BURNSIDE
Functional Servicing And
Stormwater Management Report
Mallins Development
Town of The Blue Mountains
Functional Servicing And
Stormwater Management Report
Mallins Development
Town of The Blue Mountains
Prepared By:
R.J. Burnside & Associates Limited
3 Ronell Crescent Collingwood ON L9Y 4J6
Prepared for:
Streetcar Development Inc.
43 Davies Avenue
Toronto Ontario M4M 2A9
October 2013
File No: 300033538.0000
The material in this report reflects best judgement in light of the information available at the time of
preparation. Any use which a third party makes of this report, or any reliance on or decisions made
based on it, are the responsibilities of such third parties. R.J. Burnside & Associates Limited
accepts no responsibility for damages, if any, suffered by any third party as a result of decisions
made or actions based on this report.
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
Record of Revisions
Revision
0
Date
October 2013
R.J. Burnside & Associates Limited
033538 Mallins Development FSR - Copy
Description
First Submission
300033538.0000
Streetcar Development Inc.
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
Executive Summary
Streetcar Development Inc. proposes to re-develop a 3.7 ha property located between
Sleepy Hollow Road and Grey County Road 19 in the Town of The Blue Mountains and
the County of Grey. Preliminary development plans show eight residential lots.
The findings and recommendations of this report are summarized below:





The site will be accessed from Salzburg Place with a private condominium road
within a 20 m Right-Of-Way (ROW). The northern lot will front directly onto Sleepy
Hollow Road;
The site provides eight residential lots and a condominium road;
Stormwater quantity and quality control will be achieved by directing runoff to the
existing on site pond;
Municipal water service will be provided by extending a new watermain from
Alexandra Way to Salzburg Place
Sanitary collection will be via gravity sewer east to a manhole on site which will
discharge via forcemain west to the Salzburg Place gravity sanitary sewer.
R.J. Burnside & Associates Limited
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
Table of Contents
Record of Revisions ........................................................................................................ i Executive Summary ........................................................................................................ ii 1.0 Introduction and Planning Context.................................................................... 1 2.0 Site Access and Road System ........................................................................... 1 3.0 3.1 3.2 3.2.1 3.2.2 3.2.3 3.2.4 3.2.5 Storm Drainage .................................................................................................... 1 Existing Drainage .................................................................................................. 1 Proposed Drainage ............................................................................................... 2 Minor System ........................................................................................................ 2 Major Storm Emergency Overland Flow Conveyance........................................... 3 Stormwater Peak Flow Rates ................................................................................ 3 Stormwater Quality Control ................................................................................... 4 Alternative Stormwater Design .............................................................................. 5 4.0 Site Grading ......................................................................................................... 5 5.0 5.1 5.2 Wastewater Servicing ......................................................................................... 5 Wastewater Design Criteria ................................................................................... 5 Proposed Sanitary Servicing ................................................................................. 6 6.0 Water Distribution ............................................................................................... 6 7.0 Erosion and Sediment Control ........................................................................... 6 8.0 Utilities and Services .......................................................................................... 7 9.0 Conclusions ......................................................................................................... 7 Tables
Table 1 Table 2 Stormwater Peak Flow Summary SCS Method ......................................... 3 Stormwater Peak Flow Summary Chicago Method ................................... 4 Figures
Figure 1
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Site Location Plan
Existing Conditions Site Plan
Grading Plan
Servicing Plan
Water Distribution Plan
Pre-Development Drainage Plan
Post-Development Drainage Plan
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
Appendices
A
B
C
D
Legal Survey
PCSWMM Model Output (5 & 100 – year Storm)*
Storm Sewer Design Calculations
Sanitary Sewer Design Calculations
*Model Output for additional storm events can be made available upon request.
R.J. Burnside & Associates Limited
033538 Mallins Development FSR - Copy
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
1.0
Introduction and Planning Context
R.J. Burnside & Associates Limited (Burnside) has been retained by Streetcar
Development Inc. to prepare a Functional Servicing Report (FSR) in support of the
proposed residential development. Preliminary development plans provide eight
condominium lots to be built on a 3.7 ha Development (D) infill parcel.
The subject lands are legally described as Part of Lot 21 Concession 3 in the Town of
The Blue Mountains. A small portion of the site, which will be severed from the main
parcel, fronts onto Sleepy Hollow Road immediately west of County Road 19. Please
refer to Figure 1 for the Location Plan.
This report will demonstrate how the subject lands can be serviced in accordance with
the Town of The Blue Mountains, Grey Sauble Conservation Authority (GSCA) and
Ministry of the Environment (MOE) Design Standards.
An environmental impact study (EIS) has also been completed by Neil Morris for the site
which will be submitted separately and will not be discussed within this report.
2.0
Site Access and Road System
The proposed site access is via an extension of Salzburg Place towards the east. The
proposed road is to extend approximately 65 m into the site with a turnaround at the end
of the road. This road will be built to the Town of The Blue Mountains Standard CrossSection 8.5 m Road – 20 m ROW, but will be a private condominium road. The private
road will service seven of the proposed lots. Although the road will initially be a
condominium road, it is being built out to municipal standards to allow for the possible
future road assumption by the Town. The 8th lot will front directly onto and be serviced
from Sleepy Hollow Road; the 8th lot will not be part of the condominium corporation. A
Traffic Impact Study is not necessary and has not been prepared as there are only eight
lots being added to the site.
3.0
Storm Drainage
3.1
Existing Drainage
There are two significant topographical features on site. The first is a large man-made
pond which encompasses the majority of the north-eastern portion of the site. The pond
which covers approximately 25% of the site was constructed through the excavation of
the hill on the west side of the pond, and by constructing a berm along the east side of
the pond. The pond has been extensively landscaped and includes a two storey gazebo
and a sandy beach area.
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
The second topographical feature is an approximately 4 m high berm located in the
southwest corner of the site. The berm was created from the excavation material from
the pond. The site generally drains from southwest to northeast at approximately a 3%
slope. See Figure 2 for the Existing Conditions Site Plan.
The western portion of the site drains by overland sheet flow into the pond. The
northern portion of the site drains overland and through swales to Sleepy Hollow Road.
Runoff from the southern and eastern portions of the site drains through swales to
County Road 19.
A small portion of the runoff which flows towards County Road 19 in the SE part of the
site is intercepted by a small ponding area located on the east side of the berm. There
is a ditch inlet catchbasin (DICB) located in the ponding area, with a 300 mm diameter
pipe connected to the main pond. However, it was noted that the DICB was completely
blocked and is not allowing drainage through to the main pond. Instead, overflow from
the small ponding area is also directed to County Road 19. The existing DICB and 300
mm pipe will likely need to be removed to allow for the construction of the proposed
dwellings.
The main pond on site has two identical outlet structures consisting of large diameter
(600 mm dia.) Blue Brute watermain pipe extending deep into the permanent pool of the
pond. The pipes are connected to a manhole located on the east and north (inside)
edges of the pond. Vertical standpipes with an open top extend from the inlet pipes.
When the pond water level increases water spills from the vertical standpipes and
discharge out of the manhole via 450 mm dia. Pipe. These structures maintain the pond
water level at approximately 211.50 m. The two outlet structures discharge to the north
and to the east, where they eventually drain to either Sleepy Hollow Road or County
Road 19.
Only approximately 2% of the site is currently impervious and comprises a tennis court,
a gazebo and several small outbuildings. However, the permanent pool area of the
pond will also be considered as impervious and represents approximately 16% of the
site area. According to the Grey County Soils Map North Sheet, the site is comprised of
Kemble silty clay soils (Type C). A geotechnical investigation of the site has not yet
been completed.
Please refer to Figure 6 for the existing Storm Drainage Plan.
3.2
Proposed Drainage
3.2.1
Minor System
It is proposed that an internal storm sewer system for the site will be sized to convey the
5-year storm event. Figure 4 – Preliminary Servicing Plan provides a preliminary layout
R.J. Burnside & Associates Limited
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
of the proposed storm sewers which would discharge to the onsite pond. A small
amount of flow will bypass the pond matching current drainage patterns. A storm sewer
design sheet is provided in Appendix C.
3.2.2
Major Storm Emergency Overland Flow Conveyance
Major system flows will largely follow existing flow patterns. The southwest corner of the
site where development is to occur will be directed through the proposed private road to
an overland flow channel to the existing pond on site. However, rear yards of the lots
along the south property line will continue to drain through a swale to County Road 19.
In order to allow for the development of the northern lot which fronts onto Sleepy Hollow
Road, runoff from the northwest corner of the site will be redirected toward the onsite
pond, instead of flowing through the lot.
The pond will maintain the two outlets, with pond flow drainage and overland flow
reaching both Sleepy Hollow Road and County Road 19.
3.2.3
Stormwater Peak Flow Rates
The proposed storm drainage plan is shown on Figure 7.
PCSWWM (2013) modelling has been used to determine peak flow rates for existing and
proposed conditions. Modelling parameters and rainfall data were selected in
accordance with The Blue Mountains Engineering Standards (April 2009). Peak flows
were compared at Sleepy Hollow Road and at County Road 19 for both the SCS 12-hour
storm, and the Chicago 3-hour storm. The model output has been provided in
Appendix B and is summarized in Table 1 and Table 2.
Table 1 Stormwater Peak Flow Summary SCS Method
Peak Flow Rate (m3/s)
Storm
Sleepy Hollow Road
Grey County Road 19
Event
Existing
Proposed
Existing
Proposed
2-Year
0.075
0.042
0.106
0.070
5-Year
0.100
0.058
0.148
0.094
25-Year
0.139
0.085
0.208
0.133
100-Year
0.172
0.110
0.259
0.168
Timmins
0.137
0.129
0.186
0.144
Storm
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033538 Mallins Development FSR - Copy
Total Site
Existing Proposed
0.181
0.112
0.248
0.152
0.347
0.218
0.431
0.278
0.323
0.273
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Functional Servicing and Stormwater Management Report
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October 2013
Table 2 Stormwater Peak Flow Summary Chicago Method
Peak Flow Rate (m3/s)
Storm
Sleepy Hollow Road
Grey County Road 19
Event
Existing
Proposed
Existing
Proposed
2-Year
0.077
0.047
0.088
0.086
5-Year
0.130
0.079
0.152
0.145
25-Year
0.220
0.131
0.262
0.239
100-Year
0.297
0.174
0.360
0.316
Total Site
Existing Proposed
0.165
0.133
0.282
0.224
0.482
0.370
0.657
0.490
The post development imperviousness on the site was only 30% compared to the predevelopment conditions of 18% impervious. This small increase only results in a slight
increase in runoff from the catchments. Also, under proposed conditions, more of the
site is being directed to the pond. Due to the large size of the pond, there is sufficient
capacity to temporarily store and mitigate major stormwater flows. As seen in the above
table, the total post-development peak flows are less than pre-development peak flows.
As the existing swales convey stormwater from the pond through backyards before
reaching either Sleepy Hollow Road or County Road 19, there will be a reduced flooding
risk by decreasing the post-development peak flow rates.
The storm which produces the greatest increase in pond water surface elevation is the
regional Timmins Storm event. Under these storm conditions there is 0.15 m of
additional water in the pond above permanent pool. As there is 0.8 m of active storage
in the pond, there will be 0.65 m of freeboard during the regional event, well exceeding
the required 0.3 m of freeboard.
3.2.4
Stormwater Quality Control
The drainage from the northern lot will be directed to Sleepy Hollow Road. As most of
this runoff will be considered clean as it coming from the roof and yard no additional
quality control is recommended. Also the stormwater drains to roadside ditches which
will provide some treatment.
The majority of the site which is to be developed drains to the on-site pond. This
permanent water depth within the pond is approximately 11 m with approximately 0.8 m
of available active storage above the permanent pool. Due to the small impervious level
of the proposed development, and the very large amount of storage within the pond, a
high level of water treatment is expected. The rear yards which do not drain to the pond
will only be discharging clean roof and yard runoff, therefore quality control is not a
concern.
As the majority of the surrounding developments have little or no water quality treatment,
the proposed treatment by the pond will be a significant improvement.
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Functional Servicing and Stormwater Management Report
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October 2013
3.2.5
Alternative Stormwater Design
Although it is the first choice to direct the runoff to the pond for its quantity and quality
mitigation measures, there is also an alternative stormwater outlet. Along the eastern
property line of the neighbouring Alpine Hills development there is a Municipal easement
with an existing drainage channel. It is possible that this channel could be utilized to
convey the peak flows from the proposed development for the southwest portion of the
site. The Alpine Hills channel was developed with rock check dams and a small ponding
area with a Hickenbottom intake creating an enhanced grass swale. This would allow
for additional treatment of the stormwater runoff if it became necessary.
4.0
Site Grading
The site grading design will take into consideration the following requirements and
constraints:
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Conform to the Town of The Blue Mountains grading criteria;
Match existing and proposed boundary grading conditions;
Minimize required earthworks and rock removal; and
Provide minimum cover on proposed servicing;
Figure 3 provides a preliminary grading design for the site, which depicts preliminary
finished floor elevations, road centerline grades and the emergency overland flow route.
The site has been designed to be compatible with the road elevations on Salzburg
Place. The berm located in the southwest corner of the site will be redistributed to allow
for the construction of the homes, with the site grading works largely limited to this area.
An emergency overland flow route has been provided to allow major system flows into
the pond.
5.0
Wastewater Servicing
5.1
Wastewater Design Criteria
Sanitary servicing and sanitary design flows for the subject lands will be designed in
accordance with:
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
The Town of The Blue Mountains Engineering Standards (2009);
MOE Design Guidelines for Sewage Works (2008); and
Ontario Building Code.
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Functional Servicing and Stormwater Management Report
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October 2013
5.2
Proposed Sanitary Servicing
The following criteria from the Town of The Blue Mountains Engineering Standards were
used to calculate the proposed sewer flows for the development:
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Average Flow Rate
Inflow & Infiltration
Peaking Factor
Population Density
- 450 L/capita/day (exclusive of extraneous flows);
- 0.23 L/ha/s;
- Harmon Peaking Factor Formula; and
- 2.3 persons per unit.
A gravity sewer located within the private road will convey flows to a manhole located at
the east end of the street. A pump located in the center of the cul-de-sac will redirect the
flow west through a small diameter low pressure forcemain which will connect to the
existing gravity sanitary sewer manhole at the east end of Salzburg Place.
The existing sanitary servicing on Salzburg Place is a gravity sewer which connects to
the Sleepy Hollow Road sewer through Innsbruck Lane. The existing sewers are
200 mm diameter PVC.
See Figure 4 for the servicing plan and Appendix D for the sanitary sewer design
sheet. As seen in the sanitary sewer design sheet the expected flows from the
development are very low. The existing sanitary sewers will have sufficient capacity to
convey the proposed flow.
The northern lot will connect directly into the Sleepy Hollow Road sanitary sewer.
6.0
Water Distribution
There are a number of possible options for providing potable water to the proposed
development. A water system analysis report has been prepared under separate cover
which discusses these options and the modelling in depth.
The preferred option is to construct a new 150 mm dia. watermain from the intersection
of Alexandra Way and Lendvay Alley along the east side of the existing (Town owned)
dry SWM pond and then north under the existing pedestrian walkway to Salzburg Place.
A 150 mm dia. private water line would extend east into the development site with
individual 19 mm dia. domestic water service lines to each residence. A single fire
hydrant will be provided at the east end of the private road to allow for a blow off point.
Please refer to the Water System Analysis report for further discussion.
7.0
Erosion and Sediment Control
The Erosion and Sediment Control Plan for the site will be designed in conformance with
the Town of The Blue Mountains guidelines, Grey Sauble Conservation Authority, and
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Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
Ministry of the Environment guidelines. Erosion and sediment controls will be
implemented for all construction activities including topsoil stripping, foundation
excavation and stockpiling of materials.
The erosion and sediment control strategy will include the following:
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Temporary sediment control fence at construction limits and/or downstream of any
disturbed areas prior to grading;
Gravel mud mats at construction vehicle access points to minimize off-site tracking of
sediments;
Temporary sediment ponds as required;
Check dams, etc. for erosion/velocity control;
Sediment traps in catchbasins;
Routine inspection, monitoring, and repair as necessary of all temporary erosion and
sediment control measures during construction; and
Removal of temporary controls once the areas they serve are restored and stable.
All reasonable measures will be taken to ensure that sediment loading is minimized both
during and following construction. Erosion and Sediment Control Drawings will be
completed as part of the detailed site design.
8.0
Utilities and Services
Provisions for utilities such as hydro, natural gas, telephone and fibre-optic cable, and
services such as Canada Post will be coordinated with the respective providers at the
detailed design stage. The existing services on Salzburg Place are all underground, and
will be extended east into the proposed development.
9.0
Conclusions
This Functional Servicing and Stormwater Management Report has demonstrated that:
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The site will be serviced in accordance with the Town of The Blue Mountains, GSCA
and MOE design criteria;
The proposed residential development can be developed using private connections
to municipal sanitary and water services;
The recommended sanitary sewer discharge point is to Salzburg Place;
Connections to a municipal watermain is recommended to be to Alexandra Way;
The site can be graded to be compatible with adjacent lands and boundary roads,
and will provide emergency overland flow routes;
Stormwater quality control for the site will be provided through the existing pond; and
Stormwater quantity control will be provided through the existing pond.
R.J. Burnside & Associates Limited
033538 Mallins Development FSR - Copy
300033538.0000
Streetcar Development Inc.
Functional Servicing and Stormwater Management Report
Mallins Development, Town of The Blue Mountains
October 2013
If you have any questions, or require further information, please do not hesitate to
contact the undersigned.
Prepared by:
R.J. Burnside & Associates Limited
Michelle L. Zettel, E.l.T.
R.J. Burnside & Associates Limited
033538 Mallins Development FSR
P. Claytc/n Capes/ M S c , P.Eng.
Project Jvlanagef
300033538.0000
Appendix A
Legal Survey
Appendix B
PCSWMM Model Output
(5 & 100-year Storm)*
*Model Output for additional storm events can be made
available upon request
PCSWMM Modeling
Existing Conditions
5-year Storm
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
-------------------------------------------------------------PROJECT TITLE: MALLINS SUBDIVISION
PROJECT NO: 300033538
MODEL CREATED BY: R.J.BURNSIDE AND ASSOCIATES LTD
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ...............
Process Models:
Rainfall/Runoff ........
Snowmelt ...............
Groundwater ............
Flow Routing ...........
Ponding Allowed ........
Water Quality ..........
Infiltration Method ......
Flow Routing Method ......
Starting Date ............
Ending Date ..............
Antecedent Dry Days ......
Report Time Step .........
Wet Time Step ............
Dry Time Step ............
Routing Time Step ........
CMS
YES
NO
NO
YES
YES
NO
HORTON
DYNWAVE
OCT-09-2013 00:00:00
OCT-10-2013 00:00:00
0.0
00:00:05
00:05:00
00:05:00
5.00 sec
WARNING 01: wet weather time step reduced to recording interval for Rain Gage 100YR_Chicago_3hr
*************
Element Count
*************
Number of rain gages ......
Number of subcatchments ...
Number of nodes ...........
Number of links ...........
Number of pollutants ......
9
3
6
5
0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name
Data Source
Type
Interval
------------------------------------------------------------100YR_Chicago_3hr
100YR_Chicago_3hr
INTENSITY
1 min.
100YR_SCS_12hr
100YR_SCS_12hr
CUMULATIVE
15 min.
25YR_Chicago_3hr
25YR_Chicago_3hr
INTENSITY
1 min.
25YR_SCS_12HR
25YR_SCS_12hr
CUMULATIVE
15 min.
2YR_Chicago_3hr
2YR_Chicago_3hr
INTENSITY
1 min.
2YR_SCS_12hr
2YR_SCS_12hr
CUMULATIVE
15 min.
5YR_Chicago_3hr
5YR_Chicago_3hr
INTENSITY
1 min.
5YR_SCS_12hr
5YR_SCS_12hr
CUMULATIVE
15 min.
Timmins_Storm_(Northern_Ontario)Timmins_Storm_(Northern_Ontario)INTENSITY
60 min.
********************
Subcatchment Summary
********************
Name
Area
Width
%Imperv
%Slope
Rain Gage
Outlet
------------------------------------------------------------------------------------------------------101
0.70
180.00
0.20
10.0000
5YR_Chicago_3hr
SLEEPY_HOLLOW
102
1.86
110.00
36.00
3.0000
5YR_Chicago_3hr
SU1
103
1.13
170.00
2.30
8.0000
5YR_Chicago_3hr
J1
************
Node Summary
************
Invert
Max.
Ponded
External
Name
Type
Elev.
Depth
Area
Inflow
-----------------------------------------------------------------------------J1
JUNCTION
208.46
1.00
0.0
J2
JUNCTION
209.66
2.64
0.0
J3
JUNCTION
209.68
2.62
0.0
CR19
OUTFALL
207.66
0.00
0.0
SLEEPY_HOLLOW
OUTFALL
208.10
0.45
0.0
SU1
STORAGE
211.50
0.80
0.0
************
Link Summary
************
Name
From Node
To Node
Type
Length
%Slope Roughness
-----------------------------------------------------------------------------------------C1_1
SU1
J2
CONDUIT
3.0
0.0333
0.0090
C1_2
J2
J1
CONDUIT
20.5
6.0599
0.0090
C2_1
SU1
J3
CONDUIT
3.0
0.0333
0.0090
C2_2
J3
SLEEPY_HOLLOW
CONDUIT
32.0
5.0063
0.0090
C3
J1
CR19
CONDUIT
63.4
1.9887
0.0090
*********************
Cross Section Summary
*********************
Full
Full
Hyd.
Max.
No. of
Full
Conduit
Shape
Depth
Area
Rad.
Width Barrels
Flow
--------------------------------------------------------------------------------------C1_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C1_2
CIRCULAR
0.45
0.16
0.11
0.45
1
1.01
C2_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C2_2
CIRCULAR
0.45
0.16
0.11
0.45
1
0.92
C3
DUMMY
0.00
0.00
0.00
0.00
1
0.00
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ......
Evaporation Loss .........
Infiltration Loss ........
Surface Runoff ...........
Final Surface Storage ....
Continuity Error (%) .....
Volume
hectare-m
--------0.159
0.000
0.036
0.122
0.001
-0.038
Depth
mm
------42.929
0.000
9.662
33.000
0.283
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Internal Outflow .........
Storage Losses ...........
Volume
hectare-m
--------0.000
0.122
0.000
0.000
0.000
0.109
0.000
0.000
Volume
10^6 ltr
--------0.000
1.219
0.000
0.000
0.000
1.090
0.000
0.000
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (%) .....
0.000
0.013
0.008
0.000
0.129
***************************
Time-Step Critical Elements
***************************
Link C1_1 (20.65%)
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
Percent in Steady State
Average Iterations per Step
:
:
:
:
:
1.87 sec
4.36 sec
5.00 sec
0.00
2.00
***************************
Subcatchment Runoff Summary
***************************
-------------------------------------------------------------------------------------------------------Total
Total
Total
Total
Total
Total
Peak Runoff
Precip
Runon
Evap
Infil
Runoff
Runoff
Runoff
Coeff
Subcatchment
mm
mm
mm
mm
mm
10^6 ltr
CMS
-------------------------------------------------------------------------------------------------------101
42.93
0.00
0.00
11.16
31.79
0.22
0.13
0.740
102
42.93
0.00
0.00
8.10
34.31
0.64
0.31
0.799
103
42.93
0.00
0.00
11.30
31.61
0.36
0.15
0.736
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth
Depth
HGL
Occurrence
Node
Type
Meters
Meters
Meters days hr:min
--------------------------------------------------------------------J1
JUNCTION
0.00
0.00
208.46
0 03:03
J2
JUNCTION
0.07
0.11
209.77
0 03:03
J3
JUNCTION
0.04
0.05
209.73
0 03:02
CR19
OUTFALL
0.00
0.00
207.66
0 00:00
SLEEPY_HOLLOW
OUTFALL
0.02
0.03
208.13
0 03:02
SU1
STORAGE
0.05
0.08
211.58
0 03:02
*******************
Node Inflow Summary
*******************
------------------------------------------------------------------------------------Maximum Maximum
Lateral
Total
Lateral
Total Time of Max
Inflow
Inflow
Inflow
Inflow
Occurrence
Volume
Volume
Node
Type
CMS
CMS days hr:min
10^6 ltr
10^6 ltr
------------------------------------------------------------------------------------J1
JUNCTION
0.151
0.152
0 01:14
0.358
0.612
J2
JUNCTION
0.000
0.010
0 03:02
0.000
0.254
J3
JUNCTION
0.000
0.010
0 03:02
0.000
0.254
CR19
OUTFALL
0.000
0.152
0 01:14
0.000
0.612
SLEEPY_HOLLOW
OUTFALL
0.130
0.130
0 01:12
0.224
0.478
SU1
STORAGE
0.306
0.306
0 01:09
0.638
0.638
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
-------------------------------------------------------------------------------------------Average
Avg
E&I
Maximum
Max
Time of Max
Maximum
Volume
Pcnt Pcnt
Volume
Pcnt
Occurrence
Outflow
Storage Unit
1000 m3
Full Loss
1000 m3
Full
days hr:min
CMS
-------------------------------------------------------------------------------------------SU1
0.275
5
0
0.494
9
0 03:02
0.020
***********************
Outfall Loading Summary
***********************
----------------------------------------------------------Flow
Avg.
Max.
Total
Freq.
Flow
Flow
Volume
Outfall Node
Pcnt.
CMS
CMS
10^6 ltr
----------------------------------------------------------CR19
99.94
0.008
0.152
0.612
SLEEPY_HOLLOW
97.46
0.007
0.130
0.478
----------------------------------------------------------System
98.70
0.015
0.280
1.090
********************
Link Flow Summary
********************
----------------------------------------------------------------------------Maximum Time of Max
Maximum
Max/
Max/
|Flow|
Occurrence
|Veloc|
Full
Full
Link
Type
CMS days hr:min
m/sec
Flow
Depth
----------------------------------------------------------------------------C1_1
CONDUIT
0.010
0 03:02
0.52
0.06
0.12
C1_2
CONDUIT
0.010
0 03:03
1.78
0.01
0.08
C2_1
CONDUIT
0.010
0 03:02
0.52
0.06
0.12
C2_2
CONDUIT
0.010
0 03:02
1.82
0.01
0.07
C3
DUMMY
0.152
0 01:14
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------------------------
Adjusted
--- Fraction of Time in Flow Class ---Avg.
Avg.
/Actual
Up
Down Sub
Sup
Up
Down
Froude
Flow
Conduit
Length
Dry Dry
Dry
Crit Crit Crit Crit
Number
Change
----------------------------------------------------------------------------------------C1_1
1.00
0.01 0.00 0.00 0.00 0.00 0.00 0.99
0.76
0.0000
C1_2
1.00
0.04 0.00 0.00 0.00 0.96 0.00 0.00
5.05
0.0000
C2_1
1.00
0.01 0.00 0.00 0.00 0.00 0.00 0.99
0.76
0.0000
C2_2
1.00
0.04 0.00 0.00 0.00 0.96 0.00 0.00
3.46
0.0000
*************************
Conduit Surcharge Summary
*************************
---------------------------------------------------------------------------Hours
Hours
--------- Hours Full -------Above Full
Capacity
Conduit
Both Ends Upstream Dnstream
Normal Flow
Limited
---------------------------------------------------------------------------C3
24.00
24.00
24.00
24.00
0.01
Analysis begun on: Wed Oct 23 16:34:00 2013
Analysis ended on: Wed Oct 23 16:34:01 2013
Total elapsed time: 00:00:01
PCSWMM Modeling
Existing Conditions
100-year Storm
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
-------------------------------------------------------------PROJECT TITLE: MALLINS SUBDIVISION
PROJECT NO: 300033538
MODEL CREATED BY: R.J.BURNSIDE AND ASSOCIATES LTD
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ...............
Process Models:
Rainfall/Runoff ........
Snowmelt ...............
Groundwater ............
Flow Routing ...........
Ponding Allowed ........
Water Quality ..........
Infiltration Method ......
Flow Routing Method ......
Starting Date ............
Ending Date ..............
Antecedent Dry Days ......
Report Time Step .........
Wet Time Step ............
Dry Time Step ............
Routing Time Step ........
CMS
YES
NO
NO
YES
YES
NO
HORTON
DYNWAVE
OCT-09-2013 00:00:00
OCT-10-2013 00:00:00
0.0
00:00:05
00:05:00
00:05:00
5.00 sec
WARNING 01: wet weather time step reduced to recording interval for Rain Gage 100YR_Chicago_3hr
*************
Element Count
*************
Number of rain gages ......
Number of subcatchments ...
Number of nodes ...........
Number of links ...........
Number of pollutants ......
9
3
6
5
0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name
Data Source
Type
Interval
------------------------------------------------------------100YR_Chicago_3hr
100YR_Chicago_3hr
INTENSITY
1 min.
100YR_SCS_12hr
100YR_SCS_12hr
CUMULATIVE
15 min.
25YR_Chicago_3hr
25YR_Chicago_3hr
INTENSITY
1 min.
25YR_SCS_12HR
25YR_SCS_12hr
CUMULATIVE
15 min.
2YR_Chicago_3hr
2YR_Chicago_3hr
INTENSITY
1 min.
2YR_SCS_12hr
2YR_SCS_12hr
CUMULATIVE
15 min.
5YR_Chicago_3hr
5YR_Chicago_3hr
INTENSITY
1 min.
5YR_SCS_12hr
5YR_SCS_12hr
CUMULATIVE
15 min.
Timmins_Storm_(Northern_Ontario)Timmins_Storm_(Northern_Ontario)INTENSITY
60 min.
********************
Subcatchment Summary
********************
Name
Area
Width
%Imperv
%Slope
Rain Gage
Outlet
------------------------------------------------------------------------------------------------------101
0.70
180.00
0.20
10.0000
100YR_Chicago_3hr
SLEEPY_HOLLOW
102
1.86
110.00
36.00
3.0000
100YR_Chicago_3hr
SU1
103
1.13
170.00
2.30
8.0000
100YR_Chicago_3hr
J1
************
Node Summary
************
Invert
Max.
Ponded
External
Name
Type
Elev.
Depth
Area
Inflow
-----------------------------------------------------------------------------J1
JUNCTION
208.46
1.00
0.0
J2
JUNCTION
209.66
2.64
0.0
J3
JUNCTION
209.68
2.62
0.0
CR19
OUTFALL
207.66
0.00
0.0
SLEEPY_HOLLOW
OUTFALL
208.10
0.45
0.0
SU1
STORAGE
211.50
0.80
0.0
************
Link Summary
************
Name
From Node
To Node
Type
Length
%Slope Roughness
-----------------------------------------------------------------------------------------C1_1
SU1
J2
CONDUIT
3.0
0.0333
0.0090
C1_2
J2
J1
CONDUIT
20.5
6.0599
0.0090
C2_1
SU1
J3
CONDUIT
3.0
0.0333
0.0090
C2_2
J3
SLEEPY_HOLLOW
CONDUIT
32.0
5.0063
0.0090
C3
J1
CR19
CONDUIT
63.4
1.9887
0.0090
*********************
Cross Section Summary
*********************
Full
Full
Hyd.
Max.
No. of
Full
Conduit
Shape
Depth
Area
Rad.
Width Barrels
Flow
--------------------------------------------------------------------------------------C1_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C1_2
CIRCULAR
0.45
0.16
0.11
0.45
1
1.01
C2_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C2_2
CIRCULAR
0.45
0.16
0.11
0.45
1
0.92
C3
DUMMY
0.00
0.00
0.00
0.00
1
0.00
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ......
Evaporation Loss .........
Infiltration Loss ........
Surface Runoff ...........
Final Surface Storage ....
Continuity Error (%) .....
Volume
hectare-m
--------0.257
0.000
0.036
0.219
0.001
-0.042
Depth
mm
------69.443
0.000
9.796
59.394
0.283
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Internal Outflow .........
Storage Losses ...........
Volume
hectare-m
--------0.000
0.219
0.000
0.000
0.000
0.205
0.000
0.000
Volume
10^6 ltr
--------0.000
2.194
0.000
0.000
0.000
2.052
0.000
0.000
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (%) .....
0.000
0.014
0.004
0.000
0.142
***************************
Time-Step Critical Elements
***************************
Link C1_1 (47.57%)
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
Percent in Steady State
Average Iterations per Step
:
:
:
:
:
1.45 sec
3.40 sec
5.00 sec
0.00
2.00
***************************
Subcatchment Runoff Summary
***************************
-------------------------------------------------------------------------------------------------------Total
Total
Total
Total
Total
Total
Peak Runoff
Precip
Runon
Evap
Infil
Runoff
Runoff
Runoff
Coeff
Subcatchment
mm
mm
mm
mm
mm
10^6 ltr
CMS
-------------------------------------------------------------------------------------------------------101
69.44
0.00
0.00
11.30
58.18
0.41
0.29
0.838
102
69.44
0.00
0.00
8.22
60.71
1.13
0.60
0.874
103
69.44
0.00
0.00
11.45
57.98
0.66
0.36
0.835
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth
Depth
HGL
Occurrence
Node
Type
Meters
Meters
Meters days hr:min
--------------------------------------------------------------------J1
JUNCTION
0.00
0.01
208.47
0 02:29
J2
JUNCTION
0.11
0.22
209.88
0 02:29
J3
JUNCTION
0.05
0.08
209.76
0 02:28
CR19
OUTFALL
0.00
0.00
207.66
0 00:00
SLEEPY_HOLLOW
OUTFALL
0.03
0.05
208.15
0 03:08
SU1
STORAGE
0.07
0.13
211.63
0 02:28
*******************
Node Inflow Summary
*******************
------------------------------------------------------------------------------------Maximum Maximum
Lateral
Total
Lateral
Total Time of Max
Inflow
Inflow
Inflow
Inflow
Occurrence
Volume
Volume
Node
Type
CMS
CMS days hr:min
10^6 ltr
10^6 ltr
------------------------------------------------------------------------------------J1
JUNCTION
0.357
0.360
0 01:12
0.657
1.149
J2
JUNCTION
0.000
0.025
0 02:28
0.000
0.493
J3
JUNCTION
0.000
0.025
0 02:28
0.000
0.493
CR19
OUTFALL
0.000
0.360
0 01:12
0.000
1.149
SLEEPY_HOLLOW
OUTFALL
0.295
0.297
0 01:11
0.410
0.902
SU1
STORAGE
0.602
0.602
0 01:09
1.129
1.129
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
-------------------------------------------------------------------------------------------Average
Avg
E&I
Maximum
Max
Time of Max
Maximum
Volume
Pcnt Pcnt
Volume
Pcnt
Occurrence
Outflow
Storage Unit
1000 m3
Full Loss
1000 m3
Full
days hr:min
CMS
-------------------------------------------------------------------------------------------SU1
0.431
8
0
0.805
15
0 02:28
0.051
***********************
Outfall Loading Summary
***********************
----------------------------------------------------------Flow
Avg.
Max.
Total
Freq.
Flow
Flow
Volume
Outfall Node
Pcnt.
CMS
CMS
10^6 ltr
----------------------------------------------------------CR19
99.97
0.021
0.360
1.149
SLEEPY_HOLLOW
98.60
0.016
0.297
0.902
----------------------------------------------------------System
99.28
0.038
0.650
2.052
********************
Link Flow Summary
********************
----------------------------------------------------------------------------Maximum Time of Max
Maximum
Max/
Max/
|Flow|
Occurrence
|Veloc|
Full
Full
Link
Type
CMS days hr:min
m/sec
Flow
Depth
----------------------------------------------------------------------------C1_1
CONDUIT
0.025
0 02:28
0.67
0.16
0.19
C1_2
CONDUIT
0.025
0 02:29
1.76
0.03
0.21
C2_1
CONDUIT
0.025
0 02:28
0.67
0.16
0.19
C2_2
CONDUIT
0.025
0 02:28
2.37
0.03
0.12
C3
DUMMY
0.360
0 01:12
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------------------------
Adjusted
--- Fraction of Time in Flow Class ---Avg.
Avg.
/Actual
Up
Down Sub
Sup
Up
Down
Froude
Flow
Conduit
Length
Dry Dry
Dry
Crit Crit Crit Crit
Number
Change
----------------------------------------------------------------------------------------C1_1
1.00
0.00 0.00 0.00 0.00 0.00 0.00 1.00
0.75
0.0000
C1_2
1.00
0.03 0.00 0.00 0.00 0.97 0.00 0.00
3.78
0.0000
C2_1
1.00
0.00 0.00 0.00 0.00 0.00 0.00 1.00
0.75
0.0000
C2_2
1.00
0.03 0.00 0.00 0.00 0.97 0.00 0.00
3.61
0.0000
*************************
Conduit Surcharge Summary
*************************
---------------------------------------------------------------------------Hours
Hours
--------- Hours Full -------Above Full
Capacity
Conduit
Both Ends Upstream Dnstream
Normal Flow
Limited
---------------------------------------------------------------------------C3
24.00
24.00
24.00
24.00
0.01
Analysis begun on: Wed Oct 23 16:36:47 2013
Analysis ended on: Wed Oct 23 16:36:48 2013
Total elapsed time: 00:00:01
PCSWMM Modeling
Proposed Conditions
5-year Storm
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
-------------------------------------------------------------PROJECT TITLE: MALLINS SUBDIVISION
PROJECT NO: 300033538
MODEL CREATED BY: R.J.BURNSIDE AND ASSOCIATES LTD
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ...............
Process Models:
Rainfall/Runoff ........
Snowmelt ...............
Groundwater ............
Flow Routing ...........
Ponding Allowed ........
Water Quality ..........
Infiltration Method ......
Flow Routing Method ......
Starting Date ............
Ending Date ..............
Antecedent Dry Days ......
Report Time Step .........
Wet Time Step ............
Dry Time Step ............
Routing Time Step ........
CMS
YES
NO
NO
YES
YES
NO
HORTON
DYNWAVE
OCT-09-2013 00:00:00
OCT-10-2013 00:00:00
0.0
00:00:05
00:05:00
00:05:00
5.00 sec
WARNING 01: wet weather time step reduced to recording interval for Rain Gage 100YR_Chicago_3hr
*************
Element Count
*************
Number of rain gages ......
Number of subcatchments ...
Number of nodes ...........
Number of links ...........
Number of pollutants ......
9
3
6
5
0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name
Data Source
Type
Interval
------------------------------------------------------------100YR_Chicago_3hr
100YR_Chicago_3hr
INTENSITY
1 min.
100YR_SCS_12hr
100YR_SCS_12hr
CUMULATIVE
15 min.
25YR_Chicago_3hr
25YR_Chicago_3hr
INTENSITY
1 min.
25YR_SCS_12HR
25YR_SCS_12hr
CUMULATIVE
15 min.
2YR_Chicago_3hr
2YR_Chicago_3hr
INTENSITY
1 min.
2YR_SCS_12hr
2YR_SCS_12hr
CUMULATIVE
15 min.
5YR_Chicago_3hr
5YR_Chicago_3hr
INTENSITY
1 min.
5YR_SCS_12hr
5YR_SCS_12hr
CUMULATIVE
15 min.
Timmins_Storm_(Northern_Ontario)Timmins_Storm_(Northern_Ontario)INTENSITY
60 min.
********************
Subcatchment Summary
********************
Name
Area
Width
%Imperv
%Slope
Rain Gage
Outlet
------------------------------------------------------------------------------------------------------C201
0.35
110.00
12.00
10.0000
5YR_Chicago_3hr
SLEEPY_HOLLOW
C202
2.73
153.76
37.00
3.0000
5YR_Chicago_3hr
SU1
C203
0.62
246.24
12.00
8.0000
5YR_Chicago_3hr
J1
************
Node Summary
************
Invert
Max.
Ponded
External
Name
Type
Elev.
Depth
Area
Inflow
-----------------------------------------------------------------------------J1
JUNCTION
208.46
1.00
0.0
J2
JUNCTION
209.66
2.64
0.0
J3
JUNCTION
209.68
2.62
0.0
CR19
OUTFALL
207.66
0.00
0.0
SLEEPY_HOLLOW
OUTFALL
208.10
0.45
0.0
SU1
STORAGE
211.50
0.80
0.0
************
Link Summary
************
Name
From Node
To Node
Type
Length
%Slope Roughness
-----------------------------------------------------------------------------------------C1_1
SU1
J2
CONDUIT
3.0
0.0333
0.0090
C1_2
J2
J1
CONDUIT
20.5
6.0599
0.0090
C2_1
SU1
J3
CONDUIT
3.0
0.0333
0.0090
C2_2
J3
SLEEPY_HOLLOW
CONDUIT
32.0
5.0063
0.0090
C3
J1
CR19
CONDUIT
63.4
1.9887
0.0090
*********************
Cross Section Summary
*********************
Full
Full
Hyd.
Max.
No. of
Full
Conduit
Shape
Depth
Area
Rad.
Width Barrels
Flow
--------------------------------------------------------------------------------------C1_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C1_2
CIRCULAR
0.45
0.16
0.11
0.45
1
1.01
C2_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C2_2
CIRCULAR
0.45
0.16
0.11
0.45
1
0.92
C3
DUMMY
0.00
0.00
0.00
0.00
1
0.00
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ......
Evaporation Loss .........
Infiltration Loss ........
Surface Runoff ...........
Final Surface Storage ....
Continuity Error (%) .....
Volume
hectare-m
--------0.159
0.000
0.031
0.126
0.002
-0.043
Depth
mm
------42.929
0.000
8.442
34.048
0.457
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Internal Outflow .........
Storage Losses ...........
Volume
hectare-m
--------0.000
0.126
0.000
0.000
0.000
0.112
0.000
0.000
Volume
10^6 ltr
--------0.000
1.257
0.000
0.000
0.000
1.118
0.000
0.000
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (%) .....
0.000
0.014
0.008
0.000
0.139
***************************
Time-Step Critical Elements
***************************
Link C1_1 (42.13%)
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
Percent in Steady State
Average Iterations per Step
:
:
:
:
:
1.58 sec
3.62 sec
5.00 sec
0.00
2.00
***************************
Subcatchment Runoff Summary
***************************
-------------------------------------------------------------------------------------------------------Total
Total
Total
Total
Total
Total
Peak Runoff
Precip
Runon
Evap
Infil
Runoff
Runoff
Runoff
Coeff
Subcatchment
mm
mm
mm
mm
mm
10^6 ltr
CMS
-------------------------------------------------------------------------------------------------------C201
42.93
0.00
0.00
9.71
33.06
0.12
0.08
0.770
C202
42.93
0.00
0.00
8.00
34.39
0.94
0.45
0.801
C203
42.93
0.00
0.00
9.67
33.11
0.20
0.14
0.771
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth
Depth
HGL
Occurrence
Node
Type
Meters
Meters
Meters days hr:min
--------------------------------------------------------------------J1
JUNCTION
0.00
0.01
208.47
0 02:51
J2
JUNCTION
0.09
0.17
209.83
0 02:51
J3
JUNCTION
0.05
0.07
209.75
0 02:51
CR19
OUTFALL
0.00
0.00
207.66
0 00:00
SLEEPY_HOLLOW
OUTFALL
0.03
0.04
208.14
0 02:51
SU1
STORAGE
0.06
0.11
211.61
0 02:51
*******************
Node Inflow Summary
*******************
------------------------------------------------------------------------------------Maximum Maximum
Lateral
Total
Lateral
Total Time of Max
Inflow
Inflow
Inflow
Inflow
Occurrence
Volume
Volume
Node
Type
CMS
CMS days hr:min
10^6 ltr
10^6 ltr
------------------------------------------------------------------------------------J1
JUNCTION
0.143
0.145
0 01:10
0.204
0.603
J2
JUNCTION
0.000
0.018
0 02:51
0.000
0.399
J3
JUNCTION
0.000
0.018
0 02:51
0.000
0.399
CR19
OUTFALL
0.000
0.145
0 01:10
0.000
0.603
SLEEPY_HOLLOW
OUTFALL
0.077
0.079
0 01:11
0.116
0.515
SU1
STORAGE
0.453
0.453
0 01:09
0.938
0.937
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
-------------------------------------------------------------------------------------------Average
Avg
E&I
Maximum
Max
Time of Max
Maximum
Volume
Pcnt Pcnt
Volume
Pcnt
Occurrence
Outflow
Storage Unit
1000 m3
Full Loss
1000 m3
Full
days hr:min
CMS
-------------------------------------------------------------------------------------------SU1
0.378
7
0
0.678
13
0 02:51
0.037
***********************
Outfall Loading Summary
***********************
----------------------------------------------------------Flow
Avg.
Max.
Total
Freq.
Flow
Flow
Volume
Outfall Node
Pcnt.
CMS
CMS
10^6 ltr
----------------------------------------------------------CR19
99.97
0.010
0.145
0.603
SLEEPY_HOLLOW
99.95
0.009
0.079
0.515
----------------------------------------------------------System
99.96
0.019
0.223
1.118
********************
Link Flow Summary
********************
----------------------------------------------------------------------------Maximum Time of Max
Maximum
Max/
Max/
|Flow|
Occurrence
|Veloc|
Full
Full
Link
Type
CMS days hr:min
m/sec
Flow
Depth
----------------------------------------------------------------------------C1_1
CONDUIT
0.018
0 02:51
0.62
0.11
0.16
C1_2
CONDUIT
0.018
0 02:51
1.77
0.02
0.15
C2_1
CONDUIT
0.018
0 02:51
0.62
0.11
0.16
C2_2
CONDUIT
0.018
0 02:51
2.14
0.02
0.10
C3
DUMMY
0.145
0 01:10
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------------------------
Adjusted
--- Fraction of Time in Flow Class ---Avg.
Avg.
/Actual
Up
Down Sub
Sup
Up
Down
Froude
Flow
Conduit
Length
Dry Dry
Dry
Crit Crit Crit Crit
Number
Change
----------------------------------------------------------------------------------------C1_1
1.00
0.00 0.00 0.00 0.00 0.00 0.00 1.00
0.75
0.0000
C1_2
1.00
0.03 0.00 0.00 0.00 0.97 0.00 0.00
4.17
0.0000
C2_1
1.00
0.00 0.00 0.00 0.00 0.00 0.00 1.00
0.75
0.0000
C2_2
1.00
0.03 0.00 0.00 0.00 0.97 0.00 0.00
3.57
0.0000
*************************
Conduit Surcharge Summary
*************************
---------------------------------------------------------------------------Hours
Hours
--------- Hours Full -------Above Full
Capacity
Conduit
Both Ends Upstream Dnstream
Normal Flow
Limited
---------------------------------------------------------------------------C3
24.00
24.00
24.00
24.00
0.01
Analysis begun on: Wed Oct 23 16:39:44 2013
Analysis ended on: Wed Oct 23 16:39:45 2013
Total elapsed time: 00:00:01
PCSWMM Modeling
Proposed Conditions
100-year Storm
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
-------------------------------------------------------------PROJECT TITLE: MALLINS SUBDIVISION
PROJECT NO: 300033538
MODEL CREATED BY: R.J.BURNSIDE AND ASSOCIATES LTD
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ...............
Process Models:
Rainfall/Runoff ........
Snowmelt ...............
Groundwater ............
Flow Routing ...........
Ponding Allowed ........
Water Quality ..........
Infiltration Method ......
Flow Routing Method ......
Starting Date ............
Ending Date ..............
Antecedent Dry Days ......
Report Time Step .........
Wet Time Step ............
Dry Time Step ............
Routing Time Step ........
CMS
YES
NO
NO
YES
YES
NO
HORTON
DYNWAVE
OCT-09-2013 00:00:00
OCT-10-2013 00:00:00
0.0
00:00:05
00:05:00
00:05:00
5.00 sec
WARNING 01: wet weather time step reduced to recording interval for Rain Gage 100YR_Chicago_3hr
*************
Element Count
*************
Number of rain gages ......
Number of subcatchments ...
Number of nodes ...........
Number of links ...........
Number of pollutants ......
9
3
6
5
0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name
Data Source
Type
Interval
------------------------------------------------------------100YR_Chicago_3hr
100YR_Chicago_3hr
INTENSITY
1 min.
100YR_SCS_12hr
100YR_SCS_12hr
CUMULATIVE
15 min.
25YR_Chicago_3hr
25YR_Chicago_3hr
INTENSITY
1 min.
25YR_SCS_12HR
25YR_SCS_12hr
CUMULATIVE
15 min.
2YR_Chicago_3hr
2YR_Chicago_3hr
INTENSITY
1 min.
2YR_SCS_12hr
2YR_SCS_12hr
CUMULATIVE
15 min.
5YR_Chicago_3hr
5YR_Chicago_3hr
INTENSITY
1 min.
5YR_SCS_12hr
5YR_SCS_12hr
CUMULATIVE
15 min.
Timmins_Storm_(Northern_Ontario)Timmins_Storm_(Northern_Ontario)INTENSITY
60 min.
********************
Subcatchment Summary
********************
Name
Area
Width
%Imperv
%Slope
Rain Gage
Outlet
------------------------------------------------------------------------------------------------------C201
0.35
110.00
12.00
10.0000
100YR_Chicago_3hr
SLEEPY_HOLLOW
C202
2.73
153.76
37.00
3.0000
100YR_Chicago_3hr
SU1
C203
0.62
246.24
12.00
8.0000
100YR_Chicago_3hr
J1
************
Node Summary
************
Invert
Max.
Ponded
External
Name
Type
Elev.
Depth
Area
Inflow
-----------------------------------------------------------------------------J1
JUNCTION
208.46
1.00
0.0
J2
JUNCTION
209.66
2.64
0.0
J3
JUNCTION
209.68
2.62
0.0
CR19
OUTFALL
207.66
0.00
0.0
SLEEPY_HOLLOW
OUTFALL
208.10
0.45
0.0
SU1
STORAGE
211.50
0.80
0.0
************
Link Summary
************
Name
From Node
To Node
Type
Length
%Slope Roughness
-----------------------------------------------------------------------------------------C1_1
SU1
J2
CONDUIT
3.0
0.0333
0.0090
C1_2
J2
J1
CONDUIT
20.5
6.0599
0.0090
C2_1
SU1
J3
CONDUIT
3.0
0.0333
0.0090
C2_2
J3
SLEEPY_HOLLOW
CONDUIT
32.0
5.0063
0.0090
C3
J1
CR19
CONDUIT
63.4
1.9887
0.0090
*********************
Cross Section Summary
*********************
Full
Full
Hyd.
Max.
No. of
Full
Conduit
Shape
Depth
Area
Rad.
Width Barrels
Flow
--------------------------------------------------------------------------------------C1_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C1_2
CIRCULAR
0.45
0.16
0.11
0.45
1
1.01
C2_1
CIRCULAR
0.60
0.28
0.15
0.60
1
0.16
C2_2
CIRCULAR
0.45
0.16
0.11
0.45
1
0.92
C3
DUMMY
0.00
0.00
0.00
0.00
1
0.00
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ......
Evaporation Loss .........
Infiltration Loss ........
Surface Runoff ...........
Final Surface Storage ....
Continuity Error (%) .....
Volume
hectare-m
--------0.256
0.000
0.032
0.223
0.002
-0.046
Depth
mm
------69.443
0.000
8.562
60.456
0.457
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Internal Outflow .........
Storage Losses ...........
Volume
hectare-m
--------0.000
0.223
0.000
0.000
0.000
0.208
0.000
0.000
Volume
10^6 ltr
--------0.000
2.233
0.000
0.000
0.000
2.083
0.000
0.000
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (%) .....
0.000
0.015
0.004
0.000
0.149
***************************
Time-Step Critical Elements
***************************
Link C1_1 (56.33%)
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
Percent in Steady State
Average Iterations per Step
:
:
:
:
:
1.23 sec
3.03 sec
5.00 sec
0.00
2.00
***************************
Subcatchment Runoff Summary
***************************
-------------------------------------------------------------------------------------------------------Total
Total
Total
Total
Total
Total
Peak Runoff
Precip
Runon
Evap
Infil
Runoff
Runoff
Runoff
Coeff
Subcatchment
mm
mm
mm
mm
mm
10^6 ltr
CMS
-------------------------------------------------------------------------------------------------------C201
69.44
0.00
0.00
9.83
59.48
0.21
0.17
0.856
C202
69.44
0.00
0.00
8.12
60.79
1.66
0.89
0.875
C203
69.44
0.00
0.00
9.78
59.53
0.37
0.31
0.857
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth
Depth
HGL
Occurrence
Node
Type
Meters
Meters
Meters days hr:min
--------------------------------------------------------------------J1
JUNCTION
0.00
0.01
208.47
0 02:22
J2
JUNCTION
0.25
0.99
210.65
0 02:22
J3
JUNCTION
0.06
0.10
209.78
0 02:16
CR19
OUTFALL
0.00
0.00
207.66
0 00:00
SLEEPY_HOLLOW
OUTFALL
0.04
0.07
208.17
0 02:16
SU1
STORAGE
0.09
0.18
211.68
0 02:16
*******************
Node Inflow Summary
*******************
------------------------------------------------------------------------------------Maximum Maximum
Lateral
Total
Lateral
Total Time of Max
Inflow
Inflow
Inflow
Inflow
Occurrence
Volume
Volume
Node
Type
CMS
CMS days hr:min
10^6 ltr
10^6 ltr
------------------------------------------------------------------------------------J1
JUNCTION
0.314
0.316
0 01:09
0.367
1.120
J2
JUNCTION
0.000
0.047
0 02:16
0.000
0.754
J3
JUNCTION
0.000
0.047
0 02:16
0.000
0.754
CR19
OUTFALL
0.000
0.316
0 01:09
0.000
1.120
SLEEPY_HOLLOW
OUTFALL
0.171
0.174
0 01:10
0.209
0.963
SU1
STORAGE
0.889
0.889
0 01:09
1.658
1.657
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
-------------------------------------------------------------------------------------------Average
Avg
E&I
Maximum
Max
Time of Max
Maximum
Volume
Pcnt Pcnt
Volume
Pcnt
Occurrence
Outflow
Storage Unit
1000 m3
Full Loss
1000 m3
Full
days hr:min
CMS
-------------------------------------------------------------------------------------------SU1
0.553
11
0
1.103
21
0 02:16
0.094
***********************
Outfall Loading Summary
***********************
----------------------------------------------------------Flow
Avg.
Max.
Total
Freq.
Flow
Flow
Volume
Outfall Node
Pcnt.
CMS
CMS
10^6 ltr
----------------------------------------------------------CR19
99.99
0.023
0.316
1.120
SLEEPY_HOLLOW
99.98
0.020
0.174
0.963
----------------------------------------------------------System
99.98
0.043
0.489
2.083
********************
Link Flow Summary
********************
----------------------------------------------------------------------------Maximum Time of Max
Maximum
Max/
Max/
|Flow|
Occurrence
|Veloc|
Full
Full
Link
Type
CMS days hr:min
m/sec
Flow
Depth
----------------------------------------------------------------------------C1_1
CONDUIT
0.047
0 02:16
0.79
0.29
0.26
C1_2
CONDUIT
0.047
0 02:22
1.74
0.05
0.51
C2_1
CONDUIT
0.047
0 02:16
0.79
0.29
0.26
C2_2
CONDUIT
0.047
0 02:16
2.77
0.05
0.16
C3
DUMMY
0.316
0 01:09
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------------------------
Adjusted
--- Fraction of Time in Flow Class ---Avg.
Avg.
/Actual
Up
Down Sub
Sup
Up
Down
Froude
Flow
Conduit
Length
Dry Dry
Dry
Crit Crit Crit Crit
Number
Change
----------------------------------------------------------------------------------------C1_1
1.00
0.00 0.00 0.00 0.00 0.00 0.00 1.00
0.74
0.0000
C1_2
1.00
0.03 0.00 0.00 0.31 0.67 0.00 0.00
2.84
0.0000
C2_1
1.00
0.00 0.00 0.00 0.00 0.00 0.00 1.00
0.74
0.0000
C2_2
1.00
0.02 0.00 0.00 0.00 0.98 0.00 0.00
3.67
0.0000
*************************
Conduit Surcharge Summary
*************************
---------------------------------------------------------------------------Hours
Hours
--------- Hours Full -------Above Full
Capacity
Conduit
Both Ends Upstream Dnstream
Normal Flow
Limited
---------------------------------------------------------------------------C3
24.00
24.00
24.00
24.00
0.01
Analysis begun on: Wed Oct 23 16:41:26 2013
Analysis ended on: Wed Oct 23 16:41:27 2013
Total elapsed time: 00:00:01
Appendix C
Storm Sewer Design Calculations
STORM SEWER DESIGN SHEET: (5 Year Storm)
0
Mallins Subdivision, Town of Blue Mountains
Rainfall Intensity =
Project #:
Date:
Designed:
Checked:
300033538.0
21-Oct-13
KAG
PCC
Min. Diameter =
Mannings 'n'=
Starting Tc =
Factor of Safety =
300
0.009
15
10
mm
A=
B=
C=
min
%
A
(Tc+B)^c
1234.576
8.297
0.851
where Tc is in minutes
(5 Yr)
NOMINAL PIPE SIZE USED
ACCUM.
DESCRIPTION
0
0
0
0
0
0
0
0
0
0
0
0
FROM
MH
EX. CBMH8
CBMH5
CBMH1
MH2
CBMH3
CBMH4
TO
MH
CBMH5
HDWL 2
MH2
CBMH3
CBMH4
HDWL1
AREA
'AR'
(ha)
RUNOFF
COEFFICIENT
"R"
1.80
0.00
0.50
0.14
0.00
0.80
0.00
0.00
0.00
0.00
0.00
0.00
0.50
0.50
0.50
0.50
0.50
0.50
0.00
0.00
0.00
0.00
0.00
0.00
0.90
0.00
0.25
0.07
0.00
0.40
0.00
0.00
0.00
0.00
0.00
0.00
ACCUM.
'AR'
0.90
0.90
0.25
0.32
0.32
0.72
0.00
0.00
0.00
0.00
0.00
0.00
RAINFALL
INTENSITY
(mm/hr)
84.7
83.9
84.7
83.5
82.0
81.2
0.0
0.0
0.0
0.0
0.0
0.0
FLOW
CONSTANT
FLOW
(m3/s)
TOTAL
FLOW
(m3/s)
LENGTH
SLOPE
(m3/s)
CONSTANT
FLOW
(m3/s)
(m)
(%)
PIPE
DIAMETER
(mm)
FULL FLOW
CAPACITY
(m3/s)
FULL FLOW
VELOCITY
(m/s)
INITIAL
Tc
(min)
TIME OF
CONCENTRATION
(min)
ACC. TIME OF
CONCENTRATION
(min)
PERCENT
FULL
(%)
0.212
0.210
0.059
0.074
0.073
0.162
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.212
0.210
0.059
0.074
0.073
0.162
0.000
0.000
0.000
0.000
0.000
0.000
39.5
12.2
46.4
63.2
33.4
20.7
0.0
0.0
0.0
0.0
0.0
0.0
1.14
0.50
1.00
1.00
1.00
2.00
0.00
0.00
0.00
0.00
0.00
0.00
375
450
300
300
300
300
0
0
0
0
0
0
0.270
0.291
0.140
0.140
0.140
0.198
0.000
0.000
0.000
0.000
0.000
0.000
2.45
1.83
1.98
1.98
1.98
2.79
0.00
0.00
0.00
0.00
0.00
0.00
15.00
15.27
15.00
15.39
15.92
16.21
0.00
0.00
0.00
0.00
0.00
0.00
0.27
0.11
0.39
0.53
0.28
0.12
0.00
0.00
0.00
0.00
0.00
0.00
15.27
15.38
15.39
15.92
16.21
16.33
0.00
0.00
0.00
0.00
0.00
0.00
78%
72%
42%
53%
52%
82%
0%
0%
0%
0%
0%
0%
\\OSCAR\Shared Work Areas\300033538\07_DesignDocs\033538_STM_x yr - Civil3D Import Template.xls:STM
Appendix D
Sanitary Sewer Design Calculations
SANITARY SEWER DESIGN SHEET
Mallins Subdivision, Town of the Blue Mountains
Project #: 300033538.0
Date: 18-Sep-13
Min Diameter =
Mannings 'n'=
200
0.009
mm
Avg. Domestic Flow =
Infiltration =
450.0
0.230
Designed: MLZ
Min. Velocity =
0.75
m/s
Max. Peaking Factor =
4.50
Max. Velocity =
3.00
m/s
Min. Peaking Factor=
2.00
Checked: PCC
RESIDENTIAL
DESCRIPTION
FROM
TO
MH
MH
l/c/d
l/s/ha
Factor of Safety =
COMMERCIAL/INDUSTRIAL/INSTITUTIONAL
ACC.
ACCUM.
AREA
AREA
UNITS
DENISTY
DENSITY
(ha)
(ha)
(#)
(P/ha)
(P/unit)
POP
10
%
NOMINAL PIPE SIZE USED
FLOW CALCULATIONS
ACC.
EQUIV.
FLOW
EQUIV.
ACCUM.
RES.
AREA
AREA
POP.
RATE
POP.
EQUIV.
POP.
(ha)
(ha)
(p/ha)
(l/s/ha)
POP.
INFILTRATION
(l/s)
0
0
0
0.00
0.00
0
0
0
0
0
0.00
0.00
0
0.000
0
0
0.0
On-Site
MH1A
MH2A
1.26
1.26
7
0
2.3
17
17
0.00
0.00
0
0.000
0
0
0.3
Salzburg Place
EX MH1A
EX 7
2.94
2.94
17
0
2.3
40
40
0.00
0.00
0
0.000
0
0
0.7
0
0
2.3
0
0
0.00
0.00
0
0.000
0
0
0.1
Salzburg Place
EX Plug
EX 6
0.38
0.38
Salzburg Place
EX 6
EX 7
3.01
3.39
20
0
2.3
46
46
0.00
0.00
0
0.000
0
0
0.8
Innsbruck Lane
EX 7
EX 5
0.43
6.76
2
0
2.3
5
91
0.00
0.00
0
0.000
0
0
1.6
Innsbruck Lane
EX 5
EX 3
0.43
7.19
2
0
2.3
5
96
0.00
0.00
0
0.000
0
0
1.7
Dolomite Court
EX 4
EX 3
1.30
1.30
7
0
2.3
17
17
0.00
0.00
0
0.000
0
0
0.3
Innsbruck Lane
EX 3
EX 2
0.22
8.71
1
0
2.3
3
116
0.00
0.00
0
0.000
0
0
2.0
Innsbruck Lane
EX 2
EX 1
0.22
8.93
1
0
2.3
3
119
0.00
0.00
0
0.000
0
0
2.1
Innsbruck Lane
EX 1
EX 10
0.27
9.20
1
0
2.3
3
122
0.00
0.00
0
0.000
0
0
2.1
0
0
0
0.00
0.00
0
0
0
0
0.0
Notes:
The area and population from the proposed development have been included in this run of pipe to account for flows discharging from the forcemain
0
- Information for all existing sanitary sewers including populations, areas, lengths and slopes were obtained from the Alpine Hills Subdivision Record Drawings provided by the Town of the Blue Mountains
PIPE DATA
TOTAL
PEAKING
POP.
CONSTANT
COMM.
ACCUM.
TOTAL
ACCUM.
FACTOR
FLOW
FLOW
COMM. FLOW
FLOW
(l/s)
(l/s)
(l/s)
0.0
0.4
0.9
0.0
1.0
2.0
2.1
0.4
2.6
2.6
2.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
POP.
0
17
40
0
46
91
96
17
116
119
122
0
0
0.00
4.39
4.33
0.00
4.32
4.25
4.25
4.39
4.23
4.22
4.22
0.00
0.00
0.00
0.0
0.0
0.0
SLOPE
PIPE
DIAMETER
(l/s)
(%)
(mm)
0.0
0.7
1.6
0.1
1.8
3.6
3.8
0.7
4.6
4.7
4.8
0.0
0.0
0.0
0.0
0.00
1.00
0.40
0.30
0.40
0.40
0.60
0.40
0.40
0.40
0.50
0.00
0.00
0.00
0.00
0
200
200
200
200
200
200
200
200
200
200
0
0
0
0
FULL FLOW
FULL FLOW
ACTUAL
PERCENT
CAPACITY
VELOCITY
VELOCITY
FULL
(l/s)
(m/s)
(m/s)
(%)
0.0
47.4
30.0
25.9
30.0
30.0
36.7
30.0
30.0
30.0
33.5
0.0
0.0
0.0
0.0
0.00
1.51
0.95
0.83
0.95
0.95
1.17
0.95
0.95
0.95
1.07
0.00
0.00
0.00
0.00
0.00
0.47
0.50
0.21
0.52
0.64
0.75
0.37
0.69
0.70
0.75
0.00
0.00
0.00
0.00
0%
1%
5%
0%
6%
12%
10%
2%
15%
16%
14%
0%
0%
0%
0%
\\OSCAR\Shared Work Areas\300033538\07_DesignDocs\033538_San Design Sheet.xls:SAN
MO
R
S T.
A
O
R
OW
D
LL
O
H
PY
SLEE
CRE
PROPOSED SITE
OF DEVELOPMENT
S.
E
D
A
O
R
OAD 19
GREY R
TE
I
M
O
DOL T
R
COU
INNISB
P
E
E
SL
RUCK L
G
R
U
ZB
AY
N
A
Y
W
ANE
DRA W
ALEXAN
CT
T
DO
E
C
A
PL
SAL
Y
A
V
D
Y
E
L
AL
Notes
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
LEN
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
AY
W
RA
D
N
A
EX
AL
CR
No.
1
AIG
L
Date
ISSUED WITH FSR
13/10/24
Auth.
D
A
O
HR
IT
E
L
G
I
RA
RO
C
AD
CR
WA AIGL
LK EIT
H
EIT
H
Issue / Revision
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
Client
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
KEY PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
NTS
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 1
File Name: 033538_FIG 1.dwg Date Plotted: October 24, 2013 - 9:41 AM
OW
L
L
Y HO
Y
WA
B
MOIX
EN
S
E
U
L
G
KI
G
R
O
EC
.
CHA
ASP
S
E
R
KITZBUHL
ITZ
CR
ES
.
.
S
E
CR
KITZBUHL
MO
RIT
ZC
RES
.
ST.
SLEE
AD
W RO
OLLO
PY H
S.
CRE
CR
MOIX
CHA
E
RG
Y
WA
EN
ASP
.
ES
EO
S.
CRE
G
KI
S
UE
BL
SL
ALEXAN
AY
DRA W
OT
AND
WY
CT
E
OMIT
DOL T
R
COU
19
NE
RUCK LA
INNISB
ROA
AD
GREY RO
D
LOW
L
Y HO
EEP
RG
ZBU
SAL
PLA
CE
D
LEN
VAY
EY
ALL
AY
RA W
D
XAN
CR
A
ALE
IGL
EIT
ITH
IGLE
OA
D
CR
AIG
LE
ITH
D
ROA
CRA
WA
LK
HR
KEY PLAN
CBMH
TOP 194.58
N/W INV 191.55
S INV 192.80
W INV 192.77
SCALE: N.T.S.
FD BM ELEV 206.952m
NAIL AND WASHERS IN WEST FACE OF 50
Km/h SIGN NORTH OF D/W #7869573 ON
EAST SIDE OF COUNTY ROAD #19.
W OBV 206.94
E OBV 206.83
CBMH
TOP 204.13
N INV 190.56
CB
TOP 200.35
NAIL AND WASHERS IN EAST FACE OF HB GUY
POLE AT THE NORTHWEST INTERSECTION OF
GREY ROAD #19 AND SLEEPY HOLLOW ROAD.
DITCH
NL
EXISTIN
S/W INV 192.70
( ORIGIN
AL
CB
TOP 204.09
G DITCH
ROAD
WV
FH
TOP OF HYDRANT #220 AT THE
SOUTHWEST CORNER OF GREY
ROAD #19 AND SLEEPY HOLLOW
ROAD.
CE
CONCES
SIONS
2
AND
3)
GREY CO
UNTY RO
AD #19
CBMH
TOP 209.18
BM 1 ELEV 195.403m
ALLOWA
N
SAN MH
TOP 210.67
CBMH
TOP 211.24
SIB
CBMH
TOP 212.86
SET BM ELEV 207.928m
SWAL
E
RESIDENTIAL LOTS
RESIDENTIAL LOTS
RED MULBERRY
BUSH 2-3
IB
209.5
210
210.5
211
211.5
212
212.5
213
SIB
FH
POND
OVERFLOW
MH
WOOD
DOCK
EX. STM MH
EX. STM DIMH
EX. STM MH
EX. 2130x1400
CSPA
EX.
STM
MH
EX.
SAN
MH
NL
M
BER
BM 5 ELEV 216.268m
N
NL
SWALE
N17^14'00"W
215
NL
21
2
STY
GAZEBO
Notes
NL
E
NL
0
21
2
5
218
DITCH
NL
NL
218
FH
PART 13 , 16R-2315
PVC
218.5
N
SIDEW
WAL
EX. STM MH
EX. CB
9
SIGN
21
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
9.
5
LS
21
PART 1 , 16
SAN MH
TOP 219.14
W INV 216.69
N INV 216.76
S INV 216.76
N INV 218.23
S INV 218.34
RB
TOP OF HYDRANT # 216 AT
THE NORTHEAST CORNER
OF THE SALZBURG PLACE
CUL DE SAC, EAST OF D/W
# 119.
E INV 219.23
NL
BM 6 ELEV 219.539m
CU
SWAMP
AREA
NC
CO
REGISTERED
DICB
INLET ELEV = 211.74
1119
13/10/24
WV
LS
PLAN
ISSUED WITH FSR
ASPHALT WALKWAY
ALK
NL
Auth.
SIB
SIG
SIG
755
217
INV .95
mm
8
21
NL
219
SIB IB
IB SIB
SIB
0.5
22
220 .5
9
21 19
2
300 H/W
SWALE
5
5.
CB
TOP 212.17
N INV 210.00
221
218
21
Date
1
CONC RET WALL
OUTLET
(PIPE O/S TO NORTH)
Issue / Revision
.5
221
21
SIB
No.
22
4.5
21
EX. HYD
NL
221
14
STM MH
TOP 211.37
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
EX.
SAN
MH
1
217.5
3.5
21
.5
NL
SWALE
3
21
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
22
0
0.5
21
22
2.5
21
9
21
9.5
21
ASPHALT
TENNIS
COURT
2
21
BERM
218
8.5
5
1.
21
KWA
SHED/
PUMPHOUSE
1
21
EX. STM MH
EX. CB
Y AS
PART 2 , 16R-2052
0.
21
7
RESIDENTIAL LOTS
MHCB
TOP 219.40
R-2612
Client
SALZBURG PLACE
N
SIG
CS
21
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
NL
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
EXISTING CONDITIONS SITE PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
1:750
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 2
File Name: 033538_FIG 2.dwg Date Plotted: October 24, 2013 - 9:42 AM
67.01
5
5
N
PONDING
AREA
6
NL
9.
20
5.5
EX. CB
SWAL
205
207
INV .63
mm
214.5
EX. STM MH
EX. DICB
TOP = 215.29
N INV = 213.99
667
219
INV .23
mm
209
214
NEW GARDEN PLOT
WITH CEDAR PLANK
NL
BORDER
SIB
LT
5
NL
STONE
STEP
AREA
SIB
216.5
7.
7
20
20
FIELD
STONE
SHED
NL
SIB
211.5
212
212.5
213
213.5
SIB
MH
SIG
21
HSE
#116
FF
210.06
W INV 206.81
E INV 206.59
TOP
PRECAST MH
WITH PUMP
INSIDE
SWALE
1200 x 1800 CSPA
N INV 205.49
S INV 206.07
SIB .5
6
20
NL
EX. STM MH
EX.
FLUSHING
STATION
TOP OF THE SOUTHEAST CORNER OF A STONE
SLAB BASE AT THE SOUTHEAST CORNER OF
THE GAZEBO AT THE SOUTHWEST CORNER OF
THE POND.
NL
SAN MH
TOP 211.53
N INV 206.75
E INV 206.86
W INV 206.83
EX.
SAN
MH
SIB
208 208
.5
SLEEPY HOLLOW ROAD
SANDY
BEACH
AREA
EX. STM MH
POND
SAN MH
TOP 208.47
E INV 207.29 (35m F/M PIPE PE)
NL
IB
INLET STRUCTURE
UNDER DOCK
50k
SIGN
NL
EX. STM MH
213
212.5
212
NL
RESIDENTIAL LOTS
OTHER LANDS OWNED BY
STREETCAR DEVELOPMENT INC.
EX. 2130x1400
CSPA
SWALE
212.5
212
209
209.5
210
210.5
211
211.5
212
212.5
H
CBM
RESIDENTIAL LOTS
W/M
PLUG
SIB
210.5
211
211.5
212
212.5
213
R
M
TOP OF HYDRANT #203 ON THE NORTH
SIDE OF SLEEPY HOLLOW ROAD AT THE
EAST SIDE OF D/W #715.
IB
NL
213
2
212 12.5
POND OUTLET
PIPE
(NO SIZE)
RED MULBERRY
BUSH 4-5
NL
BE
.5
208
BM 3 ELEV 207.237m
209.5
210
BERM
IB
209
SWALE
NL
208
995
208
INV .46
mm
20
8
E
SWAL
EX.
SAN
MH
.5
207.5
SIB
207.5
NL
SAN
FLUSH
LIMIT OF
DEVELOPMENT
RESIDENTIAL LOTS
RED MULBERRY
BUSH 1
SAN MH
TOP 213.72
TOP OF HYDRANT #219 AT THE SOUTH SIDE
OF D/W #796574 ON THE WEST SIDE OF
COUNTY ROAD #19.
PHA
BM 2 ELEV 192.913m
CBMH
TOP 200.32
SAN MH
TOP 199.95
CB
TOP
194.59
106
209 4
INV .95
mm
N/W INV 190.88
108
206 2
OBV.83
mm
PVC
EXISTIN
G DITCH
107
206 0
OBV.94
mm
SAN MH
TOP 193.40
N INV 188.99
LOWER S INV 189.04
UPPER S INV 191.23
SWALE
CR
KITZBUHL
MO
RIT
ZC
RES
.
ST.
SLEE
AD
W RO
OLLO
PY H
S.
CRE
E
RG
Y
WA
EN
ASP
.
ES
EO
MOIX
CHA
SIDE OF COUNTY ROAD #19.
S.
CRE
G
KI
S
UE
BL
SL
ALEXAN
RESIDENTIAL LOTS
AY
DRA W
OT
AND
WY
CT
E
OMIT
DOL T
R
COU
19
NE
RUCK LA
INNISB
ROA
RG
ZBU
SAL
RESIDENTIAL LOTS
AD
GREY RO
D
LOW
L
Y HO
EEP
PLA
CE
D
LEN
VAY
EY
ALL
AY
RA W
D
XAN
NL
E
208
210.15
20
8
.5
SWAL
210
209.5
NL
210.54
210
211
212.5
M
R
BE
PROPOSED GRADE
184.90
EXISTING GRADE
PROPOSED OVERLAND FLOW ROUTE
EX. STM DIMH
EX. 2130x1400
CSPA
222.22
FIRST FLOOR ELEVATION
214.85
214.18
214.40
2.00%
BER
0%
2.0 19
5.
21
M
POND
2.00%
SIB
SIB
215.84
214.5
NL
NL
NL
2
21 .00
6. %
22
2
3.75%
0
LT
218.7
2.00%
PHA
27.4m @ 3.20%
218
218.14
0+071.880
BERM
219.10
219.081
217.5
4
21
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
.5
221.34
221
22
217.67
NL
05
NL
300 H/W
217.67
218.36
HDWL 2
218
DITCH
NL
NL
218
FH
218.823
218.5
19.59
219.74
1
Issue / Revision
Date
Auth.
ISSUED WITH FSR
13/10/24
E INV 219.23
ASPHALT WALKWAY
NL
0+041.650
WV
218.688
N INV 218.23
S INV 218.34
218.85
ALK
SIDEW
TOP OF HYDRANT # 216 AT THE
NORTHEAST CORNER OF THE SALZBURG
PLACE CUL DE SAC, EAST OF D/W # 119.
21
9
219.093
0+020.140
219.247
SIGN
MATCH INTO EXISTING
GRADE OF ROAD
GRADING AROUND EXISTING
ASPHALT WALKWAY TO BE
COMPLETED DURING DETAILED
DESIGN
EXTEND CONCRETE CURB
AND GUTTER TANGENTIALLY
FROM EXISTING
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
LS
9.
5
EX. CBMH8
21
CU
RB
EX MH1A
0+026.050
21.5m @ 2.60%
BM 6 ELEV 219.539m
NC
CO
SWAMP
AREA
No.
2.00%
219.74
SIB
219.86
218.80
LS
DICB
INLET ELEV = 211.74
9
2.00%
SIB IB
218.99
CBMH5
0+046.850
21
219
V
IB SIB
9
218.9
9.5
21
V
PVC
CB
TOP 212.17
N INV 210.00
216.
SIB
0+057.250
218.890
8
21
SIB
NL
218
MH1A
CBMH1
220
N
SWALE
MATCH 3:1 SLOPING INTO
EXISTING TOP OF BANK OF
DITCH
2.00%
219.63
0+058.380
218.905
219.85
SIG
2.00%
5
2
EX.
HYD
218.92
220.08
30.3m @ 1.30%
SIG
N
.
15
0.5
22
755
217
INV .95
mm
(PIPE O/S TO NORTH)
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
1
218.956
2.50%
5
219.14
21
219.29
STM MH
TOP 211.37
217.67
4.5
218.70
219.38
0+066.180
21
5
218.5
.5
221
22
0.5
2.00%
2.00%
Client
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
NL
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
GRADING PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
1:750
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 3
File Name: 033538_FIG 3.dwg Date Plotted: October 24, 2013 - 9:42 AM
219.42
219.97
MATCH 3:1 SLOPING INTO
EXISTING GRADE
219.06
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
667 2
219
INV .23
mm
2.00%
2.00%
Notes
218.70
4.25%
218.79
NL
221
3
21
22
0
21
7
219.67
21
9.5
5
8.3
21
218.80
NL
SWALE
4
219.1
0+085.380
218.649
219.87
5
2.
21
3.5
21
2
218.5
8.5
2.00%
ASPHALT
TENNIS
COURT
2
21
21
8.3
5
218.64
RESIDENTIAL LOTS
N
SIG
0%
5
1.
217.6
4
V
1.0
SHED/
PUMPHOUSE
1
21
CS
0%
218.204
216.90
218.77 2.50%
5
217.6 5
5.00%
Y AS
2.00%
0+099.300
KWA
218.39
4.25%
0.50%
MH2A
WAL
DCB1
OPEN SPACE AREA
5
21
8.
MH2
217.5
NL
216.54
0.
21
84
33
216.66
CBMH3
CB1
218.29
0
21
%
E
2
218.37
SWAL
216.46
CBMH4
211.97
5
0.3
218.12
NL
211.97
5
.
09
205
207
INV .63
mm
0.50%
218.29
3.85%
209.39
209.39
0.3
5
%
SWALE
218.14
SIB
219.29
NL
W INV 206.81
E INV 206.59
209
21
00
%
2.
1
TO BE COMPLETED DURING DETAILED DESIGN
215
2
NL
219
211.09
21
NL
POSITIVE DRAINAGE TO BE PROVIDED
2 STY THROUGH OPEN SPACE FOR THE MAJOR
GAZEBOSYSTEM OVERLAND FLOW ROUTE, GRADING
MATCH REAR LOT GRADES
INTO EXISTING (TYP.)
PONDING
AREA
21 18
8. .4
77 6
214
NL
6
1
6.7
21
.5
213.99
8.4
213.5
208
21
21
5
7.
SHED
STONE
STEP
AREA
213
FIELD STONE
216.5
7
20
212.5
2.0
212
210.93
208
HDWL1
211.5
SIB
210.93
219.29
.80
3.80%
5.5
21
0%
DETAILED GRADING OF
LOT TO BE COMPLETED
DURING DETAILED DESIGN
20
SIB.5 208.38
6
20
206.71
NL
HSE #116
FF 210.06
EX. DICB
TOP =
215.29
N INV =
218
1200 x 1800 CSPA
N INV 205.49
S INV 206.07
TOP OF THE SOUTHEAST CORNER OF A
STONE SLAB BASE AT THE SOUTHEAST
CORNER OF THE GAZEBO AT THE
SOUTHWEST CORNER OF THE POND.
MH
SIGN
BM 5 ELEV 216.268m
.0
%
.00
33
0
8.8
21
15
50k
SIGN
21 .99
5.
99
214.85
2
SIB
209.67
5
4.9 5
21 14.9
209.67
INV 207.29 (35m F/M PIPE PE)
184.90
DETAILED GRADING OF
LOT TO BE COMPLETED
DURING DETAILED DESIGN
NL
NL
SWALE/GUTTER GRADE
EX. STM MH
4.50%
SANDY
BEACH
AREA
184.90
SWALE
EX. STM MH
SWALE
C BM
H
POND
OVERFLOW MH
WOOD DOCK
RESIDENTIAL LOTS
212.36
NL
IB
INLET STRUCTURE
UNDER DOCK
POND OUTLET PIPE
(NO SIZE)
RESIDENTIAL LOTS
4.70%
RESIDENTIAL LOTS
212.5
212
212
212.5
211
211.5
210
210.5
209
209.5
.5
208
213
213
3:1 SLOPING (MAXIMUM)
EX. 2130x1400
CSPA
212.36
.5
212.5
212
208.54
SIB
FH
212.01
212.01
212.21
212.5
SWALE
213
208.54IB
W/M PLUG
211.59
212
212
D
ROA
LEGEND
SIB
4.70%
211.5
BERM
ITH
IGLE
CRA
SCALE: N.T.S.
211
213
212
D
KEY PLAN
210.92
210.5
NL
SAN
FLUSH
OA
210.92
IB
211.5
NL
HR
210.15
209
210.5
212
EIT
210.14
995
208
INV .46
mm
209.5
REAR YARD SWALE TO
OUTLET INTO EXISTING
SWALE
ALE
IGL
WA
LK
209.06
CR
A
CR
207.5
9
207.6SIB
207.5 .69
207
AIG
LE
ITH
209.06
SWALE
IB
KITZBUHL
MO
RIT
ZC
RES
.
ST.
SLEE
AD
W RO
OLLO
PY H
S.
CRE
CR
MOIX
CHA
E
RG
Y
WA
EN
ASP
.
ES
EO
S.
CRE
G
KI
S
UE
BL
ALEXAN
AY
DRA W
OT
AND
WY
CT
19
NE
RUCK LA
INNISB
SL
E
OMIT
DOL T
R
COU
AD
GREY RO
D
ROA
LOW
L
Y HO
EEP
RG
ZBU
SAL
PLA
CE
D
LEN
VAY
EY
ALL
AY
RA W
D
XAN
CR
A
ALE
IGL
EIT
ITH
IGLE
OA
D
CR
AIG
LE
ITH
D
ROA
CRA
WA
LK
HR
KEY PLAN
CBMH
TOP 194.58
N/W INV 191.55
S INV 192.80
W INV 192.77
SAN MH
TOP 193.40
N INV 188.99
LOWER S INV 189.04
UPPER S INV 191.23
SCALE: N.T.S.
LEGEND
CB
TOP
194.59
N INV 190.56
CB
TOP 200.35
DITCH
NL
EXISTIN
S/W INV 192.70
SANITARY MANHOLE
W OBV 206.94
E OBV 206.83
CBMH
TOP 204.13
( ORIGIN
AL
108
206 2
OBV.83
mm
N/W INV 190.88
CBMH
TOP 200.32
SAN MH
TOP 199.95
CB
TOP 204.09
G DITCH
ROAD
ALLOWA
N
CE
FH
SIONS
2
AND
3)
STORM CATCHBASIN (ROADSIDE,
DITCH INLET & REAR LOT)
UNTY RO
AD #19
CBMH
TOP 209.18
WV
STORM MANHOLE
CONCES
GREY CO
SAN MH
TOP 210.67
107
206 0
OBV.94
mm
PVC
EXISTIN
G DITCH
STORM DOUBLE CATCHBASIN
CBMH
TOP 211.24
FIRE HYDRANT
c/w CURB STOP AND TEST FITTING
SIB
106
209 4
INV .95
mm
CBMH
TOP 212.86
SAN MH
TOP 213.72
SERVICE
SERVICE
SWAL
E
ASPHALT DRIVEWAY c/w DROP CURB
PROPOSED WATERMAIN
RESIDENTIAL LOTS
PROPOSED SANITARY SEWER
RED MULBERRY
BUSH 2-3
209.5
210
210.5
211
211.5
212
212.5
213
EX. 2130x1400
CSPA
EX. STM MH
213
212.5
212
NL
IB
INLET STRUCTURE
UNDER DOCK
SWALE
212.5
212
209
209.5
210
210.5
211
211.5
212
212.5
H
CBM
POND
OVERFLOW
MH
WOOD
DOCK
SANDY
BEACH
AREA
EX. STM MH
EX. STM DIMH
SIB
RESIDENTIAL LOTS
CONCESSION
SWALE
BER
M
FIELD
STONE
214
214.5
Notes
SWALE
3
21
3.5
21
14
2
MH1A
4.5
21
2
(PIPE O/S TO NORTH)
DITCH
NL
HDWL 2
NL
FH
OPSD 804.030
TOP=-2.25
S INV=217.89
PART 13 , 16R-2315
REGISTERED
DICB
INLET ELEV = 211.74
218
PLAN
1119
218.5
WV
Date
Auth.
ISSUED WITH FSR
13/10/24
221
22
220.5
220
BERM
220
220.5
219
219.5
218.5
218
ALT
SPH
AY A
219
CONC RET WALL
ASPHALT WALKWAY
OUTLET
E INV 219.23
W/M NL
PLUG
LS
N INV 218.23
S INV 218.34
12.2m - 450mm STM @ 0.50%
39.5m - 375mm STM @ 1.14%
EX. STM MH
EX. CB
B
SWAMP
AREA
R-2612
SIG
FM INV = 217.34
NL
EX. CBMH8
OPSD 701.010
TOP=219.58
DEPTH TO SUMP=1.5
E INV=218.40
Client
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
105.5m - 200mm SAN @ 0.42%
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
SERVICING PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
1:750
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 4
File Name: 033538_FIG 4.dwg Date Plotted: October 24, 2013 - 9:43 AM
PART 1 , 16
OPSD 701.010
TOP=219.11
DEPTH TO SUMP=2.7
W INV=216.76
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
LS
5
EX MH1A
9
21
9.
SALZBURG
PLACE
UR
PVC
CB
TOP 212.17
N INV 210.00
1
Issue / Revision
SIB
ALK
NL
SIB
218
CC
NL
OPSD 701.010
TOP=218.53
DEPTH TO SUMP=0.9
W INV=217.95
N INV=217.95
No.
SIB IB
IB SIB
8
21
NL
CBMH5
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
EX.
SAN
MH
NL
300 H/W
SWALE
SIB
OPSD 701.010
TOP=218.84
DEPTH TO SUMP=2.3
E INV=216.94
755
217
INV .95
mm
5
5.
21
EX. HYD
SWAL
OPSD 701.010
TOP=218.93
DEPTH TO SUMP=3.5 8
21
E INV=215.72
15
SIG
N
STM MH
TOP 211.37
SAN MH
TOP 211.53
N INV 206.75
E INV 206.86
W INV 206.83
NL
150mm - 78.2m
SANITARY FORCEMAIN
CBMH1
EX. STM MH
EX. CB
667
219
INV .23
mm
21
OPSD 701.010
TOP=218.26
DEPTH TO SUMP=3.3 7.5
21
W INV=215.30
FM INV = 216.45
SIDEW
5
2.
MH2A
N
ASPHALT
TENNIS
COURT
N
5
1.
21
2
21
7
21
OPSD 701.010
TOP=215.54
DEPTH TO SUMP=3.9
S INV=213.50
E INV=211.91
SIG
1
21
46.4m - 300mm STM @ 1.00%
SHED/
PUMPHOUSE
42.5m - 200mm SAN @ 1.00%
21
RESIDENTIAL LOTS
N
SIG
CBMH4
PART 2 , 16R-2052
5
0.
21
DCB1
HYD.
CB1
.5
CS
NL
33.4m - 300mm STM @ 1.00%
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
E
63.2m - 300mm STM @ 1.00%
5
9.
0
20
20.7m - 300mm STM @ 2.00%
NEW GARDEN PLOT
WITH CEDAR PLANK
NL
BORDER
67.01
21
205
207
INV .63
mm
SIB
NL
OPSD 701.010
TOP=218.24
DEPTH TO SUMP=2.4
WNL
INV=216.47
N INV=216.44
219
SLEEPY HOLLOW ROAD
SWALE
N17^14'00"W
209
NL
MH2
OPSD 701.010
TOP=218.27
DEPTH TO SUMP=4.8
S INV=215.81
N INV=213.83
KW
WAL
NL
NL
W INV 206.81
E INV 206.59
215
PONDING
AREA
6
219.5
NL
21
N
CO
E INV 207.29 (35m F/M PIPE PE)
5.5
CBMH3
2
STY
GAZEBO
EX. STM MH
21
9
5
NL
21
STONE
STEP
AREA
SIB
EX. CB
216.5
211.5
212
212.5
213
213.5
SIB
MH
SIG
OPSD 804.030
TOP=212.24
W INV=211.50
SHED
208 208
.5
EX.
SAN
MH
EX. DICB
TOP = 215.29
N INV = 213.99
N
7.
7
SAN MH
TOP 208.47
EX.
STM
MH
SIB
TOP
PRECAST MH
WITH PUMP
INSIDE
20
20
SIB .5
6
20
EX. STM MH
EX. 2130x1400
CSPA
HDWL1
NL
EX. STM MH
NL
50k
SIGN
HSE
#116
FF
210.06
EX.
SAN
MH
EX.
FLUSHING
STATION
NL
POND
1200 x 1800 CSPA
N INV 205.49
S INV 206.07
EX. STM MH
3
RESIDENTIAL LOTS
SIB
210.5
211
211.5
212
212.5
213
R
M
SIB
FH
RED MULBERRY
BUSH 4-5
NL
BE
.5
208
W/M
PLUG
EXISTING STORM SEWER
209.5
IB
NL
213
2
212 12.5
POND OUTLET
PIPE
(NO SIZE)
209
210
BERM
IB
EXISTING WATERMAIN
RESIDENTIAL LOTS
NL
SAN
FLUSH
EXISTING SANITARY SEWER
.5
E
SWAL
SIB
207.5
208
207.5
NL
PROPOSED STORM SEWER
EX.
SAN
MH
995
208
INV .46
mm
20
8
IB
SWALE
RED MULBERRY
BUSH 1
RESIDENTIAL LOTS
KITZBUHL
MO
RIT
ZC
RES
.
ST.
SLEE
AD
W RO
OLLO
PY H
S.
CRE
CR
MOIX
CHA
E
RG
Y
WA
EN
ASP
.
ES
EO
S.
CRE
G
KI
S
UE
BL
SL
ALEXAN
AY
DRA W
OT
AND
WY
CT
E
OMIT
DOL T
R
COU
19
NE
RUCK LA
INNISB
ROA
AD
GREY RO
D
LOW
L
Y HO
EEP
RG
ZBU
SAL
PLA
CE
D
LEN
CBMH
TOP 194.58
N/W INV 191.55
S INV 192.80
W INV 192.77
EY
ALL
D
XAN
CR
A
ALE
IGL
EIT
ITH
IGLE
OA
D
D
ROA
CRA
WA
LK
HR
AIG
LE
ITH
SAN MH
TOP 193.40
N INV 188.99
LOWER S INV 189.04
UPPER S INV 191.23
VAY
AY
RA W
CR
EXISTIN
CBMH
TOP 200.32
SAN MH
TOP 199.95
CB
TOP
194.59
KEY PLAN
CBMH
TOP 204.13
N INV 190.56
CB
TOP 200.35
DITCH
NL
EXISTIN
G DIT
S/W INV 192.70
SCALE: N.T.S.
W OBV 206.94
E OBV 206.83
( ORIGIN
AL
108
206 2
OBV.83
mm
N/W INV 190.88
CB
TOP 204.09
CH
ROAD
ALLOWA
N
CE
WV
FH
CONCES
SIONS
2
AND
GREY CO
3)
LEGEND
UNTY RO
CBMH
TOP 209.18
AD #19
SAN MH
TOP 210.67
107
206 0
OBV.94
mm
PVC
G DITCH
OPTION 1; SERVICING FROM SALZBURG CRESCENT
CBMH
TOP 211.24
OPTION 2; SERVICING FROM DOLOMITE COURT
SIB
106
209 4
INV .95
mm
CBMH
TOP 212.86
SAN MH
TOP 213.72
OPTION 3; SERVICING FROM SLEEPY HOLLOW ROAD
SWALE
OPTION 4; SERVICING FROM ALEXANDRA WAY
OPTION 2 & 3
RESIDENTIAL LOTS
ALL OPTIONS
RED MULBERRY
BUSH 2-3
NL
E
SWAL
209.5
210
210.5
211
211.5
212
212.5
213
RESIDENTIAL LOTS
EX. STM MH
POND
OVERFLOW
MH
WOOD
DOCK
EX. STM DIMH
EX. STM MH
EX. 2130x1400
CSPA
SANDY
BEACH
AREA
EX.
STM
MH
EX.
FLUSHING
STATION
EX.
SAN
MH
NL
M
BER
TOP
PRECAST MH
WITH PUMP
INSIDE
NL
67.01
215
2
STY
GAZEBO
NL
NL
5
9.
E
SWAL
SPH
SHED/
PUMPHOUSE
13
217.5
3.5
21
4
21
218
218
FH
PART 13 , 16R-2315
218.5
DICB
INLET ELEV = 211.74
PLAN
Date
Auth.
ISSUED WITH FSR
13/10/24
E INV 219.23
NL
1119
N INV 218.23
S INV 218.34
SIDEW
REGISTERED
1
Issue / Revision
WV
LS
EX. STM MH
EX. CB
9
N
21
SIG
NC
CO
CU
RB
SWAMP
AREA
PART 1 , 16
9.
5
LS
21
SAN MH
TOP 219.14
W INV 216.69
N INV 216.76
S INV 216.76
MHCB
TOP 219.40
R-2612
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
NL
Client
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
WATER DISTRIBUTION PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
1:750
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 5
File Name: 033538_FIG 5.dwg Date Plotted: October 24, 2013 - 9:43 AM
DOLOMITE COURT
PVC
DITCH
NL
NL
No.
ASPHALT WALKWAY
ALK
NL
218
219
SIB
SIGN
8
21
NL
0.5
22
220 .5
9
21 19
2
SIB IB
IB SIB
SIB
1
300 H/W
755
217
INV .95
mm
SWALE
5
5.
SALZBURG PLACE
SIGN
CONC RET WALL
OUTLET
(PIPE O/S TO NORTH)
CB
TOP 212.17
N INV 210.00
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
.5
5
SIB
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
221
21
EX. HYD
Notes
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
NL
22
4.5
21
21
EX.
SAN
MH
221
SWALE
2
NL
.5
21
21
5
2.
7
ASPHALT
TENNIS
COURT
2
21
22
22 0
0.5
221
21
2
219
9.5
.5
11
BERM
218
8.5
1
21
STM MH
TOP 211.37
EX. STM MH
EX. CB
YA
KWA
WAL
PART 2 , 16R-2052
5
0.
21
21
CS
RESIDENTIAL LOTS
SIG
N
21
0
NL
667
219
INV .23
mm
SIG
N
205
207
INV .63
mm
20
214.5
NL
PONDING
AREA
6
21
ALT
SWALE
N17^14'00"W
209
214
NEW GARDEN PLOT
WITH CEDAR PLANK
NL
BORDER
STONE
STEP
AREA
EX. STM MH
EX. CB
216.5
NL
MH
5
7.
7
20
20
FIELD
STONE
SHED
NL
SIB
211.5
212
212.5
213
213.5
SIB
SIB
EX. DICB
TOP = 215.29
N INV = 213.99
21
HSE
#116
FF
210.06
W INV 206.81
E INV 206.59
SIB
SWALE
1200 x 1800 CSPA
N INV 205.49
S INV 206.07
SIB .5
6
20
NL
EX. STM MH
EX. STM MH
5.5
NL
SAN MH
TOP 211.53
N INV 206.75
E INV 206.86
W INV 206.83
SWALE
R
BE
INLET STRUCTURE
UNDER DOCK
EX.
SAN
MH
SIB
208 208
.5
SLEEPY HOLLOW ROAD
NL
IB
EX. STM MH
POND
SAN MH
TOP 208.47
E INV 207.29 (35m F/M PIPE PE)
M
213
212.5
212
50k
SIGN
NL
EX. 2130x1400
CSPA
NL
RESIDENTIAL LOTS
SIB
FH
SIB
210.5
211
211.5
212
212.5
213
SWALE
H
CBM
212.5
212
209
209.5
210
210.5
211
211.5
212
212.5
.5
208
W/M
PLUG
RED MULBERRY
BUSH 4-5
NL
IB
NL
213
2
212 12.5
POND OUTLET
PIPE
(NO SIZE)
209.5
210
BERM
IB
209
RESIDENTIAL LOTS
NL
SAN
FLUSH
EX.
SAN
MH
SIB
207.5
208
207.5
IB
995
208
INV .46
mm
20
8.5
RED MULBERRY
BUSH 1
RESIDENTIAL LOTS
KITZBUHL
MO
RIT
ZC
RES
.
ST.
SLEE
AD
W RO
OLLO
PY H
S.
CRE
CR
MOIX
CHA
E
RG
Y
WA
EN
ASP
.
ES
EO
S.
CRE
G
KI
S
UE
BL
SL
ALEXAN
AY
DRA W
OT
AND
WY
CT
E
OMIT
DOL T
R
COU
19
NE
RUCK LA
INNISB
ROA
AD
GREY RO
D
LOW
L
Y HO
EEP
RG
ZBU
SAL
PLA
CE
D
LEN
VAY
EY
ALL
AY
RA W
D
XAN
CR
A
ALE
IGL
EIT
ITH
IGLE
OA
D
CR
AIG
LE
ITH
D
ROA
CRA
WA
LK
HR
KEY PLAN
CBMH
TOP 194.58
N/W INV 191.55
S INV 192.80
W INV 192.77
SAN MH
TOP 193.40
N INV 188.99
LOWER S INV 189.04
UPPER S INV 191.23
SCALE: N.T.S.
LEGEND
CBMH
TOP 200.32
SAN MH
TOP 199.95
CB
TOP
194.59
W OBV 206.94
E OBV 206.83
CBMH
TOP 204.13
N INV 190.56
CB
TOP 200.35
DITCH
NL
EXISTIN
S/W INV 192.70
( ORIGIN
AL
108
206 2
OBV.83
mm
N/W INV 190.88
CB
TOP 204.09
G DITCH
ROAD
ALLOWA
N
CE
WV
FH
CONCES
SIONS
2
AND
101
CATCHMENT I.D.
0.70
CATCHMENT AREA (ha)
3)
GREY CO
OVERLAND FLOW ROUTE
UNTY RO
AD #19
CBMH
TOP 209.18
SAN MH
TOP 210.67
107
206 0
OBV.94
mm
PVC
EXISTIN
G DITCH
CBMH
TOP 211.24
LIMIT OF DRAINAGE
BOUNDARY
SIB
SAN MH
TOP 213.72
SWAL
E
106
209 4
INV .95
mm
CBMH
TOP 212.86
RESIDENTIAL LOTS
RED MULBERRY
BUSH 1
RESIDENTIAL LOTS
RED MULBERRY
BUSH 2-3
IB
209.5
210
210.5
211
211.5
212
212.5
213
209
209.5
IB
NL
POND OVERFLOW MH
UNDER DOCK
NL
IB
EX. STM MH
EX. 2130x1400
CSPA
NL
102
TOP
PRECAST MH
WITH PUMP
INSIDE
BER
M
1.86
213.5
NL
NL
STONE
STEP
AREA
214.5
NL
215
2
2
STY
GAZEBO
NL
103
NEW GARDEN PLOT
WITH CEDAR PLANK
NL
BORDER
67.01
Notes
1.13
E
5
9.
NL
0
PART 2 , 16R-2052
5
0.
21
NL
.5
221
22
0
0.5
219
9.5
21
101
0.70
14
2
1
22
218
FH
PART 13 , 16R-2315
218.5
WV
1119
UR
CC
N
N INV 218.23
S INV 218.34
9
21
N
SIG
EX. STM MH
EX. CB
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
9.
5
LS
21
PART 1 , 16
219
E INV 219.23
B
SWAMP
AREA
SAN MH
TOP 219.14
W INV 216.69
N INV 216.76
S INV 216.76
13/10/24
ASPHALT WALKWAY
SIDEW
REGISTERED
DICB
INLET ELEV = 211.74
ISSUED WITH FSR
W/M NL
PLUG
LS
PLAN
Auth.
SALZBURG
PLACE
DITCH
NL
NL
218
N
CO
PVC
CB
TOP 212.17
N INV 210.00
218
Date
SIB
ALK
NL
SIB
8
21
NL
SIB
0.5
22
220 .5
9
21 19
2
SIB IB
IB SIB
SIG
SWALE
755
217
INV .95
mm
5
5.
21
Issue / Revision
1
300 H/WCONC RET WALL
OUTLET
(PIPE O/S TO NORTH)
SIG
N
5
21
EX. HYD
No.
.5
221
4.5
21
STM MH
TOP 211.37
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
EX.
SAN
MH
221
3.5
21
NL
217.5
SWALE
3
21
22
21
21
5
2.
21
7
ASPHALT
TENNIS
COURT
2
21
BERM
218
8.5
5
1.
21
EX. CB
KW
WAL
SHED/
PUMPHOUSE
1
21
EX. STM MH
SPH
AY A
21
RESIDENTIAL LOTS
N
SIG
CS
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
SWAL
205
207
INV .63
mm
20
213
16
MHCB
TOP 219.40
R-2612
Client
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
PRE-DEVELOPMENT DRAINAGE PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
1:750
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 6
File Name: 033538_FIG 6.dwg Date Plotted: October 24, 2013 - 9:44 AM
SWALE
N17^14'00"W
209
PONDING
AREA
214
NL
5.5
EX. STM MH
EX. CB
667
219
INV .23
mm
5
NL
EX. DICB
TOP = 215.29
N INV = 213.99
ALT
7.
7
20
20
212.5
FIELD
STONE
SHED
W INV 206.81
E INV 206.59
SIB
211.5 212
SIB
216.5
SIB
MH
SIG
N
21
HSE
#116
FF
210.06
NL
SLEEPY HOLLOW ROAD
SIB
SWALE
1200 x 1800 CSPA
N INV 205.49
S INV 206.07
SIB .5
6
20
NL
EX.
SAN
MH
SIB
208 208
.5
SAN MH
TOP 211.53
N INV 206.75
E INV 206.86
W INV 206.83
EX.
STM
MH
EX.
FLUSHING
STATION
POND
SAN MH
TOP 208.47
E INV 207.29 (35m F/M PIPE PE)
EX. STM MH
SANDY
BEACH
AREA
WOOD
DOCK
EX.
SAN
MH
EX. STM MH
EX. STM DIMH
50k
SIGN
NL
EX. STM MH
SWALE
RESIDENTIAL LOTS
POND
OVERFLOW
MH
SWALE
212.5
212
209
209.5
210
210.5
211
211.5
212
212.5
RESIDENTIAL LOTS
EX. STM MH
213
212.5
212
NL
RESIDENTIAL LOTS
SIB
FH
EX. 2130x1400
CSPA
R
M
.5
208
W/M
PLUG
213
2
212 12.5
POND OUTLET
PIPE
(NO SIZE)
SIB
210.5
211
211.5
212
212.5
213
BERM
IB
RED MULBERRY
BUSH 4-5
NL
210
BE
NL
208
995
208
INV .46
mm
20
8
E
SWAL
.5
207.5
NL
SAN
FLUSH
EX.
SAN
MH
SIB
207.5
KITZBUHL
MO
RIT
ZC
RES
.
ST.
SLEE
AD
W RO
OLLO
PY H
S.
CRE
CR
MOIX
CHA
E
RG
Y
WA
EN
ASP
.
ES
EO
S.
CRE
G
KI
S
UE
BL
SL
ALEXAN
AY
DRA W
OT
AND
WY
CT
E
OMIT
DOL T
R
COU
19
NE
RUCK LA
INNISB
ROA
AD
GREY RO
D
LOW
L
Y HO
EEP
RG
ZBU
SAL
PLA
CE
D
LEN
VAY
EY
ALL
AY
RA W
D
XAN
CR
A
ALE
IGL
EIT
ITH
IGLE
OA
D
CR
AIG
LE
ITH
D
ROA
CRA
WA
LK
HR
KEY PLAN
CBMH
TOP 194.58
N/W INV 191.55
S INV 192.80
W INV 192.77
SAN MH
TOP 193.40
N INV 188.99
LOWER S INV 189.04
UPPER S INV 191.23
SCALE: N.T.S.
LEGEND
EXISTIN
CBMH
TOP 200.32
SAN MH
TOP 199.95
CB
TOP
194.59
W OBV 206.94
E OBV 206.83
CBMH
TOP 204.13
N INV 190.56
CB
TOP 200.35
DITCH
NL
EXISTIN
G DITCH
S/W INV 192.70
( ORIGIN
AL
108
206 2
OBV.83
mm
N/W INV 190.88
CB
TOP 204.09
ROAD
ALLOWA
NCE
WV
FH
CONCES
SIONS
2
AND
GREY CO
201
CATCHMENT I.D.
0.70
CATCHMENT AREA (ha)
3)
OVERLAND FLOW ROUTE
UNTY RO
CBMH
TOP 209.18
AD #19
SAN MH
TOP 210.67
107
206 0
OBV.94
mm
PVC
G DITCH
CBMH
TOP 211.24
LIMIT OF DRAINAGE
BOUNDARY
SIB
SAN MH
TOP 213.72
SWALE
106
209 4
INV .95
mm
CBMH
TOP 212.86
RESIDENTIAL LOTS
RESIDENTIAL LOTS
RED MULBERRY
BUSH 2-3
NL
E
SWAL
SIB
207.5
208
209.5
210
210.5
211
211.5
212
212.5
213
1.20
209
209.5
IB
NL
0.35
EX. 2130x1400
CSPA
EX. STM MH
POND OVERFLOW MH
UNDER DOCK
SEE DETAIL
SEE DETAIL
SANDY
BEACH
AREA
WOOD
DOCK
EX. STM MH
EX. STM DIMH
M
BER
N
NL
214.5
NL
215
NL
E
CBMH3
SWAL
NL
CB1
DCB1
FH
PART 13 , 16R-2315
12.2m - 450mm STM @ 0.50%
PVC
REGISTERED
DICB
INLET ELEV = 211.74
PLAN
218.5
WV
W/M NL
PLUG
LS
1119
21
9
N
CO
CC
UR
B
SWAMP
AREA
PART 1 , 16
Y AS
KWA
WAL
BERM
21
9.5
0.5
13/10/24
Auth.
E INV 219.23
ASPHALT WALKWAY
N INV 218.23
S INV 218.34
EX. STM MH
EX. CB
R.J. Burnside & Associates Limited
3 Ronell Crescent,
Collingwood, Ontario, L9Y 4J6
telephone (705) 446-0515
fax (705) 446-2399
web www.rjburnside.com
LS
EX. CBMH8
5
SAN MH
TOP 219.14
W INV 216.69
N INV 216.76
S INV 216.76
ISSUED WITH FSR
SALZBURG
PLACE
NL
CBMH5
HDWL 2
218
LK
DITCH
NL
218
9.
CB
TOP 212.17
N INV 210.00
8
21
Date
SIB
A
SIDEW
NL
SIB
219
SIB IB
IB SIB
N
SWALE
NL
0.5
22
220 .5
9
21 19
2
300 H/WCONC RET WALL
OUTLET
755
217
INV .95
mm
5
5.
21
SIB
NL
0
218
21
SIG
N
SAN MH
TOP 211.53
N INV 206.75
E INV 206.86
W INV 206.83
1
Issue / Revision
1
(PIPE O/S TO NORTH)
EX. HYD
No.
.5
221
CBMH1
5
21
2. The contractor shall verify all dimensions, levels, and datums on site and report any discrepancies
or omissions to this office prior to construction.
3. This drawing is to be read and understood in conjunction with all other plans and documents
applicable to this project.
EX.
SAN
MH
NL
22
4.5
21
STM MH
TOP 211.37
EX. STM MH
EX. CB
667
219
INV .23
mm
14
SIG
2
217.5
SWALE
3.5
21
221
221
.5
NL
3
21
SIGN
2
.5
12
7
ASPHALT
TENNIS
COURT
2
21
22
5
1.
21
1. This drawing is the exclusive property of R. J. Burnside & Associates Limited. The reproduction of
any part without prior written consent of this office is strictly prohibited.
MH2
22
0
21
RESIDENTIAL LOTS
N
SIG
CS
SHED/
PUMPHOUSE
1
21
33.4m - 300mm STM @ 1.00%
MAJOR SYSTEM
OVERLAND
SPILLWAY
PART 2 , 16R-2052
5
0.
63.2m - 300mm STM @ 1.00%
Notes
CBMH4
21
SCALE 1:20
218
21
8.5
21
9
5
9.
20
2
2
STY
GAZEBO
20.7m - 300mm STM @ 2.00%
NEW GARDEN PLOT
WITH CEDAR PLANK
NL
BORDER
67.01
STONE
STEP
AREA
46.4m - 300mm STM @ 1.00%
NL
0.45
16
39.5m - 375mm STM @ 1.14%
205
207
INV .63
mm
213.5
0.52
EX. STM MH
EX. CB
PONDING
AREA
213
214
SWALE
N17^14'00"W
209
EX.
SAN
MH
MHCB
TOP 219.40
R-2612
Client
NL
STREETCAR DEVELOPMENT INC.
43 DAVIES AVENUE
TORONTO, ON
M4M 2A9
Drawing Title
19 LOT RESIDENTIAL DEVELOPMENT ACCESS FROM
SLEEPY HOLLOW ROAD
POST-DEVELOPMENT DRAINAGE PLAN
Drawn
Checked
KAG
PCC
Designed
PCC
Scale
Project No.
1:750
300033538
Checked
PCC
Date
Drawing No.
13/10/24
Revision No.
1
FIG 7
File Name: 033538_FIG 7.dwg Date Plotted: October 24, 2013 - 9:44 AM
212.5
21
SLEEPY HOLLOW ROAD
W INV 206.81
E INV 206.59
1.70
216.5
5
NL
NL
SIB
211.5 212
FIELD
STONE
NL
1.63
SIB
EX. DICB
TOP = 215.29
N INV = 213.99
5.5
HDWL1
SIB
MH
SIG
21
SHED
208 208
.5
E INV 207.29 (35m F/M PIPE PE)
SIB
LT
PHA
RESIDENTIAL LOTS
TOP
PRECAST MH
WITH PUMP
INSIDE
SWALE
7.
7
SAN MH
TOP 208.47
EX.
STM
MH
SIB
POND
20
20
SIB .5
6
20
EX. STM MH
EX. 2130x1400
CSPA
50k
SIGN
NL
0.39
NL
NL
201
0.35
HSE
#116
FF
210.06
EX.
SAN
MH
EX. STM MH
EX.
FLUSHING
STATION
202
2.73
1200 x 1800 CSPA
N INV 205.49
S INV 206.07
EX. STM MH
SWALE
NL
IB
SWALE
POND
OVERFLOW
MH
M
R
213
212.5
212
RESIDENTIAL LOTS
RESIDENTIAL LOTS
SIB
FH
212.5
212
209
209.5
210
210.5
211
211.5
212
212.5
.5
208
W/M
PLUG
213
2
212 12.5
POND OUTLET
PIPE
(NO SIZE)
SIB
210.5
211
211.5
212
212.5
213
BERM
IB
RED MULBERRY
BUSH 4-5
NL
210
BE
NL
SAN
FLUSH
203
0.62
POND OVERFLOW MANHOLE DETAIL
EX.
SAN
MH
207.5
IB
995
208
INV .46
mm
20
8.5
RED MULBERRY
BUSH 1