suspended
Solids (TSS)
3.0 Stormwater Quantity Control
Peak flows from the site area proposed to be maintained at or below existing condition
magnitudes though implementation of on‐site detention storage constructed below grade
under the accessway to the self storage buildings. Flows will be collected by an on‐site storm
sewer sized to convey flow from the peak 1 in 100‐year storm.
Flow rates from the storm sewer system will be controlled with a pair for orifices (low and high
flow) installed in the most downstream manhole in the system. The storm sewer system will be
directly connected to the below grade storage system which will provide sufficient storage to
contain the peak volume required for the 1 in 100‐year storm event.
3.1 Existing Condition Flows
In order to determine what the existing peak flows are for the project; the existing condition
site was analyzed using the Rational Method. IDF curve parameters were obtained from the
MTO website. The site was divided into two catchment areas. Catchment 101 contains the front
of the property and most of the parking area. Catchment 102 contains the largely vegetated
rear of the property. Peak flows for each catchment were calculated and summed to determine
the total existing condition peak flows for the 1 in 2‐year, 5‐year, 10‐year, 25‐year, 50‐year and
100‐year return periods.
Drawing SWM1 illustrates the existing condition. Calculations of peak flows are provided in
Appendix B.
3.2 Proposed Condition Flows, Allowable flow from detention
Peak flows from the post development condition were again calculated using the Rational
Method. C factors were modified to reflect the greater coverage of impervious surfaces. For the
post development condition, the site was divided into seven catchment areas based on the site
Dundalk Self Storage – Stormwater Management Report 5 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
plan and site grading design. The aim of the grading design was to capture as much of the site as
possible in the internal site storm sewer system for quantity and quality control purposes.
However, site topography and the layout of the storage building will require that the outer
grassed perimeter (North, West, South) be allowed to drain uncontrolled.
Catchment 202 includes all of this perimeter uncontrolled area, while Catchments 201, 203‐207
contain the remainder of the site and encompass all of the building roofs and paved areas.
In order to maintain peak flows at existing condition magnitudes, the uncontrolled flow from
Catchment 202 plus the controlled flows from rest of the catchments must not exceed to total
existing peak flows. As such, the allowable flows from detention on the site are calculated by
simply subtracting the uncontrolled post‐development flows for catchment 202 from the
existing peak flows. These calculations included in Appendix B and summarized in Table 1
below. The post‐development catchment areas are illustrated on drawing SWM2.
Table 1 – Allowable Flow from Detention
Storm Return Period 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
Existing Peak Flow (cms) 0.041 0.054 0.063 0.081 0.094 0.106
Post‐Uncontrolled Peak Flow (cms) 0.005 0.007 0.008 0.011 0.013 0.015
Allowable flow from Detention (cms) 0.036 0.047 0.055 0.070 0.081 0.091
3.3 Stormwater Detention
It is proposed to collect the runoff from the majority of the site, Catchments 201, 203‐207 in
storm sewers sized to convey the 1 in 100‐year event. Flows from this sewer system will then be
restricted using a 130mm low flow and a 150mm high flow orifice installed in a manhole
designated STMH#1. Each orifice will drain via separate vertically stacked 250mm pipes which
will outlet to STMH#2 immediately downstream. Restricting of flow in this manner will cause
water in the sewers to back up, requiring a detention feature to contain the associated peak
volume. Using the MTO method, the peak required volume was found to be in the order 73
cu.m. for the 1 in 100‐year event.
It is proposed to us the ADT MC‐3500 Stormtech system to provide the necessary detention
storage underground. This system consists of a series of plastic pipe arch sections found on and
surrounded by clear stone. The void space in the stone is combined with the clear space under
the pipe arch to determine the total storage volume available. For this project, the depth of
stone under the pipe arch section is 230mm while the stone surround is 500mm wide on all
sides.
Dundalk Self Storage – Stormwater Management Report 6 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
This system will be connected to STMH #1 via a 450mm pipe that will allow detained runoff to
backup into the pipe arch portion of the detention system. From there stormwater will filter
into the underlying clear stone bed and up into the surrounding stone layer as the water level in
the system increases. The stone layer under the pipe arch is covered in filter fabric with the
intent of capturing sediment here and preventing in from filling in the clear stone surrounding
the system.
Calculation sheets provided by ADT allowed the accurate calculation of detained volumes for
various water level elevations within the system.
It should be noted that the design does utilize the clear stone layer under the pipe arch and
below the invert of the 450mm inlet pipe. To allow for this, the underlying clear stone layer will
in turn be drained by a 150mm subdrain connected back to STMH#1. This will flow through a
flap gate installed at the manhole structure which will only allow flows to exit the sub‐drain,
preventing sediment to be carried by direct flow into it.
3.4 Peak Flows from Detention
In order to calculate the peak flows from the detention system, the MTO Method was utilized.
In addition, a stage‐storage rating curve was developed which used the calculated flow rates
through the two orifices and storage volumes in the Stormtech systems. This rating curve was
then used in iterative calculations to determine the actual peak flow rate from each return
period storm event through interpolation. This calculation method was then used to size the
detention volume, size the high and low flow orifices and set the elevation for the high flow
orifice all with the goal of achieving the necessary control of peak post‐development flows.
It should be noted that the calculated detention volume for the more frequent storm events (2‐
year and 5‐year) resulted in a somewhat oversized total detention volume of about 88 cu.m.
compared to the peak detained volume of 73 cu.m. This makes sense as the change from
pervious to impervious surfaces has a great net effect on runoff rates for minor storms
compared to major storms when soil saturation is taken into consideration. That is to say, as
pervious soil becomes saturated in major storm events, it generates more runoff, responding
more like an impervious surface.
Calculations for the detention system are included in Appendix C. The proposed detention
system layout is illustrated on drawing 3142‐SS.
Dundalk Self Storage – Stormwater Management Report 7 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
3.5 Groundwater Considerations
The soils investigation completed by Peto MacCallum specifically targeted the area of the below
grade storage system to verify support and expected groundwater conditions. This investigation
noted a groundwater elevation of 517.40 which is approximately 0.4m above the bottom of the
detention system. In order to preserve the available volume for detention, the bottom of the
Stormtech system will have to be installed with an impervious liner that extends up at least this
high. Due to uncertainty of the seasonal high groundwater elevation and to simplify
construction, the impervious liner will be extended to the top of clear stone cover at elevation
517.73. The top of the clear stone cover layer will then be wrapped in filter fabric.
Due to concerns about uplift forces on the liner under the empty space in the pipe arch, the
outside of the liner will be ringed with a 150mm subdrain pipe out letting to the storm manhole
downstream of STMH#1. This will ensure that groundwater levels do not exceed the top of the
liner, limit the uplift forces while generally maintaining the local groundwater levels so as to
limit the impact of the project on groundwater recharge.
3.6 Proposed Condition Peak Flows
The proposed condition peak flows are calculated as the sum of uncontrolled flows from
Catchment 202 and the flows from the detention storage system on the site. For all storm
return periods analysed the proposed condition peak flows are less than for the existing
condition. Table 2 below summarizes the post‐development condition flows.
Table 2 – Summary of Pre and Post‐Development Peak
Storm Return Period 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
Existing Peak (cms) 0.041 0.054 0.063 0.081 0.094 0.106
Post‐Uncontrolled Peak (cms) 0.005 0.007 0.008 0.011 0.013 0.015
Design flow from Detention (cms) 0.029 0.034 0.051 0.063 0.070 0.078
Total Post‐Development 0.034 0.041 0.059 0.074 0.083 0.093
Change from Existing to Proposed ‐0.007 ‐0.013 ‐0.004 ‐0.007 ‐0.011 ‐0.013
Dundalk Self Storage – Stormwater Management Report 8 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
3.7 Storm Sewer Design
The storage buildings on the site forms a level ring around much of the perimeter with no way
to drain positively via overland flow. This necessitates drainage via an on‐site storm sewer
system. Such a drainage conveyance measure supports treatment of runoff and use of an
underground detention storage volume for runoff rate control.
The site building configuration and rate control targets further require that the site sewer be
sized for the peak runoff from a 1 in 100‐year return period event. As per conventional design
practice, the storms sewers have been sized using the Rational Method up to the point of flow
control in STMH#1. Beyond this point storm sewers have been sized to convey the peak
calculated controlled flow.
The storm sewers on the site will vary in size from 250mm diameter to 450mm diameter.
Connection to the existing municipal system will be made at an existing ditch inlet catch basin in
the swale on the south side of the site. From here flows will be conveyed in an existing storm
sewer constructed in a easement across private property, ultimately discharging into the James
Foley Municipal Drain.
Storm sewer sizing calculations are included in Appendix D. Skelton Brumwell drawing 3142‐
SWM2 illustrates the catchments using in sizing. Drawing 3142‐SS shows the complete site
storm sewer design.
3.8 Site Entrance, Modification of Existing Highway 10 storm sewers
The existing roadside ditch on Highway 10 also contains a storm sewer under the invert. It is
presumed that this detail was employed to allow for entrances to be installed without need of
culverts as evidenced by the existing site driveway that does not have one.
The proposed site will construct a new entrance located near the middle of the frontage and
remove the existing entrance near the north limit. In order to continue conveyance in the
roadside ditch, a new catch basin manhole is proposed to be constructed in line with the
current Highway 10 storm sewer. This will mimic the existing drainage condition.
4.0 Stormwater Quality Control
The increase in paved driving surfaces will have the net effect of degrading overall stormwater
quality from the site. In order to address this, it is proposed to drain the site storm sewers
through an oil/grit separator sized to provide 80% total suspended solids removal. Working with
the local supplier, Echelon Environmental, a CDS model MSU2015‐4‐C unit has been specified.
This unit has a treatment capacity of 20 L/s and an internal by‐pass to allow higher flows to pass
through the unit without resuspending and scoring collected sediment and oil. The treatment
Dundalk Self Storage – Stormwater Management Report 9 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
unit will be installed inline with the storm sewer system immediately upstream of STMH#1 and
the below grade detention system. This location was selected to help minimize the risk of
sediment reaching the detention volume.
Sizing information and details of the proposed treatment unit are included in Appendix E. The
location of the OGS unit is shown on drawing 3142‐SS.
5.0 Site Grading Considerations
As stated previously, in order to control storm runoff quality and quantity, all of the site paved
access surfaces will be sloped to drain to the on‐site storm sewer system, which is sized to
convey a 1 in 100‐year rainfall event. However, in the event of larger storm event or failure of
the site storm sewer system, safe access and egress must be maintained.
For this reason, site grading has been designed such that the maximum depth of ponding at any
of the storm sewer inlet grates is 200mm or less. This includes a low point at the south limit of
the front parking lot area that will allow spill flows to be discharged southward from the site to
be collected and conveyed in the existing adjacent swale system and collected in the municipal
storm drainage system. This overflow outlet location was selected so that spill flows were not
being directed toward Highway 10.
6.0 Erosion and Sediment Controls During Construction
The construction phase of the project will provide for the highest risk of downstream impacts
from erosion and sedimentation. In order to mitigate this risk, the following measures are
recommended to be taken during construction phase.
1. Install siltation fence around the perimeter of the project site. Fencing to be remain in
place and be maintained until paving and vegetative reinstatement is completed. We
have specified the City of Barrie siltation fence detail as it provides for greater support
of the fence fabric that the Ontario Provincial standard fencing details.
2. Install “silt sack” sediment control devices on all new catch basin and catch basin
manhole structures as they get installed. These are to be maintained and remain in
place until site paving is completed. This includes the catch basin manhole to be
installed in the Highway 10 ditch line.
3. Install Fiber Roll Check Dams in the adjacent existing roadside ditches and swales. These
are to remain in place and be maintained until paving and vegetative reinstatement is
completed.
Dundalk Self Storage – Stormwater Management Report 10 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
All of the proposed measures are illustrated on drawing 3142‐SWM1. Siltation fencing and fibre
roll check dams are to be put in place prior the start of works on site.
7.0 Stormwater Management System Maintenance
Regular maintenance of the site storm sewer system will be required to ensure continued
proper operation in the long term. The following maintenance measures are recommended:
1. Visually inspect and clear all on site catch basin and catch basin manhole grates.
Suggested Frequency: Weekly.
2. Clean site catch basins with a hydro‐vac truck. Suggested frequency: Annually (spring).
3. Flush site storm sewers. Suggested frequency 5‐10 years. (more frequent cleaning of
catch basins will reduce need for flushing of storm sewers typically).
4. Have OGS inspected by specialist contractor. Suggested frequency: Annually.
5. Have OGS cleaned by specialist contractor. Suggested frequency: to be determined
based on inspection findings.
6. Visual inspection of sediment load in Stormtech system. Suggested frequency: Annually.
7. Flushing of accumulated sediment in Stormtech system: Suggested frequency: to be
determined based on inspection findings. Likely 5‐10 years. (Diligent attention to
maintenance of storm sewer system upstream of Stormtech system will reduce the
frequency of the need for flushing of this component of the system.
Dundalk Self Storage – Stormwater Management Report 11 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
8.0 Conclusions and Recommendations
Based on the stormwater management analysis and designed summarized in this report, we
conclude that the proposed redevelopment the property at 772186 Highway 10 in Dundalk can
be re‐developed for use as a self storage facility while achieving the required stormwater
management objectives. To this end, we recommend the following:
1. The site be drained by a storm sewer system sized for the peak flow from the 1 in 100‐
year return period rainfall.
2. Site grading be completed in accordance with the included design drawings to limit
ponding depths such that safe access and egress can be maintained at all times.
3. That grading be completed such that an emergency overflow spillway be created on the
south side of the property, directing spill flows away from the roadside ditch of Highway
10.
4. That stormwater quality control be provided through use if a CDS Model PMSU2015‐40‐
C oil/grit separator.
5. Peak flows from the site be controlled via a 143mm and 150mm diameter orifice
installed on the outlet pipes of STMH#1 which will the spill to STMH#2.
6. 88 cu.m. of detention storage be provided through use of a Stormtech MC‐3500 system
as detailed in this report, complete with an impervious liner to the top of stone cover
and a 150mm subdrain to drain the base layer of stone, flowing through a flap gate
installed at STMH#1.
7. Site storm sewers are to be connected to the existing municipal system by connecting
to the existing ditch inlet catch basin on the south side of the site.
Dundalk Self Storage – Stormwater Management Report 12 Skelton, Brumwell & Associates Inc. P/N 18‐3142 Revised June 9, 2020
9.0 Disclaimer of Responsibilities to Third Parties
This report was prepared by Skelton, Brumwell & Associates Inc. for the account of 772186
Ontario Limited for acceptance by the Township of Southgate and Ministry of Transportation.
The material in it reflects Skelton, Brumwell & Associates Inc.’s best judgement in light of the
information available to it at the time of preparation. Any use which a third party (not listed
above) makes of this report, or any reliance on or decisions to be made based on it, are the
responsibility of such third parties.
Skelton, Brumwell & Associates Inc. accepts no responsibility for damages, if any, suffered by a
third party as a result of decisions made or actions based on this report.
All of which is respectfully submitted,
SKELTON, BRUMWELL & ASSOCIATES INC.
per:
Bryan W. Bolivar, P.Eng
Senior Project Engineer, Partner
25 Sandford Fleming Drive, Unit 2, Collingwood, Ontario L9Y 5A6Tel: (705) 445-0005
E-mail: [email protected], COLLINGWOOD, HAMILTON, KITCHENER, LONDON, TORONTO
PN 18-3142 DATE 16-Apr-19772186 Highway 10 Dundalk, Township of Southgate CALCS BWB
Revised 10-Feb-20
C factors and Time of Concenration per MTO and Municipal Servicing Standards of Township of Southgate
CATCHMENT 101 AREA = 0.12 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.080 0.66 0.95 0.95 1.00 1.00 1.00Grassed (2-7%) 0.012 0.10 0.22 0.22 0.24 0.26 0.28Gravel 0.030 0.25 0.60 0.60 0.66 0.72 0.75
TOTAL 0.12 Ha WEIGHTED C 0.79 0.79 0.84 0.86 0.87
Airport Equation (C>0.4) 102 tc=0.057*L*Sw-0.2*A-0.1
Area = 0.12 HaFlow path length = 55 mFlow path slope = 2.5 %T (airport formula) 3.22 3.22 3.22 3.22 3.22 3.22T( minimum used in calculation) 10 10 10 10 10 10MTO IDF Curve Parameters for Dundalk 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
A 23.100 30.600 35.500 41.800 46.400 51.000B -0.699 -0.699 -0.699 -0.699 -0.699 -0.699
i= A tB
Rainfall Intensity (mm hr-1) i= A tB i= 80.8 107.1 124.2 146.3 162.3 178.4
Peak flow (cu.m s-1) Q = 0.00278CIA Q = 0.022 0.029 0.033 0.042 0.047 0.052
CATCHMENT 102 AREA = 0.34 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.034 0.100 0.95 0.95 1.00 1.00 1.00Grass & Trees (2-7%) 0.295 0.868 0.22 0.22 0.24 0.26 0.28gravel 0.011 0.032 0.60 0.60 0.66 0.72 0.75
TOTAL 0.340 Ha WEIGHTED C 0.31 0.31 0.33 0.35 0.36
Airport Equation (C<0.4) 101 tc=3.26*(1.1-C)*L0.5*Sw-0.33
Area = 0.34 HaFlow path length = 55.6 mFlow path slope = 2.97 %T (airport formula) 13.49 13.49 13.49 13.05 12.69 12.51
MTO IDF Curve Parameters for Dundalk 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
A 23.100 30.600 35.500 41.800 46.400 51.000B -0.699 -0.699 -0.699 -0.699 -0.699 -0.699
i= Rainfall Intensity (mm hr-1) i= A tB i= 65.6 86.9 100.8 121.4 137.4 152.6
Peak flow (cu.m s-1) Q = 0.00278CIA Q = 0.019 0.025 0.029 0.038 0.046 0.052
Total site existing peak flow=Catchment 101+102 0.041 0.054 0.062 0.080 0.093 0.105
PRE-DEVELOPMENT SITE
Page 1 of 3
PN 18-3142 DATE 16-Apr-19772186 Highway 10 Dundalk, Township of Southgate CALCS BWB
Revised 10-Feb-20
CATCHMENT 201 AREA = 0.110 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.09956 0.905 0.95 0.95 1.00 1.00 1.00GRASS (2-7%grade) 0.0104 0.095 0.22 0.22 0.24 0.26 0.28Gravel 0.0000 0.000 0.6 0.60 0.66 0.72 0.75
TOTAL 0.110 Ha WEIGHTED C 0.88 0.88 0.93 0.93 0.93
CATCHMENT 203 AREA = 0.060 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.0600 1.000 0.95 0.95 1.00 1.00 1.00GRASS (2-7% grade) 0.000 0.000 0.22 0.22 0.24 0.26 0.28
TOTAL 0.060 Ha WEIGHTED C 0.95 0.95 1.00 1.00 1.00
CATCHMENT 204 AREA = 0.056 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.0560 1.000 0.95 0.95 1.00 1.00 1.00GRASS (2-7% grade) 0.000 0.000 0.22 0.22 0.24 0.26 0.28
TOTAL 0.056 Ha WEIGHTED C 0.95 0.95 1.00 1.00 1.00
CATCHMENT 205 AREA = 0.043 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.0430 1.000 0.95 0.95 1.00 1.00 1.00GRASS (2-7% grade) 0.0000 0.000 0.22 0.22 0.24 0.26 0.28
TOTAL 0.043 Ha WEIGHTED C 0.95 0.95 1.00 1.00 1.00
CATCHMENT 206 AREA = 0.027 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.0660 2.444 0.95 0.95 1.00 1.00 1.00GRASS (2-7% grade) -0.039 -1.444 0.22 0.22 0.24 0.26 0.28
TOTAL 0.027 Ha WEIGHTED C 2.00 2.00 2.09 2.06 2.05
CATCHMENT 207 AREA = 0.054 Ha
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.0540 1.000 0.95 0.95 1.00 1.00 1.00GRASS (2-7% grade) 0.000 0.000 0.22 0.22 0.24 0.26 0.28
TOTAL 0.054 Ha WEIGHTED C 0.95 0.95 1.00 1.00 1.00
PROPOSED STORM SEWER CATCHMENTS
Page 2 of 3
PN 18-3142 DATE 16-Apr-19772186 Highway 10 Dundalk, Township of Southgate CALCS BWB
Revised 10-Feb-20
CATCHMENT 202 AREA = 0.11 Ha (uncontrolled)
GROUND COVER TYPE PROPORTION C 2-5 YR C 10 YR C 25 YR C 50 YR C 100 YR
IMPERVIOUS 0.0000 0.000 0.95 0.95 1.00 1.00 1.00Grass & Trees (2-7%) 0.110 1.000 0.22 0.22 0.24 0.26 0.28gravel driveway 0.000 0.000 0.6 0.60 0.66 0.72 0.75
TOTAL 0.110 Ha WEIGHTED C 0.22 0.22 0.24 0.26 0.28
Airport Equation (C<0.4) 201 tc=3.26*(1.1-C)*L0.5*Sw-0.33
Area = 0.11 HaFlow path length = 7 mFlow path slope = 20.8 %T (airport formula) 2.79 2.79 2.79 2.72 2.65 2.61
10 10 10 10 10 10MTO IDF Curve Parameters for Dundalk 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
A 23.100 30.600 35.500 41.800 46.400 51.000B -0.699 -0.699 -0.699 -0.699 -0.699 -0.699
i= A tB
Rainfall Intensity (mm hr-1) i= A tB 80.8 107.1 124.2 146.3 162.3 178.4Q = 0.00278CIA 0.005 0.007 0.008 0.011 0.013 0.015
Total post uncontrolled peak flow= 0.005 0.007 0.008 0.011 0.013 0.015
Allowable flow from Site Detention is the pre-development peak flow minus flows from 202
2 yr 5 yr 10 yr 25 yr 50 yr 100 yrPre-development site 0.041 0.054 0.062 0.080 0.093 0.105subtract uncontrolled 0.005 0.007 0.008 0.011 0.013 0.015
Allowable peak flow 0.035 0.047 0.054 0.069 0.080 0.090
Page 3 of 3
PN 18-3142 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE
CALCS BWB
Revised
MTO Storage Sizing Method Storm: 2 year Area: 0.35 hectares
Max Permissible Ouflow Rate: 0.036 cms Design Outflow Rate: 0.027 cms Runoff Coefficient: 0.93 Depression Storage: 0 mm TIME Rainfall Rainfall Runoff Outflow Storage Rate Volume Volume (mm/hr) (cu.m.) (cu.m.) (cu.m.) (cu.m.)
5 min 131.20 38.3 35.6 8.1 27.510 min 80.80 47.1 43.8 16.2 27.6 Max volume required: 27.615 min 60.90 53.3 49.6 24.3 25.320 min 53.10 62.0 57.6 32.4 25.2 Volume @ Design Flow: 29.325 min 45.30 66.1 61.4 40.5 20.930 min 37.50 65.6 61.0 48.6 12.435 min 35.10 71.7 66.6 56.7 9.9 Interpolate Volume from rating curve40 min 32.70 76.3 71.0 64.8 6.245 min 30.30 79.5 74.0 72.9 1.1 Flow Volume TWL50 min 27.90 81.4 75.7 81.0 0.0 0.027 29.31 517.5855 min 25.50 81.8 76.1 89.1 0.0 0.028 32.67 517.63
1 hr 23.10 80.9 75.2 97.2 0.02 hr 14.20 99.4 92.4 194.4 0.0 0.027 29.303 517.583 hr 12.30 129.2 120.1 291.6 0.04 hr 10.40 145.6 135.4 388.8 0.05 hr 8.50 148.8 138.3 486.0 0.06 hr 6.60 138.6 128.9 583.2 0.07 hr 6.18 151.5 140.9 680.4 0.08 hr 5.77 161.5 150.2 777.6 0.09 hr 5.35 168.5 156.7 874.8 0.0
10 hr 4.93 172.7 160.6 972.0 0.011 hr 4.52 173.9 161.7 1069.2 0.012 hr 4.10 172.2 160.1 1166.4 0.013 hr 3.97 180.5 167.8 1263.6 0.014 hr 3.83 187.8 174.7 1360.8 0.015 hr 3.70 194.3 180.7 1458.0 0.016 hr 3.57 199.7 185.8 1555.2 0.017 hr 3.43 204.3 190.0 1652.4 0.018 hr 3.30 207.9 193.3 1749.6 0.019 hr 3.17 210.6 195.8 1846.8 0.020 hr 3.03 212.3 197.5 1944.0 0.021 hr 2.90 213.2 198.2 2041.2 0.022 hr 2.77 213.0 198.1 2138.4 0.023 hr 2.63 212.0 197.1 2235.6 0.024 hr 2.50 210.0 195.3 2332.8 0.0
May 9, 2019
February 10, 2020
PN 17-3109 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE
CALCS BWB
Revised
MTO Storage Sizing Method Storm: 5 year Area: 0.35 hectares
Max Permissible Ouflow Rate: 0.047 cms Design Outflow Rate: 0.031 cms Runoff Coefficient: 0.93 Depression Storage: 0 mm TIME Rainfall Rainfall Runoff Outflow Storage Rate Volume Volume (mm/hr) (cu.m.) (cu.m.) (cu.m.) (cu.m.)
5 min 173.80 50.7 47.1 9.3 37.810 min 107.10 62.5 58.1 18.6 39.5 Max volume required: 39.515 min 80.60 70.5 65.6 27.9 37.720 min 70.30 82.0 76.3 37.2 39.1 Volume @ Design Flow: 39.725 min 60.00 87.5 81.4 46.5 34.930 min 49.70 87.0 80.9 55.8 25.135 min 46.52 95.0 88.3 65.1 23.2 Interpolate Volume from rating curve40 min 43.33 101.1 94.0 74.4 19.645 min 40.15 105.4 98.0 83.7 14.3 Flow Volume TWL50 min 36.97 107.8 100.3 93.0 7.3 0.030 37.64 517.7155 min 33.78 108.4 100.8 102.3 0.0 0.032 42.53 517.79
1 hr 30.60 107.1 99.6 111.6 0.02 hr 18.80 131.6 122.4 223.2 0.0 0.031 39.738 517.743 hr 16.28 170.9 158.9 334.8 0.04 hr 13.75 192.5 179.0 446.4 0.05 hr 11.23 196.4 182.7 558.0 0.06 hr 8.70 182.7 169.9 669.6 0.07 hr 8.15 199.7 185.7 781.2 0.08 hr 7.60 212.8 197.9 892.8 0.09 hr 7.05 222.1 206.5 1004.4 0.0
10 hr 6.50 227.5 211.6 1116.0 0.011 hr 5.95 229.1 213.0 1227.6 0.012 hr 5.40 226.8 210.9 1339.2 0.013 hr 5.23 237.7 221.1 1450.8 0.014 hr 5.05 247.5 230.1 1562.4 0.015 hr 4.88 255.9 238.0 1674.0 0.016 hr 4.70 263.2 244.8 1785.6 0.017 hr 4.53 269.2 250.4 1897.2 0.018 hr 4.35 274.1 254.9 2008.8 0.019 hr 4.18 277.6 258.2 2120.4 0.020 hr 4.00 280.0 260.4 2232.0 0.021 hr 3.83 281.1 261.5 2343.6 0.022 hr 3.65 281.1 261.4 2455.2 0.023 hr 3.48 279.7 260.2 2566.8 0.024 hr 3.30 277.2 257.8 2678.4 0.0
May 9, 2019
February 10, 2020
PN 17-3109 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE
CALCS BWB
Revised
MTO Storage Sizing Method Storm: 10 year Area: 0.35 hectares
Max Permissible Ouflow Rate: 0.055 cms Design Outflow Rate: 0.042 cms Runoff Coefficient: 0.98 Depression Storage: 0 mm TIME Rainfall Rainfall Runoff Outflow Storage Rate Volume Volume (mm/hr) (cu.m.) (cu.m.) (cu.m.) (cu.m.)
5 min 201.60 58.8 57.6 12.6 45.010 min 124.20 72.5 71.0 25.2 45.8 Max volume required: 45.815 min 93.60 81.9 80.3 37.8 42.520 min 81.60 95.2 93.3 50.4 42.9 Volume @ Design Flow: 45.925 min 69.60 101.5 99.5 63.0 36.530 min 57.60 100.8 98.8 75.6 23.235 min 53.92 110.1 107.9 88.2 19.7 Interpolate Volume from rating curve40 min 50.23 117.2 114.9 100.8 14.145 min 46.55 122.2 119.7 113.4 6.3 Flow Volume TWL50 min 42.87 125.0 122.5 126.0 0.0 0.049 50.45 517.9155 min 39.18 125.7 123.2 138.6 0.0 0.054 53.52 517.96
1 hr 35.50 124.3 121.8 151.2 0.02 hr 21.90 153.3 150.2 302.4 0.0 0.042 45.858 517.843 hr 18.95 199.0 195.0 453.6 0.04 hr 16.00 224.0 219.5 604.8 0.05 hr 13.05 228.4 223.8 756.0 0.06 hr 10.10 212.1 207.9 907.2 0.07 hr 9.47 231.9 227.3 1058.4 0.08 hr 8.83 247.3 242.4 1209.6 0.09 hr 8.20 258.3 253.1 1360.8 0.0
10 hr 7.57 264.8 259.5 1512.0 0.011 hr 6.93 266.9 261.6 1663.2 0.012 hr 6.30 264.6 259.3 1814.4 0.013 hr 6.09 277.2 271.6 1965.6 0.014 hr 5.88 288.3 282.5 2116.8 0.015 hr 5.68 297.9 292.0 2268.0 0.016 hr 5.47 306.1 300.0 2419.2 0.017 hr 5.26 312.9 306.6 2570.4 0.018 hr 5.05 318.2 311.8 2721.6 0.019 hr 4.84 322.0 315.5 2872.8 0.020 hr 4.63 324.3 317.8 3024.0 0.021 hr 4.43 325.2 318.7 3175.2 0.022 hr 4.22 324.7 318.2 3326.4 0.023 hr 4.01 322.7 316.2 3477.6 0.024 hr 3.80 319.2 312.8 3628.8 0.0
May 9, 2019
February 10, 2020
PN 17-3109 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE
CALCS BWB
Revised
MTO Storage Sizing Method Storm: 25 year Area: 0.35 hectares
Max Permissible Ouflow Rate: 0.070 cms Outflow Rate: 0.054 cms Runoff Coefficient: 0.98 Depression Storage: 0 mm TIME Rainfall Rainfall Runoff Outflow Storage Rate Volume Volume (mm/hr) (cu.m.) (cu.m.) (cu.m.) (cu.m.)
5 min 237.40 69.2 67.9 16.2 51.710 min 146.30 85.3 83.6 32.4 51.2 Max volume required: 51.715 min 110.20 96.4 94.5 48.6 45.920 min 96.10 112.1 109.9 64.8 45.1 Volume @ Design Flow: 52.525 min 82.00 119.6 117.2 81.0 36.230 min 67.90 118.8 116.4 97.2 19.235 min 63.55 129.7 127.2 113.4 13.8 Interpolate Volume from rating curve40 min 59.20 138.1 135.4 129.6 5.845 min 54.85 144.0 141.1 145.8 0.0 Flow Volume TWL50 min 50.50 147.3 144.3 162.0 0.0 0.059 56.53 518.0255 min 46.15 148.1 145.1 178.2 0.0 0.066 62.32 518.12
1 hr 41.80 146.3 143.4 194.4 0.02 hr 25.70 179.9 176.3 388.8 0.0 0.054 52.462 517.953 hr 22.25 233.6 229.0 583.2 0.04 hr 18.80 263.2 257.9 777.6 0.05 hr 15.35 268.6 263.3 972.0 0.06 hr 11.90 249.9 244.9 1166.4 0.07 hr 11.15 273.2 267.7 1360.8 0.08 hr 10.40 291.2 285.4 1555.2 0.09 hr 9.65 304.0 297.9 1749.6 0.0
10 hr 8.90 311.5 305.3 1944.0 0.011 hr 8.15 313.8 307.5 2138.4 0.012 hr 7.40 310.8 304.6 2332.8 0.013 hr 7.16 325.7 319.2 2527.2 0.014 hr 6.92 338.9 332.1 2721.6 0.015 hr 6.68 350.4 343.4 2916.0 0.016 hr 6.43 360.3 353.1 3110.4 0.017 hr 6.19 368.4 361.0 3304.8 0.018 hr 5.95 374.9 367.4 3499.2 0.019 hr 5.71 379.6 372.0 3693.6 0.020 hr 5.47 382.7 375.0 3888.0 0.021 hr 5.23 384.0 376.4 4082.4 0.022 hr 4.98 383.7 376.0 4276.8 0.023 hr 4.74 381.7 374.1 4471.2 0.024 hr 4.50 378.0 370.4 4665.6 0.0
May 9, 2019
February 10, 2020
PN 17-3109 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE
CALCS BWB
Revised
MTO Storage Sizing Method Storm: 50 year Area: 0.35 hectares
Max Permissible Ouflow Rate: 0.081 cms Outflow Rate: 0.061 cms Runoff Coefficient: 0.98 Depression Storage: 0 mm TIME Rainfall Rainfall Runoff Outflow Storage Rate Volume Volume (mm/hr) (cu.m.) (cu.m.) (cu.m.) (cu.m.)
5 min 263.60 76.9 75.3 18.3 57.0 Max volume required: 57.010 min 162.30 94.7 92.8 36.6 56.215 min 122.30 107.0 104.9 54.9 50.0 Volume @ Design Flow: 58.020 min 106.63 124.4 121.9 73.2 48.725 min 90.97 132.7 130.0 91.5 38.530 min 75.30 131.8 129.1 109.8 19.3 Interpolate Volume from rating curve35 min 70.48 143.9 141.0 128.1 12.940 min 65.67 153.2 150.2 146.4 3.8 Flow Volume TWL45 min 60.85 159.7 156.5 164.7 0.0 0.066 62.32 518.1250 min 56.03 163.4 160.2 183.0 0.0 0.072 67.74 518.2255 min 51.22 164.3 161.0 201.3 0.0
1 hr 46.40 162.4 159.2 219.6 0.0 0.061 58.0 518.042 hr 28.60 200.2 196.2 439.2 0.03 hr 24.78 260.1 254.9 658.8 0.04 hr 20.95 293.3 287.4 878.4 0.05 hr 17.13 299.7 293.7 1098.0 0.06 hr 13.30 279.3 273.7 1317.6 0.07 hr 12.45 305.0 298.9 1537.2 0.08 hr 11.60 324.8 318.3 1756.8 0.09 hr 10.75 338.6 331.9 1976.4 0.0
10 hr 9.90 346.5 339.6 2196.0 0.011 hr 9.05 348.4 341.5 2415.6 0.012 hr 8.20 344.4 337.5 2635.2 0.013 hr 7.93 361.0 353.7 2854.8 0.014 hr 7.67 375.7 368.2 3074.4 0.015 hr 7.40 388.5 380.7 3294.0 0.016 hr 7.13 399.5 391.5 3513.6 0.017 hr 6.87 408.6 400.4 3733.2 0.018 hr 6.60 415.8 407.5 3952.8 0.019 hr 6.33 421.2 412.7 4172.4 0.020 hr 6.07 424.7 416.2 4392.0 0.021 hr 5.80 426.3 417.8 4611.6 0.022 hr 5.53 426.1 417.5 4831.2 0.023 hr 5.27 424.0 415.5 5050.8 0.024 hr 5.00 420.0 411.6 5270.4 0.0
February 10, 2020
May 9, 2019
PN 18-3142 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE
CALCS BWB
Revised
MTO Storage Sizing Method Storm: 100 year Area: 0.35 hectares
Max Permissible Ouflow Rate: 0.091 cms Outflow Rate: 0.067 cms Runoff Coefficient: 0.98 Depression Storage: 0 mm TIME Rainfall Rainfall Runoff Outflow Storage Rate Volume Volume (mm/hr) (cu.m.) (cu.m.) (cu.m.) (cu.m.)
5 min 289.70 84.5 82.8 20.1 62.710 min 178.40 104.1 102.0 40.2 61.8 Max volume required: 62.715 min 134.40 117.6 115.2 60.3 54.920 min 117.20 136.7 134.0 80.4 53.6 Volume @ Design Flow: 63.625 min 100.00 145.8 142.9 100.5 42.430 min 82.80 144.9 142.0 120.6 21.435 min 77.50 158.2 155.1 140.7 14.4 Interpolate Volume from rating curve40 min 72.20 168.5 165.1 160.8 4.345 min 66.90 175.6 172.1 180.9 0.0 Flow Volume TWL50 min 61.60 179.7 176.1 201.0 0.0 0.072 67.74 518.2255 min 56.30 180.6 177.0 221.1 0.0 0.079 73.61 518.35
1 hr 51.00 178.5 174.9 241.2 0.02 hr 31.40 219.8 215.4 482.4 0.0 0.067 63.628 518.133 hr 27.20 285.6 279.9 723.6 0.04 hr 23.00 322.0 315.6 964.8 0.05 hr 18.80 329.0 322.4 1206.0 0.06 hr 14.60 306.6 300.5 1447.2 0.07 hr 13.67 334.8 328.1 1688.4 0.08 hr 12.73 356.5 349.4 1929.6 0.09 hr 11.80 371.7 364.3 2170.8 0.0
10 hr 10.87 380.3 372.7 2412.0 0.011 hr 9.93 382.4 374.8 2653.2 0.012 hr 9.00 378.0 370.4 2894.4 0.013 hr 8.71 396.2 388.3 3135.6 0.014 hr 8.42 412.4 404.2 3376.8 0.015 hr 8.13 426.6 418.0 3618.0 0.016 hr 7.83 438.7 429.9 3859.2 0.017 hr 7.54 448.7 439.8 4100.4 0.018 hr 7.25 456.8 447.6 4341.6 0.019 hr 6.96 462.7 453.5 4582.8 0.020 hr 6.67 466.7 457.3 4824.0 0.021 hr 6.38 468.6 459.2 5065.2 0.022 hr 6.08 468.4 459.0 5306.4 0.023 hr 5.79 466.2 456.9 5547.6 0.024 hr 5.50 462.0 452.8 5788.8 0.0
May 9, 2019
February 10, 2020
PN 18-3142 Skelton, Brumwell and Associates Inc.772186 Highway 10 Dundalk, Township of Southgate DATE October 17, 2019
CALCS BWBPN 18-3142 Q = 0.00278 C.I.A. - IN C.M.S. (CUBIC METRES /SEC) Revised February 20, 2020772186 Highway 10 Dundalk, Township of Southgate C =RUNNOFF COEFFICIENT
Rational Method Storm Sewer Design A = AREA - IN HECTARESi = RAINFALL INTENSITY (mm/hr) = A t^B
(NEW STORM SEWERS ONLY)A (idf) = 51
100 year STORM FLOWS - SEWER SIZING B (idf) = -0.699
t flow timeintial t = 15 minutes
PIPE TOTAL S D Mannings Q V PIPE CAPACITYAREA LENGTH TOTAL PEAK 'n' PIPE PIPE REMARKS GREATER
FROM TO (METRES) C A CA CA TO IN I Q for pipe FULL FULL THAN FLOWSECTION SECTION (CMS) (%) (mm) (CMS) (m/sec) RATE?
201 CB#3 CBMH#2 22.7 0.93 0.110 0.102 0.102 10.00 0.39 178.44 0.051 0.50 300 0.013 0.068 0.967 PVC 100 YR FLOW OK
204 CB#1 CBMH#1 19.1 1.00 0.056 0.056 0.056 10.00 0.37 178.44 0.028 0.50 250 0.013 0.042 0.856 PVC 100 YR FLOW OK
203 CB#2 CBMH#2 18 1.00 0.060 0.060 0.116 10.37 0.31 173.94 0.056 0.50 300 0.013 0.068 0.967 PVC 100 YR FLOW OK
205 CBMH#1 CBMH#3 14.9 1.00 0.043 0.043 0.099 10.00 0.26 178.44 0.049 0.50 300 0.013 0.068 0.967 PVC 100 YR FLOW OK
207 CBMH#2 CBMH#3 15.3 1.00 0.054 0.054 0.272 10.68 0.21 170.40 0.129 0.60 375 0.013 0.136 1.229 PVC 100 YR FLOW OK
206 CBMH#3 OGS 0.5 1.00 0.027 0.027 0.398 10.89 0.01 168.12 0.186 0.60 450 0.013 0.221 1.388 PVC 100 YR FLOW OK
OGS STMH#1 0.186 0.60 450 0.013 0.221 1.388 PVC 100 YR FLOW OK
STMH#1 STMH#2 Low Flow 0.056 5.00 250 0.013 0.133 2.706 PVC MAX ORIFICE FLOW OK
STMH#1 STMH#2 High Flow 0.048 5.00 250 0.013 0.133 2.706 PVC MAX ORIFICE FLOW OK
STMH#2 EX Controlled Peak Flow 0.083 1.70 300 0.013 0.126 1.782 PVC CONTROLLED FLOW OK
LOCATION INCREMENT FLOW TIME (MIN)
517.37 517.28
519
518.6
518.8
519.2
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
X
#772
186
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ATE
R M
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EX. R
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518
518
518
519
517.8
517.8
518.2
518.4
518.4
518.4
518.6
518.8
519.2
519.4
518
518
518.2
518.4
519
519.4
519
518.6
518.8
519.2
519.4
520
521
521
519.4
519.6
519.
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520.
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520.
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520.
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520.
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521.
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521.
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521
522
519.6519.8
520.2
520.4520.6520.8
521.2521.4
521.6
521.8
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521
519.
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9.6
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8
520.
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521.
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8.8
519.
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9.2
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WET CELL
FOREBAY
HIG
HW
AY
10
519
518.6
518.8
519.2
519.4
519.6
519.6 519.8
519.8
519.50
519.46
FF 5
19.6
7m519.50
519.
50
519.46
519.46519.46
519.50
519.50
519.46519.46
519.46 519.46519.46 51
9.46
519.46
519.69 EX.519.37 EX.
517.96 EX.
518.54 EX.
3.0%
518.4
517.
43 E
X.517.97 EX.
519.50
519.83 EX.
3.8%
519.
50
21.0%
518.
46 E
X.
519.46
518.14 EX.
519.46
518.75 EX.
519.46
520.05 EX.
519.2
5
519.50
519.47 EX.
519.44
519.
35
519.44
519.43
519.30
519.30
519.30 519.30
519.46
519.46519.46
519.4
6
519.46
519.46
519.46
519.46
1.0%2.9%
2.3%1.
4%
1.0%1.5%
1.0%
2.2%
1.6%
3.2%
519.46
3.1%
3.1%
1.1%
1.0%
1.5%
1.4%
3.3%
1.2%
1.2%
519.46
1.3%
1.3%
1.5%
1.4%
1.6%
519.463.7%
519.46
519.
46
3.5%
1.8%
1.3%
1.6%3.5%
1.6% 1.5%
1.6%
519.
463.
5%
519.46
3.2%
519.46
2.7%
3.5%
2.7%
519.4651
9.46
1.6%
1.4%519.441.6% 1.3% 519.44
1.3%
519.46
519.46
519.50
519.86 EX.
1.4%
0.7%
1.3%
519.
23
517.90 EX.
26.2
%
518.21 EX.
1.8%
GRADE FROM FINISHEDGRADE AT MAX. 4:1 TO
MATCH TO EXISTING GRADEAT PROPERTY LINE .
REINSTATE SLOPES WITH150mm COMPACTED TOPSOIL
AND SOD
SANITARYPUMPCHAMBER
SAMH#1
OGS
STMH#1
CB#1
CBMH#1
CB#3
CB#2
CBMH#2
CBMH#3
STORMTECH SYSTEMHYDRANT SET #1
EX.SNMH(LOCATION TOBE CONFIRMED)
1.4%
1.4%
1.3%
1.2%
519.
44
519.44
519.
44 520.11 EX.
2.0%
1.8%
519.51
519.60
2.5%
519.58
20.4
%
1.9%1.
7%
519.70
519.
37
518.45 EX.
1.6%
519.99 EX.
520.11 EX.
520.20 EX.
519.79 EX.
519.72 EX.
519.
67 E
X.
519.63 EX.
CONSTRUCT/EXTEND EXISTING 1mWIDE PAVED SHOULDER ACROSSEXISTING ENTRANCE (TO BE REMOVED)
SHOULDER PAVING TO EXTEND TONEIGHBORING ENTRANCE
518.
24 E
X.
2.1%
14m
MTO
SET
BA
CK
519.76
1.7%
4.9%
5.8%
518.
75
11.7%
20.1
%
519.
59
15.0%
519.6
1 EX.
CB#4
6.0%
3.0%
2.3%
EXCAVATE AREA OF EXISTNGENTRANCE TO FORM 'V' PROFILEDITCH. MAXIMUM SIDE SLOPES TO BE3:1
REINSTATE SLOPES WITH 150mmCOMPACTED TOPSOIL AND SOD
RAISE GRADE AT PROPERTY LINE TOPROVIDE FOR POSITIVE DRAINAGEAWAY FROM HWY 10. BLENDGRADES TO EXISTING DITCH AT MAX3:1 SLOPES.
REINSTATE WITH 150mm TOPSOILAND SOD
RAISE GRADE AT PROPERTY LINE TOPROVIDE FOR POSITIVE DRAINAGEAWAY FROM HWY 10. BLENDGRADES TO EXISTING DITCH AT MAX3:1 SLOPES.
REINSTATE WITH 150mm TOPSOILAND SOD
16.2
%1.
2%
1.5%
LOW POINT AT SOUTH LIMIT OFPARKING LOT PROVIDES FOREMERGENCY OVERFLOW OUTLETSUCH THAT SPILL FLOWS ARE NOTDIRECTED TO HIGHWAY 10
519.62
519.6
8
519.46
23.7%519.54
519.50
519.
98 E
X.
520.0
0 EX.
519.95
519.75519.73
519.65
519.57
519.55
1 STORY STORAGEBUILIDNG FF: 519.46
1 STORY STORAGEBUILDINGSLAB ON GRADEFF: 519.46USF 518.24 (MAX)
SHEFFIELD STREET
REMOVE AND SALVAGEEXISTING HYDRANT
STMH#2
EXISTINGDICB
519.47519.41
ACCESS TO COMMERCIALPROPERTY TO BE MAINTAINEDAT ALL TIMES.
519.34
WET CELL
519.
40 E
X. 1.6%
519.28 EX.33m GRASSED SWALE @ 0.0%MAX 5:1 SIDE SLOPES
GRADE FROM FINISHED GRADE ATMAX. 3:1 TO MATCH TO EXISTING
GRADE AT PROPERTY LINE .REINSTATE SLOPES WITH 150mmCOMPACTED TOPSOIL AND SOD
519.
44
519.40
519.3
3
17m GRASSED SWALE
@ 0.3% MAX 5:1 SIDE
SLOPES
CONSTRUCT/EXTEND EXISITNG 1mWIDE PAVED
SHOULDER PAVING TO EXTEND TONEIGHBORING LANEWAY
PAVED SHOULDER TO TAPER TO ZEROWIDTH AT PROPERTY LINE
519.24
519.68
519.64
519.6
0
32.2%
1.1%
R15m
R2m
R15m
R2m
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
XXXXXXXXXXXXXXXX
XX
X
X
X
X
X
X
X
X
X
X
X
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X X X X X X X X X X X X X X X X X X X X X X X
1 ST
OR
Y ST
OR
AG
EB
UIL
DIN
GSL
AB
ON
GR
AD
EFF
: 519
.46
USF
518
.24
(MA
X)
1 STORY STORAGEBUILDINGSLAB ON GRADEFF: 519.46USF 518.24 (MAX)
BENCH MARKSIB - ELEV 518.32
BENCH MARKSIB - ELEV 519.26
BENCH MARKSIB - ELEV 519.39
519.47
519.28 519.28
520519.8520.2
-5.2
1%
-20.
11%-35.00%
-5.1
0%
0.3%
519.32 EX.-3
.55%
-4.8
8%-4.4
7%
519.56
18.1%
MILL ST N
ALICE ST S
RUSSELL ST S
MCDOWELL ST
SINCLAIR ST
HWY 10
MAIN S
T E
VICTO
RIA S
T N
MAIN S
T E
MAIN S
T E
SHEF
FIEL
D ST
9
FOUND IRON BAR
FOUND SQUARE IRON BARS
PROPERTY BOUNDARY
EXISTING HYDRO
EXISTING 1.0 m CONTOUR
EXISTING 0.5 m CONTOUR
EXISTING SANITARY MANHOLE
PROPOSED SANITARY MANHOLE
EXISTING WATER VALVE
EXISTING WELL
BENCHMARK
EXISTING CABLE PEDESTAL
EXISTING CATCH BASIN
DITCH/SWALE FLOW PATH
HYDRO POLE
FIRE HYDRANT
TRANSFORMER
EXISTING BELL PEDESTAL
520.74 EX.SPOT ELEVATION MATCH TOEXISTING GRADE
519.45 SPOT ELEVATION MATCH TOEXISTING GRADE
1.0%DIRECTION OF OVERLANDFLOW AND GRADE
CUT OR FILL GRADING LINE
-2.02%EXTERNAL DIRECTION OFOVERLAND FLOW AND GRADE
Copy
right
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018
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ton
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iate
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. A
ll rig
hts r
eser
ved.
This
docu
men
t is p
rote
cted
by
copy
right
law
s and
may
not
be
repr
oduc
ed in
any
man
ner,
or fo
r any
pur
pose
, exc
ept w
ith th
e w
ritte
n pe
rmiss
ion
of th
e co
pyrig
ht h
olde
r.
DRWG NO.
SCALE:
DRAWN:
PROJECT NO.
DATE:
CHECKED: APPROVED:
SCHEDULE OF REVISIONSDESCRIPTIONDATE CHECKED
93 BELL FARM ROAD, SUITE 107 TELEPHONE (705) 726-1141BARRIE, ONTARIO L4M 5G1 FAX (705) 726-0331
TOLL FREE (877) 726-1141www.skeltonbrumwell.ca
NO.
LEGEND
KEY MAPN.T.S.
DUNDALK SELF STORAGE772186 HIGHWAY 10
DUNDALKTWP OF SOUTHGATE
SITE GRADING
18-3142 3142-SGMAY 2018 1:250
JS/BWB
3142
SG
SITE
SCALE 1:250
5 0 5 10 15 metres
1. 2018 07 19 INITIAL CONCEPT PLAN BWB
2. 2018 09 21 BWBREVISED SITE PLAN - CONCEPT PLAN
3. 1ST SUBMISSION SITE PLAN APPROVAL BWB2019 10 17
4. ENTRANCE REVISED PER MTO2019 10 31 BWB
5. 2nd ENGINEERING SUBMISSION2020 04 09 BWB
6. 3rd ENGINEERING SUBMISSION2020 06 09 BWB
519
518.6
518.8
519.2
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
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XX
XX
XX
XX
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XX
XX
X
#772
186
HIG
HW
AY 1
0
EX. C
OM
MER
CIA
LEX
. CO
MM
ERC
IAL
EXIS
TIN
G S
TOR
MW
ATE
R M
AN
AG
EMEN
T PO
ND
EX. R
ESID
ENTI
AL
518
518
518
519
517.8
517.8
518.2
518.4
518.4
518.4
518.6
518.8
519.2
519.4
518
518
518.2
518.4
519
519.4
519
518.6
518.8
519.2
519.4
520
521
521
519.4
519.6
519.
852
0.2
520.
4
520.
4
520.
6
520.
6
520.
8
520.
8
521.
2
521.
2
520
521
522
519.6519.8
520.2
520.4520.6520.8
521.2521.4
521.6
521.8
520
521
519.
451
9.6
519.
8
520.
252
0.4
520.
6
520.
8
521.
2
521.
4
518
517.6517.8
520
519519
518.
651
8.6
518.
851
8.8
519.
251
9.2
519.
451
9.4
519.
651
9.6EX
. RES
IDEN
TIAL
CEN
TRE
LIN
E O
F SW
ALE
/DEP
RES
SIIO
N C
ON
VEYI
NG
FLO
W F
RO
M S
TOR
M W
ATE
R P
ON
D(S
UB
JEC
T TO
MU
NIC
IPLE
EA
SEM
ENT)
WET CELL
FOREBAY
HIG
HW
AY
10
519
518.6
518.8
519.2
519.4
519.6
519.6 519.8
519.8
FF 5
19.6
7m
HA
AREA102
0.36 0.34
HA
AREA101
0.75 0.12
518.4
EXISTINGDITCH
HYDRANT SET #1
14m
MTO
SET
BA
CK
SHEFFIELD STREET
REMOVE AND SALVAGEEXISTING HYDRANT
BH#1elev 519.25
BH#3 elev 518.60
c/w Piezometer
BH#3elev 519.60
BH#5elev 521.15
ACCESS TO COMMERCIALPROPERTY TO BE MAINTAINEDAT ALL TIMES.
BH#2elev 518.15
WET CELL
DRAINS TO JAMES FOLEY MUNICIPAL DRAIN
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
XXXXXXXXXXXXXXXX
XX
X
X
X
X
X
X
X
X
X
X
X
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X X X X X X X X X X X X X X X X X X X X X X X
BENCH MARKSIB - ELEV 518.32
BENCH MARKSIB - ELEV 519.26
BENCH MARKSIB - ELEV 519.39
520519.8520.2
EXISTING LIGHT STANDARD
EXISTING 1.00 m CONTOUR
EXISTING 0.25 m CONTOUR
EXISTING CATCH BASIN
EXISTING BUILDING ENTRANCE
EXISTING STORM MH
HA
AREA102
0.35 0.35
CATCHMENT BOUNDARY
OVERLAND DRAINAGEDIRECTION
CATCHMENT ID
CATCHMENT AREA
RATIONAL C FACTOR (100YR)
DITCH/SWALE FLOW PATH
MILL ST N
ALICE ST S
RUSSELL ST S
MCDOWELL ST
SINCLAIR ST
HWY 10
MAIN S
T E
VICTO
RIA S
T N
MAIN S
T E
MAIN S
T E
SHEF
FIEL
D ST
9
Copy
right
© 2
018
Skel
ton
Brum
wel
l & A
ssoc
iate
s Inc
. A
ll rig
hts r
eser
ved.
This
docu
men
t is p
rote
cted
by
copy
right
law
s and
may
not
be
repr
oduc
ed in
any
man
ner,
or fo
r any
pur
pose
, exc
ept w
ith th
e w
ritte
n pe
rmiss
ion
of th
e co
pyrig
ht h
olde
r.
DRWG NO.
SCALE:
DRAWN:
PROJECT NO.
DATE:
CHECKED: APPROVED:
SCHEDULE OF REVISIONSDESCRIPTIONDATE CHECKED
93 BELL FARM ROAD, SUITE 107 TELEPHONE (705) 726-1141BARRIE, ONTARIO L4M 5G1 FAX (705) 726-0331
TOLL FREE (877) 726-1141www.skeltonbrumwell.ca
NO.
LEGEND
KEY MAPN.T.S.
DUNDALK SELF STORAGE772186 HIGHWAY 10
DUNDALKTWP OF SOUTHGATEEXISTING DRAINAGE CATCHMENTS
18-3142 3142-SWM1APRIL 2018 1:200
JS/BWB
3142
SWM
1SCALE 1:200
4 8 12 metres
SITE
1. 2018 07 19 INITIAL CONCEPT PLAN
2. 1ST SUBMISSION SITE PLAN APPROVAL2019 10 17 BWB
3. ENTRANCE REVISED PER MTO2019 10 31 BWB
4. 2nd ENGINEERING SUBMISSION2020 04 09 BWB
519
518.6
518.8
519.2
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
#772
186
HIG
HW
AY 1
0
EX. C
OM
MER
CIA
LEX
. CO
MM
ERC
IAL
EX. R
ESID
ENTI
AL
518
518
518
519
517.8
517.8
518.2
518.4
518.4
518.4
518.6
518.8
519.2
519.4
518
518
518.2
518.4
519
519.4
519
518.6
518.8
519.2
519.4
520
521
521
519.4
519.6
519.
852
0.2
520.
4
520.
4
520.
6
520.
6
520.
8
520.
8
521.
2
521.
2
520
521
522
519.6519.8
520.2
520.4520.6520.8
521.2521.4
521.6
521.8
520
521
519.
451
9.6
519.
8
520.
252
0.4
520.
6
520.
8
521.
2
521.
4
518
517.6517.8
520
519519
518.
651
8.6
518.
851
8.8
519.
251
9.2
519.
451
9.4
519.
651
9.6
FOREBAY
HIG
HW
AY
10
519
518.6
518.8
519.2
519.4
519.6
519.6 519.8
519.8
FF 5
19.6
7m
HA
AREA201
0.93 0.11HA
AREA204
1.0 0.056
518.4
HA
AREA202
0.28 0.11
HA
AREA203
1.0 0.06
HA
AREA205
1.0 0.043
HA
AREA206
1.0 0.027
SANITARYPUMPCHAMBER
SAMH#1
OGS
STMH#1
CB#1
CBMH#1
CB#3
CB#2
CBMH#2
CBMH#3
STORMTECH SYSTEM
HA
AREA207
1.0 0.054
EX.SNMH(LOCATION TOBE CONFIRMED)
CONSTRUCT/EXTEND EXISTING 1mWIDE PAVED SHOULDER ACROSSEXISTING ENTRANCE (TO BE REMOVED)
SHOULDER PAVING TO EXTEND TONEIGHBORING ENTRANCE
14m
MTO
SET
BA
CK
CB#4
LOW POINT AT SOUTH LIMIT OFPARKING LOT PROVIDES FOREMERGENCY OVERFLOW OUTLETSUCH THAT SPILL FLOWS ARE NOTDIRECTED TO HIGHWAY 10
1 STORY STORAGEBUILIDNG FF: 519.46
1 STORY STORAGEBUILDINGSLAB ON GRADEFF: 519.46USF 518.24 (MAX)
SHEFFIELD STREET
STMH#2
EXISTINGDICB
WET CELL
DRAINS TO JAMES FOLEY MUNICIPAL DRAIN
CONSTRUCT/EXTEND EXISITNG 1mWIDE PAVED
SHOULDER PAVING TO EXTEND TONEIGHBORING LANEWAY
PAVED SHOULDER TO TAPER TO ZEROWIDTH AT PROPERTY LINE
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
XXXXXXXXXXXXXXXX
XX
X
X
X
X
X
X
X
X
X
X
X
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X X X X X X X X X X X X X X X X X X X X X X X
1 ST
OR
Y ST
OR
AG
EB
UIL
DIN
GSL
AB
ON
GR
AD
EFF
: 519
.46
USF
518
.24
(MA
X)
1 STORY STORAGEBUILDINGSLAB ON GRADEFF: 519.46USF 518.24 (MAX)
BENCH MARKSIB - ELEV 518.32
BENCH MARKSIB - ELEV 519.26
BENCH MARKSIB - ELEV 519.39
520519.8520.2
-5.2
1%
-20.
11%-35.00%
-5.1
0%
-3.5
5%
-4.8
8%-4.4
7%
EXISTING 1.00 m CONTOUR
EXISTING 0.25 m CONTOUR
EXISTING CATCH BASIN
EXISTING FIRE HYDRANT
EXISTING WATER VALVE
EXISTING BUILDING ENTRANCE
EXISTING STORM MH
CATCHMENT BOUNDARY
OVERLAND DRAINAGEDIRECTION
CATCHMENT ID
CATCHMENT AREA
RATIONAL C FACTOR (100YR)
HA
AREA201
0.89 0.15
PROPOSED CATCH BASIN
PROPOSED CATCH BASINMANHOLE
DITCH/SWALE FLOW PATH
MILL ST N
ALICE ST S
RUSSELL ST S
MCDOWELL ST
SINCLAIR ST
HWY 10
MAIN S
T E
VICTO
RIA S
T N
MAIN S
T E
MAIN S
T E
SHEF
FIEL
D ST
9
Copy
right
© 2
018
Skel
ton
Brum
wel
l & A
ssoc
iate
s Inc
. A
ll rig
hts r
eser
ved.
This
docu
men
t is p
rote
cted
by
copy
right
law
s and
may
not
be
repr
oduc
ed in
any
man
ner,
or fo
r any
pur
pose
, exc
ept w
ith th
e w
ritte
n pe
rmiss
ion
of th
e co
pyrig
ht h
olde
r.
DRWG NO.
SCALE:
DRAWN:
PROJECT NO.
DATE:
CHECKED: APPROVED:
SCHEDULE OF REVISIONSDESCRIPTIONDATE CHECKED
93 BELL FARM ROAD, SUITE 107 TELEPHONE (705) 726-1141BARRIE, ONTARIO L4M 5G1 FAX (705) 726-0331
TOLL FREE (877) 726-1141www.skeltonbrumwell.ca
NO.
LEGEND
KEY MAPN.T.S.
DUNDALK SELF STORAGE772186 HIGHWAY 10
DUNDALKTWP OF SOUTHGATE
PROPOSED DRAINAGE CATCHMENTS
18-3142 3142-SWM2APRIL 2018 1:400
JS/BWB
3142
SWM
2SCALE 1:200
4 8 12 metres
SITE
1. 2018 07 19 INITIAL CONCEPT PLAN
2. 1ST SUBMISSION SITE PLAN APPROVAL2019 10 17 BWB
3. ENTRANCE REVISED PER MTO2019 10 31 BWB
4. 2nd ENGINEERING SUBMISSION2020 04 09 BWB
519
518.6
518.8
519.2
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
X
#772
186
HIG
HW
AY 1
0
EX. C
OM
MER
CIA
LEX
. CO
MM
ERC
IAL
EXIS
TIN
G S
TOR
MW
ATE
R M
AN
AG
EMEN
T PO
ND
EX. R
ESID
ENTI
AL
518
518
518
519
517.8
517.8
518.2
518.4
518.4
518.4
518.6
518.8
519.2
519.4
518
518
518.2
518.4
519
519.4
519
518.6
518.8
519.2
519.4
520
521
521
519.4
519.6
519.
852
0.2
520.
4
520.
4
520.
6
520.
6
520.
8
520.
8
521.
2
521.
2
520
521
522
519.6519.8
520.2
520.4520.6520.8
521.2521.4
521.6
521.8
520
521
519.
451
9.6
519.
8
520.
252
0.4
520.
6
520.
8
521.
2
521.
4
518
517.6517.8
520
519519
518.
651
8.6
518.
851
8.8
519.
251
9.2
519.
451
9.4
519.
651
9.6
CEN
TRE
LIN
E O
F SW
ALE
/DEP
RES
SIIO
N C
ON
VEYI
NG
FLO
W F
RO
M S
TOR
M W
ATE
R P
ON
D(S
UB
JEC
T TO
MU
NIC
IPLE
EA
SEM
ENT)
WET CELL
FOREBAY
HIG
HW
AY
10
519
518.6
518.8
519.2
519.4
519.6
519.6 519.8
519.8
FF 5
19.6
7m
518.4
CBMH#1TOP 519.30
NW INV 517.70NE INV 517.54
CB#1TOP 519.30
SE INV. 517.80
CB#2TOP 519.30
SE INV. 517.80
19.1
m-2
50m
m S
TM @
0.5
%
14.9 m-300mm STM @ 0.5%
19.5
m-3
00m
m S
TM @
0.5
%
14.8
m-3
00m
m S
TM @
1.7
%
1.5m-150mmØ PVCSANITARY SEWER @ 2.0%BLDG INV. 518.15mC/W 75mm RIGID BOARDINSULATION(INTERIOR PLUMBING TOBE REVISED)
STMH#1 (1500mm)TOP 519.44
N INV. 517.25E INV. 517.27 (450mm TO DETENTION)
E INV. 517.05 (150mm SUBDRAIN) c/w FLAP GATES INV. 517.00 (0.6m-250mm) c/w 130mm ORIFICE PLATES INV. 517.75 (0.6m-250mm) c/w 150mm ORIFICE PLATE
CBMH#2TOP 519.30
NW INV. 517.70NE INV. 517.61
SW INV. 517.58
15.3 m-375mm STM @ 0.6%
CBMH#3TOP 519.35
NE INV. 517.49SW INV. 517.46
E INV. 517.39
STORMTECH MC-3500 DETENTION SYSTEMCHAMBER NUMBER: 13INVERT: 517.27230mm CLEAR STONE BEDDING (BOTTOM ELEVATION 517.05)300mm CLEAR STONE COVER500mm CLEAR STONE SURROUND ON SIDES AND ENDS(TOTAL AREA: 94.2 sq.m)STORAGE VOLUME: 87.9cu.m± (INCLUDING VOID SPACE IN STONE)STONE BEDDING DRAINED TO STMH#1 VIA 150mm SUBDRAIN RUNNINGFULL LENGTH OF SYSTEM, C/W FLAP GATE AT STMH#1STONE WRAPPED IN PRE-FABRICATED 30mil LLDPE ON BOTTOM ANDSIDES (BY TERRAFIX), FILTER FABRIC OVER TOP WITH 600mm OVERLAPTO LLDPEFILTER FABRIC LAYER BETWEEN CHAMBER UNITS AND STONE BEDDING
OGSCDS PMSU2015-4
TOP 519.44NW INV. 517.37
S INV. 517.28
CB#3TOP 519.23SW INV 517.73
22.7 m-300mm STM @ 0.5%0.5m-450 STM @0.5%
69.7
m-5
0mm
Ø S
AN
. F/M
TO B
E IN
STA
LLED
BY
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ILLI
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.M
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MA
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RT
OF
520.
72 m
. SEE
TYP
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LD
ETA
IL D
WG
314
2-D
ET2.
1.0m-600mm STM TO DETENTION
CONNECT TO EXISTINGSANITARY MANHOLE(LOCATION TO BECONFIRMED)TOP 521.13 ±W INV (EXISTING) 520.72 ±
CONNECT TOEXISTING W/M
67m
-200
mm
W/M
INST
ALL
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IA D
IREC
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NA
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LIN
G (T
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TC
HYDRANT SET #1
SAMH#1TOP519.47NE INV518.12NW INV517.97
23.2
m-1
50m
m S
AN
. @ 2
.0%
C/W
WIT
H 7
5mm
x3m
WID
ER
IGID
BO
AR
D IN
SULA
TIO
N
BREAK INTOEXISTNG DICBINV 516.65
CONSTRUCT/EXTEND EXISTING 1mWIDE PAVED SHOULDER ACROSSEXISTING ENTRANCE (TO BE REMOVED)
SHOULDER PAVING TO EXTEND TONEIGHBORING ENTRANCE
14m
MTO
SET
BA
CK
CBMH#4TOP 519.24N INV 518.02S INV 518.00
INSTALLED INLINE WITHEXISTING600mm CSPSTORM
1 STORY STORAGEBUILIDNG FF: 519.46
1 STORY STORAGEBUILDINGSLAB ON GRADEFF: 519.46USF 518.24 (MAX)
SHEFFIELD STREET
REMOVE AND SALVAGEEXISTING HYDRANT
INSTALL SALVAGED HYDRANTAND NEW WATER GATE VALVE
AS PER TOWNSHIP OFSOUTHGATE DETAILS W2 & W3
INSTALL NEW HYDRANT ANDGATE VALVE AS PER
TOWNSHIP OF SOUTHGATEDETAILS W2 & W3
PRO
P. 6
7.0m
- 20
0mm
W/M
(MIN
. 2.0
m C
OVE
R)
68 m-150mm SUBDRAIN @ 0.0% INV 517.00(surrounds detention tank to limit buoyant forces)OUTLET TO STMH#2
STMH#2TOP 519.45
N INV. 516.97 (250mm)N INV. 517.72 (250mm)
S INV. 516.90
BH#1elev 519.25
BH#3 elev 518.60
c/w Piezometer
BH#3elev 519.60
BH#5elev 521.15
ACCESS TO COMMERCIALPROPERTY TO BE MAINTAINEDAT ALL TIMES.
WILKINSON PRECAST 1.5m SQUARE MANHOLETO BE USED AS SANITARY PUMP CHAMBERC/W WATER TIGHT LIDTOP 519.45S INV 517.50W INV 516.40FORCEMAIN INSIDE PUMP CHAMBER TO HAVE13 mmØ HOLE DRILLED ABOVE CHECK VALVETO ALLOW DRAINAGE BACK TO PUMPCHAMBER AFTER PUMP SHUT OFF, IN ORDERTO PREVENT FREEZING IN FORCE MAIN.
PUMP TO BE PROVIDE WITH FLOAT CONTROLBOTTOM FLOAT (OFF) 516.45mTOP FLOW (ON) 516.61m
INSULATE F/M AT SANITARYMANHOLE INLET (WHERE DEPTHOF COVER WILL BE 0.4 m ±) WITHMINIMUM 125 mm HL-40 RIGIDINSULATION.
BH#2elev 518.15
32.5m-150mm SUBDRAIN @ 0.0%INV 517.05m (INSIDE LINER, TODRAIN STONE BEDDING)
WET CELL
5m LONG 150mm (4)SUBDRAIN INV @1.01m BELOW GRATE
5m LONG 150mm (4)SUBDRAIN INV @1.01m BELOW GRATE
5m LONG 150mm (4)SUBDRAIN INV @
1.01m BELOW GRATE
5m LONG 150mm (4)SUBDRAIN INV @1.01m BELOW GRATE
28m
-150
mm
SU
BD
RA
IN A
T1.
01m
BEL
OW
GR
AD
E.C
ON
NEC
T TO
SU
BD
RA
IN @
CB
#3
INSPECTION PORT INSPECTION PORT
CONSTRUCT/EXTEND EXISITNG 1mWIDE PAVED
SHOULDER PAVING TO EXTEND TONEIGHBORING LANEWAY
PAVED SHOULDER TO TAPER TO ZEROWIDTH AT PROPERTY LINE
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
XXXXXXXXXXXXXXXX
XX
X
X
X
X
X
X
X
X
X
X
X
XX
XX
XX
XX
XX
XX
XX
XX
XX
XX
X X X X X X X X X X X X X X X X X X X X X X X
200x150x200mm ANCHOR TEE@ VALVE
INSTALL NEWHYDRANT AND
GATE VALVE AS PERTOWNSHIP OF
SOUTHGATEDETAILS W2 & W3
22.5° BEND
1 ST
OR
Y ST
OR
AG
EB
UIL
DIN
GSL
AB
ON
GR
AD
EFF
: 519
.46
USF
518
.24
(MA
X)
1 STORY STORAGEBUILDINGSLAB ON GRADEFF: 519.46USF 518.24 (MAX)
BENCH MARKSIB - ELEV 518.32
BENCH MARKSIB - ELEV 519.26
BENCH MARKSIB - ELEV 519.39
520519.8520.2
2m-25mmCOPPER W/Sc/w CURBSTOP AT MAIN
EXISTING WELL TOBE DECOMISSIONED
VALVE CHAMBER PER OPSD 1100.010 NOV. 2014TOP FRAME AND GRATE 519.75TOP OF WM 517.8INSIDE CHAMBER BOTTOM 517.2SEE DETAILS ON DRAWING 3142-DET1
200x150mmREDUCER
EXISTING SANITARY MHLOCATIONS, ELEVATIONSAND INVERTS TO BECONFIRMED VIA SURVEYDURING CONSTRUCTION FORAS-CONSTRUCTED RECORDS
40.4m-150mm W/M
MILL ST N
ALICE ST S
RUSSELL ST S
MCDOWELL ST
SINCLAIR ST
HWY 10
MAIN S
T E
VICTO
RIA S
T N
MAIN S
T E
MAIN S
T E
SHEF
FIEL
D ST
9
FOUND IRON BAR
FOUND SQUARE IRON BARS
PROPERTY BOUNDARY
EXISTING HYDRO
EXISTING 1.0 m CONTOUR
EXISTING 0.5 m CONTOUR
EXISTING SANITARY MANHOLE
PROPOSED SANITARY MANHOLE
EXISTING WATER VALVE
EXISTING WELL
BENCHMARK
EXISTING CABLE PEDESTAL
EXISTING CATCH BASIN
DITCH/SWALE FLOW PATH
HYDRO POLE
FIRE HYDRANT
TRANSFORMER
EXISTING BELL PEDESTAL
PROPOSED CATCH BASIN
PROPOSED CATCH BASINMANHOLE
Copy
right
© 2
018
Skel
ton
Brum
wel
l & A
ssoc
iate
s Inc
. A
ll rig
hts r
eser
ved.
This
docu
men
t is p
rote
cted
by
copy
right
law
s and
may
not
be
repr
oduc
ed in
any
man
ner,
or fo
r any
pur
pose
, exc
ept w
ith th
e w
ritte
n pe
rmiss
ion
of th
e co
pyrig
ht h
olde
r.
DRWG NO.
SCALE:
DRAWN:
PROJECT NO.
DATE:
CHECKED: APPROVED:
SCHEDULE OF REVISIONSDESCRIPTIONDATE CHECKED
93 BELL FARM ROAD, SUITE 107 TELEPHONE (705) 726-1141BARRIE, ONTARIO L4M 5G1 FAX (705) 726-0331
TOLL FREE (877) 726-1141www.skeltonbrumwell.ca
NO.
LEGEND
KEY MAPN.T.S.
DUNDALK SELF STORAGE772186 HIGHWAY 10
DUNDALKTWP OF SOUTHGATE
SITE SERVICING
18-3142 3142-SSMAY 2018 1:250
JS/BWB
3142
SS
SITE
SCALE 1:250
5 0 5 10 15 metres
1. 2018 07 19 INITIAL CONCEPT PLAN
2. 2018 09 21 REVISED SITE PLAN - CONCEPT PLAN BWB
BWB
3. 1ST SUBMISSION SITE PLAN APPROVAL2019 10 17 BWB
4. ENTRANCE REVISED PER MTO2019 10 31 BWB
5. 2nd ENGINEERING SUBMISSION2020 04 09 BWB
6. 3rd ENGINEERING SUBMISSION2020 06 09 BWB
519
518.6
518.8
519.2
X
#772
186
HIG
HW
AY 1
0
EX. C
OM
MER
CIA
LEX
. CO
MM
ERC
IAL
EXIS
TIN
G S
TOR
MW
ATE
R M
AN
AG
EMEN
T PO
ND
518
518
518
519
517.8
517.8
518.2
518.4
518.4
518.4
518.6
518.8
519.2
519.4
518
51851
8.2
518.4
519
519.4
519
518.6
518.8
519.2
519.4
521
521
520.
4
520.
4
520.
6
520.
652
0.8
520.
8
521.
252
1.2
52052
1
519.
451
9.6
519.
8
520.
252
0.4
520.
6
520.
8
521.
2
521.
4
520
519519
518.
651
8.6
518.
851
8.8
519.
251
9.2
519.
451
9.4
519.
651
9.6
CEN
TRE
LIN
E O
F SW
ALE
/DEP
RES
SIIO
N C
ON
VEYI
NG
FLO
W F
RO
M S
TOR
M W
ATE
R P
ON
D(S
UB
JEC
T TO
MU
NIC
IPLE
EA
SEM
ENT)
WET CELL
519
518.6
518.8
519.2
519.4
519.6
519.6 519.8
519.8
FF 5
19.6
7m
518.4
SANITARYPUMPCHAMBER
SAMH#1
OGS
STMH#1
CB#1
CBMH#1
CB#3
CB#2
CBMH#2
CBMH#3
STORMTECH SYSTEM
14m
MTO
SET
BA
CK
CB#4
LOW POINT AT SOUTH LIMIT OF PARKING LOTPROVIDES FOR EMERGENCY OVERFLOWOUTLET SUCH THAT SPILL FLOWS ARE NOTDIRECTED TO HIGHWAY 10
1STORYSTORAGEBUILIDNGFF:519.46
1 STORYSTORAGEBUILDINGSLAB ONGRADEFF: 519.46USF518.24(MAX)
REMOVE AND SALVAGEEXISTING HYDRANT
STMH#2
EXISTINGDICB
WET CELL
INSTALL SILT SAC AND MAINTAINTHROUGHOUT CONSTRUCTION
INSTALL SILT SAC IMMEDIATELYAFTER STRUCTUREINSTALLATION AND MAINTAINTHROUGHOUT CONSTRUCTION
INSTALL SILT SAC AND MAINTAINTHROUGHOUT CONSTRUCTION
INSTALL SILT SAC IMMEDIATELYAFTER STRUCTUREINSTALLATION AND MAINTAINTHROUGHOUT CONSTRUCTION
INSTALL SILT SAC IMMEDIATELYAFTER STRUCTUREINSTALLATION AND MAINTAINTHROUGHOUT CONSTRUCTION
INSTALL SILT SAC IMMEDIATELYAFTER STRUCTUREINSTALLATION AND MAINTAINTHROUGHOUT CONSTRUCTION
CONSTRUCTIONENTRANCE(EXISTING)
INSTALL FIBRE ROLL FLOWCHECK DAMS AT NOTEDLOCATIONS, AS PER OPSD219.191
INSTALL 280m OF SILTATIONFENCE AROUND PERIMETEROF SITE AS PER BSD-1233
INSTALL 280m OF SILTATIONFENCE AROUND PERIMETEROF SITE AS PER BSD-1233
INSTALL FIBRE ROLL FLOWCHECK DAMS AT NOTEDLOCATIONS, AS PER OPSD219.191
XX
XX
XX
XX
XX
XX
XX
X
XX
XX
XX
XX
XX
XX
X X X X X X X X X X X X X X X X X X X X
1 ST
OR
YST
OR
AG
EB
UIL
DIN
GSL
AB
ON
GR
AD
EFF
: 519
.46
USF
518.
24(M
AX)
1 STORYSTORAGEBUILDINGSLAB ONGRADEFF: 519.46USF518.24(MAX)
BENCH MARKSIB - ELEV 518.32
BENCH MARKSIB - ELEV 519.26
BENCH MARKSIB - ELEV 519.39
520519.8520.2
TOP SANM 517.5+.15=517.65EX. GRADE 519.56COVER OVER INSULATION519.56-517.88= 1.68mW = 2(2.4 - 1.68) + 0.15 = 1.6m
TOP SANM 518.15+.15=518.3FIN GRADE GRADE 519.50COVER OVER INSULATION =519.5 - (518.3+.15+.08) = 0.97mW = 2(2.4 - 0.97) + 0.15 = 3.01m
18.24m TOP SANM = 517.76TOP INSULATION= 517.99FIN GRADE 519.44COVER OVER INSULATION 519.44 - 517.99 = 1.45MW = 2(2.4 - 1.45) + 0.15 = 2.05m
MILL ST N
ALICE ST S
RUSSELL ST S
MCDOWELL ST
SINCLAIR ST
HWY 10
MAIN S
T E
VICTO
RIA S
T N
MAIN S
T E
MAIN S
T E
SHEF
FIEL
D ST
9
FOUND IRON BAR
FOUND SQUARE IRON BARS
PROPERTYBOUNDARY
EXISTING HYDROEXISTING 1.0 m CONTOUREXISTING 0.5 m CONTOUR
EXISTING SANITARY MANHOLEPROPOSED SANITARYMANHOLE
EXISTING WATER VALVE
EXISTING WELLBENCHMARK
EXISTING CABLE PEDESTAL
EXISTING CATCH BASIN
DITCH/SWALE FLOW PATH
HYDRO POLE
FIRE HYDRANT
TRANSFORMER
EXISTING BELL PEDESTAL
PROPOSED CATCH BASIN
PROPOSED CATCH BASINMANHOLECUT OR FILL GRADING LINE
CHECK DAM
SILTATION FENCE
Copy
right
© 2
018
Skel
ton
Brum
wel
l & A
ssoc
iate
s Inc
. A
ll rig
hts r
eser
ved.
This
docu
men
t is p
rote
cted
by
copy
right
law
s and
may
not
be
repr
oduc
ed in
any
man
ner,
or fo
r any
pur
pose
, exc
ept w
ith th
e w
ritte
n pe
rmiss
ion
of th
e co
pyrig
ht h
olde
r.
DRWG NO.
SCALE:
DRAWN:
PROJECT NO.
DATE:
CHECKED: APPROVED:
SCHEDULE OF REVISIONSDESCRIPTIONDATE CHECKED
93 BELL FARM ROAD, SUITE 107 TELEPHONE (705) 726-1141BARRIE, ONTARIO L4M 5G1 FAX (705) 726-0331
TOLL FREE (877) 726-1141www.skeltonbrumwell.ca
NO.
LEGEND
KEY MAPN.T.S.
DUNDALK SELF STORAGE772186 HIGHWAY 10
DUNDALKTWP OF SOUTHGATE
ERIOSION AND SILTATION CONTROLS
18-3142 3142-ESCAPRIL 2018 1:300
BDD/BWB
3142
ESC
SCALE 1:200
4 0 4 8 12 metres
SITE
XXXXXXXXXXX XXXX X X X X X X X X X X X X X X X X X XX X X XXXXXXXXX X X X X X X X X X XX X X XXXXXXXXXXXXXXXXXXX XXXX X X X X X X X
XXXXXXXXXXX XXXX X X X X X X X X X X XXXX X X X X X X X X X XX X X XXXXXXXXXXXX X X
1. 1ST SUBMISSION SITE PLAN APPROVAL2019 10 17
EROSION AND SEDIMENT CONTROL NOTES
EXISTING SITE DRAINAGE AND EROSION PROTECTION
1. ALL WORKS ARE TO BE ORGANIZED TO MAINTAIN EXISTINGSITE DRAINAGE. THIS MAY INCLUDE BUT NOT BE LIMITEDTO CONSTRUCTION OF TEMPORARY SWALES, TEMPORARYCULVERT EXTENSIONS, TEMPORARY CULVERT ADDITIONS,ETC.
2. ALL EXISTING DRAINAGE STRUCTURES IN THE AREA OFWORK ARE TO BE PROTECTED FROM SILTATION BYINSTALLATION OF SILT SACK.
PERIMETER SILTATION FENCE
1. PERIMETER OF WORKS TO BE DELINEATED WITH SILTATION FENCE PERNVCA DETAIL ON THIS SHEET.
2. LOCATION OF SILTATION FENCE INSTALLATION AS SHOWN IS THEMINIMUM SUGGESTED TO BE REQUIRED. ADDITIONAL FENCE MAY BEREQUIRED BASED ON THE CONTRACTORS PROPOSED WORK PLAN
STORM SEWER CATCHBASIN GRATES
1. ALL INLET GRATES SHALL BE PROTECTED WITH SILT SACK AT THE TIMEOF INSTALLATION.
2. SILT SACK SHALL BE MAINTAINED IN EXISTING STRUCTURES.
ORDER OF OPERATION
1) INSTALL PERIMETER SILTATION FENCE2) INSTALL SILT SACKS3) MONITOR CONDITIONS4) REMOVE SILT FENCE AND SILT SACK, DISPOSE OFFSITE AND REINSTATE
AFTER GROWTH IN DISTURBED AREAS HAS ESTABLISHED OR ASPERMITTED BY THE ENGINEER.
MAINTENANCE OF EROSION CONTROL MEASURES
1. ALL SILTATION AND EROSION CONTROL MEASURES ARETO BE INSPECTED ON AT LEAST A WEEKLY BASIS ANDMAINTAINED AS NECESSARY. THE CONTRACTOR IS TOMAINTAIN A STOCKPILE OF SILT SOCK ANDSTAKES ETC. ON HAND TO BE ABLE TORAPIDLY ADDRESS REQUIRED MAINTENANCE.
2. AREA ROADS ARE TO BE KEPT CLEAN OF DEBRIS AND MUDBEING TRACKED BY VEHICLES . SWEEPING OF SITE AND ADJACENT
ROADS TO BE DONE DAILY AND/OR MORE FREQUENTLY AS REQUIRED.
CONTINGENCY PLAN
IN THE EVENT OF A FAILURE OF CONTROL MEASURES:
a) ANY SPILLED SEDIMENT IS TO BE IMMEDIATELYCOLLECTED AND REMOVED
b) CONTROL MEASURES ARE TO BE REPAIRED ANDRETURNED TO THEIR ORIGINAL CONFIGURATION
c) ANY DAMAGE TO NEIGHBOURING PROPERTIES CAUSED BYA SPILL OF SEDIMENT OR CLEAN UP OF SAME IS TO BEREPAIRED IMMEDIATELY AFTER CLEANUP. ALL AFFECTEDAREAS TO BE RETURNED TO THE ORIGINAL CONDITION ORBETTER.
REINSTATEMENT
1. REINSTATE VARIOUS AREAS AS SOON AS POSSIBLE AFTER SERVICESHAVE BEEN INSTALLED.
BWB
2. ENTRANCE REVISED PER MTO2019 10 31 BWB
3. 2nd ENGINEERING SUBMISSION2020 04 09 BWB