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 

mail@skeltonbrumwell.ca  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: collingwood@petomaccallum.comBARRIE, 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

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

51951

9

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

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

© 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 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

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

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

DIR

ECTI

ON

AL

DR

ILLI

NG

.M

AIN

TAIN

MIN

IMU

M 2

.0 m

CO

VER

UN

TIL

F/M

REA

CH

ES E

XIST

ING

SA

NIT

AR

Y M

AN

HO

LE, T

HEN

PRO

VID

E 90

° BEN

DS

TO M

EET

SAN

ITA

RY

MA

NH

OLE

INVE

RT

OF

520.

72 m

. SEE

TYP

ICA

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

ED V

IA D

IREC

TIO

NA

LD

RIL

LIN

G (T

O A

VOID

IMPA

CTS

TO

UTL

ITES

,D

RIV

EWA

YS E

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