Olde Oakville Development Functional Servicing and Stormwater Management Report First Capital Asset Management LP
R.J. Burnside & Associates Limited 1465 Pickering Parkway Suite 200 Pickering ON L1V 7G7 CANADA
July 2019 300044180.0000
First Capital Asset Management LP i Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Distribution List
No. of
Hard
Copies
PDF Email Organization Name
0 Yes Yes Wellings Planning Consultants Inc.
Record of Revisions
Revision Date Description
0 July 9, 2019 Initial Submission to First Capital Asset Management
R.J. Burnside & Associates Limited
Report Prepared By:
Laura Garner, P.Eng. Project Engineer LG:cv
Report Reviewed By:
Jason Mantifel
Senior VP, Land Development
JM:cv
First Capital Asset Management LP ii Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Table of Contents
1.0 Introduction ........................................................................................................ 1 1.1 Site Description ......................................................................................... 1
1.2 Ownership Structure .................................................................................. 1
1.3 Existing Easements ................................................................................... 1
2.0 Planning Context ............................................................................................... 4
3.0 Water Supply ...................................................................................................... 5 3.1 Existing Conditions .................................................................................... 5
3.2 Proposed Conditions ................................................................................. 5
3.3 Hydrant Coverage...................................................................................... 5
3.4 Midtown Oakville ASP Water Improvements .............................................. 8
4.0 Sanitary Servicing .............................................................................................. 9 4.1 Existing Conditions .................................................................................... 9
4.2 Proposed Conditions ................................................................................. 9
4.3 Midtown Oakville ASP Sanitary Improvements .......................................... 9
4.4 Sanitary Network Capacity ........................................................................11
4.4.1 Southwest WWTP Drainage .......................................................... 11
4.4.2 Southeast WWTP Drainage .......................................................... 14
5.0 Stormwater Management and Storm Servicing ............................................. 16 5.1 Stormwater Management Design Criteria .................................................16
5.2 Existing Stormwater Drainage ..................................................................16
5.2.1 Existing Drainage from Midtown Oakville EA ................................. 16
5.3 Proposed Stormwater Drainage ................................................................18
5.3.1 External Drainage ......................................................................... 18
5.3.2 Target Flows ................................................................................. 20
5.3.3 Quantity Control ............................................................................ 20
5.4 Quality Control ..........................................................................................22
5.5 Water Balance ..........................................................................................24
6.0 Erosion and Sediment Control & Construction Management Plan .............. 25
7.0 Conclusions and Recommendations ............................................................. 26 7.1 Water Servicing ........................................................................................26
7.2 Sanitary Servicing .....................................................................................26
7.3 Storm Servicing and Stormwater Management .........................................26
7.4 Recommendations ....................................................................................27
First Capital Asset Management LP iii Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Tables
Table 1: Halton Region DC Projects Relevant to Midtown Oakville Servicing ...............10
Table 2: Existing Model Downstream Sanitary Summary – Trafalgar Road (Information
Source: Halton Region InfoSewer Model) ......................................................................12
Table 3: Downstream Sanitary Capacity with Proposed Flows – Trafalgar Road ..........13
Table 4: Results of Midtown Oakville ASP Wastewater Modelling .................................14
Table 5: Existing Model Downstream Sanitary Summary – Southeast WWTP (Pine
Avenue) (Information Source: Halton Region InfoSewer Model) ....................................15
Table 6: Downstream Sanitary Capacity with Proposed Flows – Southeast WWTP (Pine
Avenue) .........................................................................................................................15
Table 7: Drainage Summary .........................................................................................18
Table 8: Midtown Oakville EA SWM Report – Model Revision A-24 Catchment ...........20
Table 9: Visual OTTHYMO Results ...............................................................................21
Table 10: Water Quality Site Area Breakdown ...............................................................22
Table 11: Erosion and Sediment Control Sequencing ...................................................25
Figures
Figure 1: Site Location Plan ............................................................................................ 2
Figure 2: Proposed Development Plan ........................................................................... 3
Figure 3: Existing Servicing Plan .................................................................................... 6
Figure 4: Functional Servicing Plan ................................................................................ 7
Figure 5: Pre-Development Drainage Plan ....................................................................17
Figure 6: Post-Development Drainage Plan ..................................................................19
Figure 7: Quality Control Drainage Area Breakdown ....................................................23
Drawing List
S1 – Servicing Plan
G1 – Grading Plan
ESC1 – Erosion and Sediment Control Plan
D1 – Details Plan
Appendices
Appendix A Water Demand Calculations
Appendix B Sanitary Calculations
Appendix C Stormwater Management Calculations
First Capital Asset Management LP iv Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Disclaimer
Other than by the addressee, copying or distribution of this document, in whole or in
part, is not permitted without the express written consent of R.J. Burnside & Associates
Limited.
First Capital Asset Management LP 1 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
1.0 Introduction
R.J. Burnside & Associates Limited (Burnside) has been retained by First Capital Asset
Management LP to prepare a Functional Servicing and Stormwater Management Report
in support of a proposed Official Plan Amendment (OPA) and Zoning By-law
Amendment (ZBA) for the proposed re-development at the northeast corner of
Trafalgar Road and Cornwall Road in the Town of Oakville. Refer to Figure 1 for the
Site Location Plan.
1.1 Site Description
The 5 ha site spans over multiple addresses, and is part of an existing commercial
development that has existing retail buildings, two of which will be removed and replaced
by the proposed towers and underground parking. The municipal addresses of the
parcel to be re-developed is 485 Trafalgar Road and 271 Cornwall Road. The
development is bordered by CN rail lines to the northwest, existing commercial
development to the northeast, Cornwall Road to the southeast and Trafalgar Road to the
southwest.
The proposed development includes the re-development of approximately 0.60 ha of the
site. The proposed re-development consists of two (2) mixed-use buildings of 14 and
19-storeys with ground floor commercial and underground parking. The proposed new
lot will be approximately 0.60 ha in size and is shown in Figure 2.
1.2 Ownership Structure
The existing shopping center will be under separate ownership in the future from the
proposed mixed-use development. Therefore, separate domestic water, sanitary and
storm service connections are required to service the two legal entities.
1.3 Existing Easements
The site currently has multiple easements and right-of-ways registered on the property.
There is an easement that follows the previous Reynolds Street right-of-way that
includes a 150 mm Regional watermain, Bell utilities, and Gas main. The easement also
includes a private 200 mm watermain as well as 450 mm storm sewer which serves the
current Olde Oakville site. The proposed development leaves the existing
Reynolds Street easement in place, respecting its boundary.
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
File N
am
e: 044180 - F
IG
1.dw
g D
ate P
lotted: June 17, 2019
- 9:22 A
M
1465 Pickering Parkway, Pickering, Ontario, L1V 7G7
telephone (905) 420-5777 fax (905) 420-5247
C
O
R
N
W
A
L
L
R
D
S
I
X
T
E
E
N
M
I
L
E
C
R
E
E
K
T
R
A
F
A
L
G
A
R
R
D
T
R
A
F
A
L
G
A
R
R
D
M
A
P
L
E
A
V
E
R
E
Y
N
O
L
D
S
S
T
C
R
O
S
S
A
V
E
Q
U
E
E
N
E
L
I
Z
A
B
E
T
H
W
A
Y
S
O
U
T
H
S
E
R
V
I
C
E
R
D
E
C
O
R
N
W
A
L
L
R
D
C
O
R
N
W
A
L
L
R
D
A
L
L
A
N
S
T
W
A
T
S
O
N
A
V
E
S
P
R
U
C
E
S
T
M
a
c
D
O
N
A
L
D
R
D
C
A
N
A
D
I
A
N
N
A
T
I
O
N
A
L
R
A
I
L
W
A
Y
OLDE OAKVILLE
485 TRAFALGAR RD. AND 271 CORNWALL RD.
FIRST CAPITAL ASSET
MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP LG
N.T.S. 300044180.0000
FIG1
19/05/28
OAKVILLE, ON L6J 3J1
LOCATION PLAN
SITE LOCATION
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.
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.
Notes
C O R N W A L L R O A D
T
R
A
F
A
L
G
A
R
R
O
A
D
LOADING AREA
LOAD
ING
AREA
RES
LOBBY
RETAIL
OFFICE
LOBBY
RES LOBBY
RETAIL
R
A
M
P
D
O
W
N
T
O
U
/
G
P
A
R
K
I
N
G
OFFICE/RETAIL
LOBBY
FFE=98.85
FFE=98.85
FFE=98.85
FFE=98.75
FFE=98.75
PROPOSED SITE AREA = 0.60ha
File N
am
e: 044180 - F
IG
2.dw
g D
ate P
lotted: July 10, 2019
- 12:01 P
M
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
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.
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.
Notes
R.J. Burnside & Associates Limited
web www.rjburnside.com
1465 Pickering Parkway
Pickering, Ontario, L1V 7G7
telephone (905) 420-5777
fax (905) 420-5247
OLDE OAKVILLE
PROPOSED SITE PLAN
FIRST CAPITAL ASSET MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP LG
1:750 300044180.0000
FIG2
19/05/28
LEGEND:
SITE PROPERTY LINE
PROPOSED SITE AREA
First Capital Asset Management LP 4 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
2.0 Planning Context
The proposed site is located in the Cornwall District in Midtown Oakville as designated in
“Livable Oakville” the Town of Oakville’s Official Plan (2009). The Midtown Oakville area
is subject to the Midtown Environmental Assessment, dated June 2014 prepared by
Cole Engineering which outlines road network improvements and stormwater
management criteria to support the growth in population and employment for the area.
The Region of Halton has also prepared a Water and Wastewater Area Servicing Plan
(ASP) for Midtown Oakville, dated September 28, 2017, prepared by GM Blue Plan. The
overall Olde Oakville plaza is referred to as Block 30 in the Midtown ASP. These reports
will be referenced in the following sections as a basis of existing and proposed
conditions and design criteria.
First Capital Asset Management LP 5 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
3.0 Water Supply
3.1 Existing Conditions
An existing 200 mm watermain exists on the site and connects to a 300 mm watermain
running on the east side of Trafalgar Road north of the Cornwall Road intersection. A
second connection exists to the site, a 200 mm water service off the same 300 mm
watermain on Trafalgar Road to service the existing building located at the northwest
corner of the site. Refer to Figure 3 for the layout of the existing servicing.
3.2 Proposed Conditions
It is proposed that the existing 200 mm private watermain connection north of the
Cornwall Road intersection remain at the south end of the site to service the existing
Olde Oakville plaza. A new dual watermain connection for fire and domestic is proposed
to connect from the 300 mm watermain on the east side of Trafalgar Road to service the
proposed buildings. The proposed water service is in accordance with the Region of
Halton detail 409.01.
Under proposed conditions, the development is anticipated to have a maximum required
fire flow of 1,480 USGPM (93 L/s) (Based on the Fire Underwriters Survey). The
anticipated domestic flow for the development under proposed conditions has been
calculated as 116.26 USGPM (7.3 L/s). Refer to Appendix A for fire flow and domestic
demand calculations.
There is an existing Regional hydrant located in the boulevard at the northeast corner of
Trafalgar Road and Cornwall Road. A hydrant test was conducted by Jackson
Waterworks on May 2nd, 2019 in accordance with NFPA291, refer to Appendix A. Based
on the test results, 221 L/s (3500 USGPM) is available at 20 psi. By interpolating the
results, the anticipated water pressure at peak fire and domestic flow
is 43.6 psi. The existing 300 mm diameter watermain along Trafalgar Road
therefore can provide sufficient flow to service the combined domestic demand and fire
flow. Refer to Appendix A for detailed water demand calculations and Figure 4 for the
location of the proposed water servicing.
3.3 Hydrant Coverage
There are currently three fire hydrants located within the development proximity. One of
the hydrants is located along Trafalgar Road, just northwest of Cornwall Road. A
second hydrant is located further northwest on Trafalgar Road and a third hydrant is
located internal to the site adjacent to Cornwall Road in the Whole Foods parking area.
The hydrant along Trafalgar Road satisfies the Building Code requirement for a hydrant
to be located within 45 m of the Siamese connection.
C O R N W A L L R O A D
T
R
A
F
A
L
G
A
R
R
O
A
D
E
X
.
3
0
0
Ø
W
A
T
E
R
M
A
I
N
EX. 200Ø WATERMAIN
E
X
.
1
5
0
Ø
W
A
T
E
R
M
A
I
N
EX
. 2
00
Ø W
AT
AE
RM
AIN
EX
. 150Ø
W
AT
ER
MA
IN
E
X
.
3
0
0
Ø
W
A
T
E
R
M
A
I
N
EX. 200Ø WATERMAIN
E
X
.
3
0
0
Ø
W
A
T
E
R
M
A
I
N
EX. 300mm∅ SAN
EX. 150mm∅ SAN
EX. 200mm∅ SAN
E
X
.
3
0
0
m
m∅
S
A
N
EX. 150mm∅ SAN
EX. 150mm∅ SAN
EX. 150mm∅ SAN
EX. 200mm∅ SAN
EX. 200mm∅ SAN
E
X
.
3
0
0
m
m∅
S
A
N
E
X
.
3
0
0
m
m∅
S
A
N
E
X
. 200m
m∅
S
T
M
E
X
. 3
0
0
m
m∅ S
T
M
EX. 450m
m∅ STM
EX. 450mm∅ STM
EX. 375mm∅ STM
EX. 375mm∅ STM
EX. 200mm∅ STM
EX
. 2
50
mm∅
S
TM
EX
. 2
00
mm∅
S
TM
EX. 450mm∅ STM
E
X
.
1
0
5
0
m
m∅ S
T
M
E
X
.
1
0
5
0
m
m∅ S
T
M
EX
. 375m
m∅ S
TM
E
X
. 2
0
0
m
m∅ S
T
M
EX
. 1050m
m∅ ST
M
E
X
.
4
5
0
m
m∅
S
T
M
E
X
.
5
2
5
m
m∅
S
T
M
EX. 300mm∅ STM
EXISTING FIRE HYDRANT
EXISTING FIRE HYDRANT
EXISTING FIRE HYDRANT
EXISTING FIRE HYDRANT
File N
am
e: 044180 - F
IG
3.dw
g D
ate P
lotted: June 18, 2019
- 11:39 A
M
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
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.
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.
Notes
R.J. Burnside & Associates Limited
web www.rjburnside.com
1465 Pickering Parkway
Pickering, Ontario, L1V 7G7
telephone (905) 420-5777
fax (905) 420-5247
LEGEND:
SITE PROPERTY LINE
OLDE OAKVILLE
EXISTING SERVICING PLAN
FIRST CAPITAL ASSET MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP JM
1:750 300044180.0000
FIG3
19/06/04
EXISTING STORM SEWER
EXISTING SANITARY SEWER
EXISTING WATERMAIN
C O R N W A L L R O A D
T
R
A
F
A
L
G
A
R
R
O
A
D
E
X
.
3
0
0
Ø
W
A
T
E
R
M
A
I
N
EX. 200Ø WATERMAIN
E
X
.
1
5
0
Ø
W
A
T
E
R
M
A
I
N
EX
. 200Ø
W
AT
AE
RM
AIN
E
X
.
1
5
0
Ø
W
A
T
E
R
M
A
I
N
E
X
.
3
0
0
Ø
W
A
T
E
R
M
A
I
N
E
X
.
3
0
0
Ø
W
A
T
E
R
M
A
I
N
EX. 200Ø WATERMAIN
EX. 300mm SAN
EX. 150mm SAN
EX. 200mm SAN
E
X
.
3
0
0
m
m
S
A
N
EX. 150mm SAN
EX. 150mm SAN
EX. 150mm SAN
EX. 200mm SAN
EX. 200mm SAN
E
X
.
3
0
0
m
m
S
A
N
E
X
.
3
0
0
m
m
S
A
N
E
X
. 200m
m
S
T
M
E
X
. 3
0
0
m
m
S
T
M
EX. 450m
m S
TM
EX. 450mm STM
EX. 375mm STM
EX. 375mm STM
EX. 200mm STM
EX
. 250m
m S
TM
EX
. 200m
m S
TM
EX. 450mm STM
E
X
.
1
0
5
0
m
m
S
T
M
E
X
.
1
0
5
0
m
m
S
T
M
EX
. 375m
m S
TM
E
X
. 2
0
0
m
m
S
T
M
EX
. 1050m
m S
TM
E
X
.
4
5
0
m
m
S
T
M
E
X
.
5
2
5
m
m
S
T
M
EX. 300mm STM
PROP. 150mmØ SAN SEWER
PROP. 200mmØ FIREMAIN
PROP. 100mmØ DOMESTIC WATERMAIN
PR
OP
. 2
00
mm
Ø S
AN
S
EW
ER
PR
OP
. 2
00
mm
Ø
SA
N S
EW
ER
PROP. 375mmØ STM SEWER
PROP. STORM VAULT
ACCESS HATCH
AD3
AD4
AD5
AD6
AD1
AD2
CB1
CBMH1
EX STM
MH13
CB2
STM
MH1
EX STM MH8 AD6
SAN MH6
EX SAN MH5
SAN MH1
SAN
MH2
EX SAN MH1
PROP. 250mmØ
STM SEWER
PROP. 200mmØ STM SEWER
[INSULATED]
PROP. 300mmØ STM SEWER
[INSULATED]
PROP. 200mmØ STM SEWER
PROP. 200mmØ STM SEWER
PROP. 200mmØ
STM SEWER
PROPOSED TRENCH DRAIN TO
BE CONNECTED INTERNALLY
BY MECHANICAL
PROPOSED TRENCH DRAIN TO
BE CONNECTED INTERNALLY
BY MECHANICAL
AREA DRAINS AD1, AD2, AD3, AD4,
AD5 AND AD6 TO BE CONNECTED
INTERNALLY BY MECHANICAL
File N
am
e: 044180 - F
IG
4.dw
g D
ate P
lotted: July 10, 2019
- 1:24 P
M
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
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.
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.
Notes
R.J. Burnside & Associates Limited
web www.rjburnside.com
1465 Pickering Parkway
Pickering, Ontario, L1V 7G7
telephone (905) 420-5777
fax (905) 420-5247
LEGEND:
SITE PROPERTY LINE
OLDE OAKVILLE
PROPOSED SERVICING PLAN
FIRST CAPITAL ASSET MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP JM
1:750 300044180.0000
FIG4
19/06/04
EXISTING STORM SEWER
EXISTING SANITARY SEWER
EXISTING WATERMAIN
PROPOSED STORM SEWER
PROPOSED SANITARY SEWER
PROPOSED WATERMAIN
PIPE REMOVAL
First Capital Asset Management LP 8 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
3.4 Midtown Oakville ASP Water Improvements
The Midtown Oakville ASP identified that the preferred servicing strategy to service
Midtown Oakville at full buildout and includes the following items:
• “Additional feedermain to supply the Davis Road BPS (approved 2012 By-Law and
recommended project #6661 in the 2017 DC By-Law Update) – it is expected that
easements will be coordinated with this alignment.
• New interconnection to the Burlington system along Wyecroft (from Burloak BPS).
• Introduction of additional sub-transmission mains on Cross Avenue and Davis Road.
• New local watermains to connect to the existing local distribution system.”
These proposed upgrades are reflected in Figure 6 in the Midtown Oakville ASP. The
only proposed changes directly impacting Block 30 are the installation of a 300 mm
watermain connecting at Trafalgar Road and running along Cornwall and the
decommissioning of the existing 200 mm watermain running through Block 30. The
proposed watermain is indicated as Phases 23 and 29 on Figure 19 (Proposed Water
Projects and Phasing) in the Midtown ASP which is some of the last phases proposed
for water improvements as a result of the Midtown Oakville development.
As the proposed development can be adequately serviced by the watermain on
Trafalgar and most of the buildings to remain are being serviced by the existing 200 mm
watermain running through the site (Block 30) it will remain as part of this proposal.
First Capital Asset Management LP 9 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
4.0 Sanitary Servicing
4.1 Existing Conditions
The site currently drains to a 300 mm sanitary sewer running south along the east side
of Trafalgar Road. Calculations have been made based on the gross floor area of the
existing retail buildings that are being removed to accommodate the new development.
The total peak sanitary flow for the existing retail being replaced by the proposed
development (including the infiltration allowance) has been calculated as 0.21 L/s. Refer
to Appendix B for existing sanitary calculations and Figure 3 for the location of the
existing sanitary servicing.
The existing sanitary connection to Trafalgar Road will be cut off by the proposed
buildings. In order to maintain the sanitary drainage from the existing Whole Foods (the
remainder of the Olde Oakville plaza flows to a sanitary connection at the east end of the
site), a new sanitary connection is proposed to the 200 mm sanitary sewer at the
intersection of Cornwall Road and Reynolds Street. Due to the location of the proposed
buildings and elevation of the existing sanitary sewer, a connection from the existing
sanitary sewer servicing the Whole Foods building to the sanitary sewer on
Trafalgar Road is not feasible. This sanitary sewer at the intersection of Cornwall Road
and Reynolds Street drains south and then east along Pine Avenue to the the Southeast
WWTP. The new service connection will provide an outlet for the existing Whole Foods
that will remain as part of the development. The feasibility of this connection is
discussed further in Section 4.4.
4.2 Proposed Conditions
It is proposed that a 150 mm service at 2% slope be proposed to the 300 mm sanitary
sewer along Trafalgar Road to service the proposed buildings. Refer to Drawing S1 for
details on the proposed servicing.
Calculations have been made based on the gross floor area of the proposed buildings.
The total peak sanitary flow for the proposed development (including the infiltration
allowance) has been calculated to be 5.93 L/s. Therefore, the increase in sanitary flow
from the site based on the proposed development is 5.45 L/s. Refer to Appendix B for
calculations and Figure 4 for the location of the proposed sanitary servicing.
4.3 Midtown Oakville ASP Sanitary Improvements
As per the Halton Region DC Report (2017) there are multiple projects included in the
Wastewater Development Capital Implementation Plan (2017-2031). Table 1 is an
excerpt from the Midtown Oakville ASP summarizing the projects relevant to the
servicing of Midtown Oakville:
First Capital Asset Management LP 10 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Table 1: Halton Region DC Projects Relevant to Midtown Oakville Servicing
Region’s ID
Number
Project Description Timing
6535 450 mm wastewater main on Trafalgar Rd from 10 m
north of Inglehart St N to Cross Avenue (Oakville)
TBC (Post-2021)
6537 675 mm wastewater main on Trafalgar Rd, through GO
lot and on Argus St from Spruce St to 60 m north of
Cross Avenue (Oakville)
TBC (Post-2021)
6540 Twin 900 mm wastewater main on Trafalgar Road and
Randall Street/Rebecca Street from Lawson Street to
Wilson Street
Completed
6541 Deep Trunk Sewer on Rebecca Street and Lakeshore
Road W from Wilson Street to Oakville Southwest
WWTP
Completed
Project 6535 replaces the 300 mm diameter pipe with a 450 mm diameter along the east
side of Trafalgar Road where the connection from the proposed development is located.
The Midtown Oakville ASP evaluated alternatives to service the Midtown Oakville
development to full build-out. Alternative 4 was selected as the preferred alternative for
proposed wastewater build-out which diverts a portion of flow from the Southwest
Oakville WWTP to the Southeast WWTP. The portion of Block 30 proposed for
development in this Functional Servicing Report will continue to flow west to the
Southwest Oakville WWTP in the full build-out scenario, consistent with existing
conditions.
Figure 16 (Proposed Wastewater Infrastructure for Midtown Oakville & Relocations) in
the Midtown Oakville ASP summarizes the proposed upgrades to service Midtown
Oakville. In the vicinity of Block 30 the following upgrades are proposed:
• 675 mm sanitary sewers along Trafalgar Road up to Lawson Street (where the trunk
sewer has been twinned), replacing the existing 300 mm, 525 mm and 600 mm
existing sewers; and
• 250 mm sanitary on Cornwall Road fronting the development, connecting into the
675 mm sewers on Trafalgar Road.
It is understood that these upgrades will be completed as development in Midtown
Oakville progresses.
First Capital Asset Management LP 11 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
4.4 Sanitary Network Capacity
4.4.1 Southwest WWTP Drainage
In order to investigate the existing capacity of the sanitary network the InfoSewer model
of the sanitary network was obtained from Halton Region. Table 2 summarizes the
results of the InfoSewer model for the sanitary pipe network that the proposed
development is tying into. The “without overflow” scenario was analyzed for this
investigation.
As mentioned in the section above the downstream trunk sewers conveying flows from
the proposed development have recently been replaced as part of Halton Region’s DC
project’s 6540 and 6541, therefore the analysis of the increased flows from the proposed
development on the downstream sanitary network was completed along Trafalgar Road
up to Lawson Street where the twinned sewer starts. It is understood that the new
sewers have the capacity to convey the flows from the increased density in Midtown
Oakville as presented in the ASP (refer to Table 3).
The operating maps for the sanitary network provided by Halton Region have been
marked up to indicate the location and extent of the downstream sanitary capacity
review. These maps are provided in Appendix B.
First Capital Asset Management LP 12 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Table 2: Existing Model Downstream Sanitary Summary – Trafalgar Road (Information Source: Halton Region InfoSewer Model)
Pipe ID Upstream MH
Downstream MH
Upstream Invert (m)
Downstream Invert (m)
Length (m)
Slope - From Model (%)
Slope - Calculated (%)
Diameter (mm)
Full Flow (L/s)
2016 Pipe Flow (L/s)
2021 Pipe Flow (L/s)
2036 Pipe Flow (L/s)²
Smallest Residual Capacity (L/s) (All Scenarios)
Largest % Full
SMN4480 MH4628 MH4627 96.06 95.80 58.53 0.4 0.4% 300 64.38 23.23 40.07 0 24.31 62.2%
SMN4489 MH4627 MH13897 95.76 95.37 78.98 0.5 0.5% 300 68.49 24.19 41.45 0 26.99 60.5%
SMN4490 MH13897 MH13898 95.37 95.30 13.22 0.4 0.5% 300 68.5 25.08 42.51 0 25.99 62.1%
SMN4497 MH13898 MH14040 95.27 94.79 107.9 0.78¹ 0.4% 300 64.95 28.87 46.77 0 18.18 72.0%
SMN4499 MH14040 MH14086 94.79 94.48 68.12 0.14¹ 0.4% 300 64.98 29.75 47.64 0 17.34 73.3%
SMN4517 MH14086 MH14087 94.42 93.34 7.28 1.33¹ 14.8% 450 1101.64 30.61 48.5 70.65 1030.99 6.4%
SMN4516 MH14087 MH14042 93.21 92.20 173 0.6 0.6% 600 470.16 373 399.23 0 70.94 84.9%
SMN12252 MH14042 MH14035 92.15 90.07 111.26 1.8 1.9% 600 841.8 379 405.28 0 436.53 48.1%
SMN12233 MH14035 MH14023 89.94 88.00 102 2 1.9% 600 847.75 381.3 407.5 0 440.26 48.1%
SMN12200 MH14023 MH14022 87.93 87.84 3.91 2.2 2.2% 600 912.93 382.16 408.35 0 504.59 44.7%
SMN12201 MH14022 MH14021 87.88 87.20 57.79 1.2 1.2% 600 669.85 383.16 409.33 0 260.52 61.1%
SMN12206 MH14021 MH14020 87.50 86.93 56.59 1 1.0% 600 617.90 384.08 410.25 0 207.65 66.4%
Notes:
¹ The slopes shown in in the model appear incorrect based on the inverts, lengths and full flow capacities provided in the model. For these pipe segments the calculated slope has
been used.
² Most of the pipes directly downstream of the connection point have a "Retirement Year" of 2026 therefore information on the capacity of this pipe is not available beyond this date.
First Capital Asset Management LP 13 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Table 3: Downstream Sanitary Capacity with Proposed Flows – Trafalgar Road
Pipe ID Upstream MH
Downstream MH
Upstream Invert (m)
Downstream Invert (m)
Length (m)
Slope - From Model (%)
Slope - Calculated (%)
Diameter (mm)
Full Flow (L/s)
New Pipe Flow (L/s) ¹ % Full
SMN4480 MH4628 MH4627 96.06 95.80 58.53 0.4 0.4% 300 64.38 45.52 70.7%
SMN4489 MH4627 MH13897 95.76 95.37 78.98 0.5 0.5% 300 68.49 46.9 68.5%
SMN4490 MH13897 MH13898 95.37 95.30 13.22 0.4 0.5% 300 68.5 47.96 70.0%
SMN4497 MH13898 MH14040 95.27 94.79 107.9 0.78¹ 0.4% 300 64.95 52.22 80.4%
SMN4499 MH14040 MH14086 94.79 94.48 68.12 0.14¹ 0.4% 300 64.98 53.09 81.7%
SMN4517 MH14086 MH14087 94.42 93.34 7.28 1.33¹ 14.8% 450 1101.64 53.95 4.9%
SMN4516 MH14087 MH14042 93.21 92.20 173 0.6 0.6% 600 470.16 404.68 86.1%
SMN12252 MH14042 MH14035 92.15 90.07 111.26 1.8 1.9% 600 841.8 410.73 48.8%
SMN12233 MH14035 MH14023 89.94 88.00 102 2 1.9% 600 847.75 412.95 48.7%
SMN12200 MH14023 MH14022 87.93 87.84 3.91 2.2 2.2% 600 912.93 413.796 45.3%
SMN12201 MH14022 MH14021 87.88 87.20 57.79 1.2 1.2% 600 669.846 414.78 61.9%
SMN12206 MH14021 MH14020 87.50 86.93 56.59 1 1.0% 600 617.9 415.70 67.3%
Notes: ¹ Largest Pipe Flow from all scenarios plus 5.45 L/s from the proposed development.
It is understood based on a review of the Midtown ASP wastewater information that upgrades are proposed to the downstream sanitary sewers
along Trafalgar Road as part of both the Halton Region DC Report and the recommended upgrades based on the analysis completed in the ASP as
outlined the section above. However, based on the existing sanitary network information provided in the tables above, the existing network can
accommodate the increased sanitary flow from the proposed development up to the retirement year of the pipe, which for most of the pipes is 2026,
without exceeding 86% full. The flow from the proposed development represents a 1.2% increase in flow for pipe SMN4516 that is at 86% full.
This conclusion is in line with the results of the 2016 modelling presented in the Midtown Oakville ASP that identified pipes as currently exceeding
85% full. None of these pipes are located downstream of the connection for the proposed development. Refer to Table 4 for a summary of these
pipes.
First Capital Asset Management LP 14 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Table 4: Results of Midtown Oakville ASP Wastewater Modelling
Based on the information presented in the Section above, the existing downstream
sanitary pipes along Trafalgar Road can accommodate the flow increase from the
proposed development up to the “retirement year” of the pipe as based on the
information provided in the Halton Region sanitary model.
4.4.2 Southeast WWTP Drainage
The downstream network draining to the Southeast WWTP was also reviewed as it is
proposed that a small amount of flow from the existing Whole Foods building on the site
connect to the existing 200 mm sanitary sewer at the intersection of Cornwall Road and
Reynolds Street which ultimately drains to the Southeast WWTP. It is anticipated that
this minor increase will have negligible impact to the downstream system. As mentioned
above, the proposed servicing alternative identified in the Midtown Oakville ASP
proposes to divert sanitary flow from the Southwest WWTP to the Southeast WWTP. An
analysis was done on the sewers directly downstream of the connection (presented in
the Table 5 and Table 6) and no concern was identified with adding this flow. The flow
increase of 0.27 L/s represents approximately a 1% increase in percent full in these
pipes. The Midtown Oakville ASP sanitary network modelling was also reviewed (refer
to Appendix D, Wastewater Model Results 2031 + Buildout (PWWF) in the ASP) which
does not identify any downstream pipes in the map provided flowing greater than 85%
full. As the alternative proposed for the Midtown Oakville sanitary servicing was to divert
flows from the Southwest WWTP to the Southeast WWTP it is anticipated this minor
adjustment in flow will not impact the downstream system.
Pipes with 2016 PWWF q/Q > 0.85
SMN31927
SMN4481
SMN 4492
SMN 4494
SMN 28967
SMN 28967
SMN 28968
SMN 4452
First Capital Asset Management LP 15 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
Table 5: Existing Model Downstream Sanitary Summary – Southeast WWTP (Pine Avenue) (Information Source: Halton Region InfoSewer Model)
Pipe ID Upstream MH
Downstream MH
Upstream Invert (m)
Downstream Invert (m)
Length (m)
Slope - From Model (%)
Slope - Calculated (%)
Diameter (mm)
Full Flow (L/s)
2016 Pipe Flow (L/s)
2036 Pipe Flow (L/s)
Smallest Residual Capacity (L/s) (All Scenarios)
% Full
SMN19735 MH14079 MH14080 94.43 94.20 40.68 0.55 0.55% 200 24.40 0.90 0.92 23.49 3.8%
SMN12380 MH14080 MH14081 94.20 93.84 145.19 0.25 0.25% 200 16.44 2.26 2.30 14.14 14.0%
SMN12381 MH14081 MH14053 93.84 93.56 120.20 0.25 0.24% 250 28.93 4.31 4.36 24.57 15.1%
Notes: ¹The 2021 and 2026 pipe flows are the same as 2016 in the model.
Table 6: Downstream Sanitary Capacity with Proposed Flows – Southeast WWTP (Pine Avenue)
Pipe ID Upstream MH
Downstream MH
Upstream Invert (m)
Downstream Invert (m)
Length (m)
Slope - From Model (%)
Slope - Calculated (%)
Diameter (mm)
Full Flow (L/s)
New Pipe
Flow (L/s)¹ % Full
SMN19735 MH14079 MH14080 94.43 94.20 40.68 0.55 0.55% 200 24.40 1.19 4.9%
SMN12380 MH14080 MH14081 94.20 93.84 145.19 0.25 0.25% 200 16.44 2.57 15.6%
SMN12381 MH14081 MH14053 93.84 93.56 120.20 0.25 0.24% 250 28.93 4.63 16.0%
Notes: ¹Largest Pipe Flow from all scenarios plus 0.27 L/s from the proposed development.
First Capital Asset Management LP 16 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
5.0 Stormwater Management and Storm Servicing
5.1 Stormwater Management Design Criteria
The proposed site is located within the Town of Oakville Midtown growth area and is
subject to the Midtown EA Stormwater Management Criteria. In discussion with the
Town of Oakville it was determined that the stormwater management design criteria for
this site is as follows:
• Any future development within the Midtown Oakville study area is to utilize the
Midtown Oakville EA Study hydrology model to demonstrate that the target flows are
met. The Regional storm event is also to be modeled in order to determine the
downstream impacts of any future development within the Midtown Oakville study
area.
• Any future development within the Midtown Oakville study area is to achieve
Enhanced Level 1 Protection.
• Any future development within the Midtown Oakville study area shall consider water
balance by achieving the greater of either of the two (2) following requirements:
− Provide retention of 5 mm over the entire area of the proposed development (no
initial abstractions); or
− Retain stormwater on‐site to achieve an equivalent annual volume of infiltration
as predevelopment conditions, as per Section 3.2 of the MOE Stormwater
Management Planning and Design Manual (March 2003).
5.2 Existing Stormwater Drainage
The existing commercial development drains in two different directions. The west side of
the existing development drains to a 1050 mm diameter storm sewer on Trafalgar Road
entering the 16 Mile Creek catchment area. The east side of the existing development
drains east to an existing stormwater management pond or to an 1800 mm diameter
culvert, both located at the east end of the development. This drainage appears to enter
the Lower Morrison Creek at the east end of the site. Refer to Figure 5 for a schematic
of the existing drainage conditions of the proposed development area.
5.2.1 Existing Drainage from Midtown Oakville EA
The Midtown Oakville EA Stormwater Management Report delineates existing
catchments in this area. The proposed site is located within the A-24 catchment and is
identified as within 16 Mile Creek Drainage Area. We note that the adjacent catchment
to the east, Catchment A-23, is identified as within the 16 Mile Creek subwatershed
however, based on a review of the existing servicing plans for the Olde Oakville plaza, it
appears that the majority of this catchment should form part of the Lower Morrison Creek
subcatchment.
C O R N W A L L R O A D
T
R
A
F
A
L
G
A
R
R
O
A
D
CATCHMENT
FLOWS WEST TO
16 MILE CREEK
DRAINAGE AREA
CATCHMENT
FLOWS EAST TO
LOWER MORRISON
(RIVER 2)
File N
am
e: 044180 - F
IG
5.dw
g D
ate P
lotted: June 4, 2019
- 3:45 P
M
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
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.
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.
Notes
R.J. Burnside & Associates Limited
web www.rjburnside.com
1465 Pickering Parkway
Pickering, Ontario, L1V 7G7
telephone (905) 420-5777
fax (905) 420-5247
LEGEND:
SITE PROPERTY LINE
DRAINAGE AREA NUMBER
DRAINAGE AREA (ha)
% IMPERVIOUS
DRAINAGE BOUNDARY
OVERLAND FLOW ROUTE
OLDE OAKVILLE
PRE-DEVELOPMENT
DRAINAGE PLAN
FIRST CAPITAL ASSET MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP LG
1:750 300044180.0000
FIG5
19/05/28
First Capital Asset Management LP 18 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
5.3 Proposed Stormwater Drainage
The drainage divides between the 16 Mile Creek and Lower Morrison Creek, as
mentioned above, is shown on Figure 5. Based on the proposed grading, the area
draining to Lower Morrison Creek will be slightly reduced while the area draining to
16 Mile Creek will be slightly increased, as shown on Figure 6. With that in mind we
have modelled the minor shift in drainage boundary between catchments A-23 and A-24
as described in the Section below. Table 7 identifies the change in area based on the
shift in drainage boundary.
Table 7: Drainage Summary
Drainage Direction Pre-Development Post-Development
Site Area (ha) %impervious Site Area (ha) %impervious
East
(Lower Morrison)
0.34 83% 0.18 85%
West
(16 Mile)
1.08 94% 1.24 92%
Total 1.42 1.42
5.3.1 External Drainage
There is a small amount of external drainage directed to the proposed development from
the CN Rail corridor. It is proposed that this flow be directed via a swale along the
property line to the east to be captured and conveyed through the east end of the site,
maintaining existing flows. This external drainage currently flows into the site and was
captured in the storm system directed to Lower Morrison Creek. The location of this
external drainage is shown on Figure 6.
LOADING AREA
LOAD
ING
AREA
RES
LOBBY
RETAIL
OFFICE
LOBBY
RES LOBBY
RETAIL
R
A
M
P
D
O
W
N
T
O
U
/
G
P
A
R
K
I
N
G
OFFICE/RETAIL
LOBBY
FFE=98.85
FFE=98.85
FFE=98.85
FFE=98.75
FFE=98.75
C O R N W A L L R O A D
T
R
A
F
A
L
G
A
R
R
O
A
D
File N
am
e: 044180 - F
IG
6.dw
g D
ate P
lotted: July 10, 2019
- 12:58 P
M
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
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.
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.
Notes
R.J. Burnside & Associates Limited
web www.rjburnside.com
1465 Pickering Parkway
Pickering, Ontario, L1V 7G7
telephone (905) 420-5777
fax (905) 420-5247
LEGEND:
SITE PROPERTY LINE
DRAINAGE AREA NUMBER
DRAINAGE AREA (ha)
% IMPERVIOUS
DRAINAGE BOUNDARY
OVERLAND FLOW ROUTE
OLDE OAKVILLE
POST-DEVELOPMENT
DRAINAGE PLAN
FIRST CAPITAL ASSET MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP LG
1:750 300044180.0000
FIG6
19/05/28
First Capital Asset Management LP 20 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
5.3.2 Target Flows
As identified in the table above, the runoff draining east towards Lower Morrison Creek
has been reduced by approximately 0.16 ha under proposed conditions. Flows to the
east are therefore anticipated to be reduced. The rational method was used to
approximate the 100-year flows draining east under pre and post-development
conditions and is included in Appendix C.
The proposed development is located on the west side of the site (as shown in Figure 2)
and falls within the 16 Mile Creek drainage area design criteria. As per page 9 of the
Stormwater Management Report within the Oakville Part III Midtown EA there are no
existing flooding concerns for 16 Mile Creek in the study area, peak runoff rates within
the 16 Mile Creek watershed are to be controlled to existing conditions.
The proposed 0.60 ha development site is located in Catchment A-24, which is 2.54 ha
in size and has an existing and proposed percent impervious of 93% based on the
Stormwater Management Report within the Oakville Part III Midtown EA. As mentioned,
there is a slight increase in drainage area to the west, therefore Catchment A-24 has
been adjusted to reflect the increased area (refer to Table 8).
Table 8: Midtown Oakville EA SWM Report – Model Revision A-24 Catchment
Area (ha) %imperious 100 Year Flow
(m³/s)
Pre-Development¹ 2.54 93% 1.365
Post-Development 2.70 93%² 1.450
¹ From Midtown Oakville EA Stormwater Management Report modelling.
² Although the overall imperviousness decreased under post-development condition, to be conservative, the
imperviousness was left unchanged.
In order to control the post-development flows to the existing conditions presented in the
Midtown Oakville EA model, stormwater controls will be required. The controls proposed
for the site are described below.
5.3.3 Quantity Control
In addition to the target flows presented in the Stormwater Management Report within
the Oakville Part III Midtown EA, a minimum storage of 68.2 m³/ha is to be provided in
the 16 Mile Creek watershed to accommodate future transportation improvements.
Based on the proposed development area of 0.60 ha, 41 m³ is required to be stored on
site.
First Capital Asset Management LP 21 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
A Visual OTTMHYMO hydrology model was prepared using the parameters outlined in
the Midtown Oakville EA Stormwater Management Report modelling to confirm the
release rates associated with the volumes required. The IDF parameters used in the
model are found in Table 3.1 of the Development Engineering Procedures and
Guidelines for the Town of Oakville.
The analysis to confirm release rates and volumes was completed using a two-step
approach. The model was first run to determine the storage required to control flows to
pre-development levels to accommodate the 0.16 ha drainage area increase to 16 Mile
Creek. The model was then revised to reflect the additional 41 m³ required to
accommodate the future transportation improvements and iterated to determine an
updated release rate. The details and results of the Visual OTTMHYMO modelling are
presented in the Table 9:
Table 9: Visual OTTHYMO Results
Area (ha)
Percent Impervious
(%)
100 Year Flow (m³/s)
100 Year Controlled Flow (m³/s)
Storage Required
(m³)
Pre-Development
Catchment A-24 2.54 93% 1.365 - -
Post-Development
Step 1: Site Area Draining to Storage – Controlled to accommodate 0.16 ha drainage diversion
0.6 93%
0.326 0.233 94
Step 2: Site Area Draining to Storage – Updated to include future transportation improvement storage requirements
0.326 0.171 135
Remaining Portion of Post-Development Catchment A-24
2.1 93% 1.131 - -
Total 2.7 93% 1.294
As identified in the table above, 94 m³ was sufficient to control the flows to existing
conditions based on the shift in the drainage divide. Once this volume was determined
41 m³ was added to the “Required Volume” to determine the release rate required to
provide the quantity control as identified in the Midtown Oakville EA Stormwater
Management Report. A vault is proposed in the P1 level parking to attenuate
stormwater. The vault is proposed to have a surface area of 51.2 m² and a height of 3.1
m. This equates to a total provided storage volume of 159 m³, which provides sufficient
storage to meet the requirements. A 229 mm diameter orifice plate is proposed to
control the flows in the vault to the 100-year release rate of 171 L/s. In the event that the
orifice plate became blocked or flows exceed the 100-year event the stormwater would
back up the lowest area drain at an elevation of 98.40 m which would then spill to the
Cornwall Road right-of-way. An access hatch is provided to the stormwater
First Capital Asset Management LP 22 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
management vault from outside the building in order for maintenance to be completed
when required. The detailed stage-storage-discharge calculations and modelling can be
found in Appendix C.
5.4 Quality Control
Based on the requirements of the Midtown Oakville EA, any future development within
the Midtown Oakville study area is required to achieve Enhanced Level 1 stormwater
quality protection. Runoff from the proposed site area is captured using roof drains,
trench drains and area drains and is directed to the stormwater vault located on the P1
parking level. Generally, the runoff from the site area is clean as it is primarily roof
coverage, landscaping and a small amount of area that will see vehicular traffic.
Table 10 identifies the breakdown of TSS removal for the site. The hardscape and
landscape flows captured on the site will be treated using an oil-grit separator unit (sized
as an STC750) or approved equivalent to achieve a minimum 80% TSS removal rate, or
“Enhanced” protection level, per MECP guidelines. The oil-grit separator will be located
upstream of the stormwater management vault. Refer to Figure 7 for the quality control
drainage area breakdown and to Appendix C for the sizing of the oil-grit separator.
Table 10: Water Quality Site Area Breakdown
Surface Type Effective TSS
Removal Effective Area
(m2)
TSS Removal Over Total Site
Roof Coverage 95% 3200 3040
Landscape to OGS¹ 96% 750 720
Hardscape to OGS 80% 2,050 1640
Total 6,000 90%
¹ The landscape area does not provide TSS loading and is considered to achieve 80% removal. The
landscape area is then treated by an OGS; using a treatment train approach the landscape area achieves
96% TSS removal.
An existing oil-grit separator for the Olde Oakville plaza is located in the easement at the
south end of the proposed development. The drainage to this oil-grit separator will be
reduced as an outcome of this development therefore the size of this existing unit should
be sufficient to continue servicing the Olde Oakville plaza.
LOADING AREA
LOAD
ING
AREA
RES
LOBBY
RETAIL
OFFICE
LOBBY
RES LOBBY
RETAIL
R
A
M
P
D
O
W
N
T
O
U
/
G
P
A
R
K
I
N
G
OFFICE/RETAIL
LOBBY
FFE=98.85
FFE=98.85
FFE=98.85
FFE=98.75
FFE=98.75
C O R N W A L L R O A D
T
R
A
F
A
L
G
A
R
R
O
A
D
H
A
R
D
S
C
A
P
E
T
O
L
A
N
D
S
C
A
P
E
File N
am
e: 044180 - F
IG
7.dw
g D
ate P
lotted: July 10, 2019
- 12:24 P
M
Drawing No.Drawn Checked Date
Project No.Scale
Drawing Title
Client
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.
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.
Notes
R.J. Burnside & Associates Limited
web www.rjburnside.com
1465 Pickering Parkway
Pickering, Ontario, L1V 7G7
telephone (905) 420-5777
fax (905) 420-5247
LEGEND:
SITE PROPERTY LINE
DRAINAGE AREA NUMBER
DRAINAGE AREA (ha)
DRAINAGE BOUNDARY
OVERLAND FLOW ROUTE
OLDE OAKVILLE
QUALITY DRAINAGE PLAN
FIRST CAPITAL ASSET MANAGEMENT LP
85 HANNA AVENUE, SUITE 400
TORONTO, ONTARIO
M6K 3S3
GP JM
1:750 300044180.0000
FIG7
19/06/04
First Capital Asset Management LP 24 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
5.5 Water Balance
Retention of a volume equivalent to a 5 mm depth over the proposed development will
be used to meet the Midtown Oakville EA water balance objectives. Therefore, the
volume required to meet the Midtown Oakville EA Water Balance Criteria will be as
follows:
Volume = 6,000 m² x 0.005 m = 30 m³.
Considering initial abstraction, the volume required be retained on site to achieve the
water balance target is 19.6 m³. This includes a portion of the hardscape being directed
to landscape areas where infiltration and evapotranspiration can occur.
At this time, a water reuse sump located within the proposed stormwater vault has been
provided, sized to hold the remaining 19.6 m³.
Complete details of water balance will be provided at the Site Plan Application stage
through a combination of water re-use and initial abstraction. All feasible methods of
achieving water balance will be considered.
First Capital Asset Management LP 25 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
6.0 Erosion and Sediment Control & Construction Management
Plan
The Erosion and Sediment Control Plan for the site will be designed in conformance with
the Erosion and Sediment Control Guidelines for Urban Construction (2006) designed
for use in the Greater Golden Horseshoe.
During the site grading and servicing works, there is potential for sediment-laden runoff
to be directed toward the adjoining properties and municipal streets. Therefore, prior to
any grading activity, the erosion and sediment control strategy will include the following:
• Temporary sediment control fence installed along the site perimeter prior to any
grading activity.
• Gravel ‘mud-mats’ at construction vehicle entrances to minimize off-site tracking of
sediments.
• Material stockpiles are to be located in appropriate locations.
• Inlet sediment control devices are to be used on existing catchbasins in municipal
right-of-way’s that may be affected by the construction of this site.
The sequencing of the implementation of the above and additional erosion and sediment
control measures is summarized in Table 11.
Table 11: Erosion and Sediment Control Sequencing
All reasonable measures will be taken to ensure that sediment loading is minimized both during and following construction. Refer to Drawing ESC1 for further details.
Activity Erosion Control Practice
Area Grading
• Construct and maintain entrance “mud-mat”.
• Construct and maintain sediment control fencing around the
downstream perimeter of the site.
• Locate stockpiles away from sensitive areas.
Servicing and
Asphalt Works
• Limit open trench lengths to minimize erosion potential of excavated
material.
• Prevent erosion of material stockpiles.
• During work stoppages or inclement weather, plug ends of open
sewers to prevent downstream sedimentation.
• Protect catchbasin inlets with Terrafix 240R non-woven geotextile.
Maintenance
• Remove accumulated sediments when depth exceeds 0.30 m.
• Maintain and repair sediment control fencing as required.
• Maintain and repair catchbasin sediment controls as required.
First Capital Asset Management LP 26 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
7.0 Conclusions and Recommendations
This report has presented a functional-level analysis and design of site servicing of the
proposed development and is summarized as follows:
7.1 Water Servicing
• The calculated domestic flow demand due to the proposed buildings is 7.3 L/s.
• The calculated fire flow demand due to the proposed buildings is 93 L/s.
• The service connection for the proposed buildings will consist of a 200 mm diameter
fire service connection and a 100 mm diameter domestic supply connection from the
existing 300 mm watermain along Trafalgar Road.
• Based on the information obtained from the hydrant flow test, the existing municipal
water supply network can adequately service the site.
7.2 Sanitary Servicing
• The total increase in peak sanitary flow for the proposed development (including the
infiltration allowance) has been calculated as 5.45 L/s.
• The existing municipal sanitary sewer system can adequately service the site.
• The proposed buildings will be serviced by a 150 mm diameter sanitary connection
at 2% to the existing 300 mm diameter sanitary sewer along Trafalgar Road.
7.3 Storm Servicing and Stormwater Management
• A 229 mm diameter orifice plate is proposed to control the flows in the stormwater
vault to the 100-year release rate of 171 L/s to meet the target flows and achieve the
water quantity criteria outlined in the Midtown Oakville EA Stormwater Management
Report.
• Water balance requirements will be achieved using a water reuse sump located
within the proposed stormwater vault, complete details of water balance will be
provided at the Site Plan Application stage.
• Level 1 (Enhanced) stormwater quality control will be provided using an OGS unit to
treat the hardscape on the proposed site.
• The proposed buildings will be serviced by a 375 mm diameter storm sewer at 2% to
the existing 1050 mm diameter storm sewer along Trafalgar Road.
• An overland flow route is provided via a drive aisle out to Trafalgar Road consistent
with existing conditions.
First Capital Asset Management LP 27 Olde Oakville Development July 2019
R.J. Burnside & Associates Limited 300044180.0000 044180_Report FSR and SWM July 2019.docx
7.4 Recommendations
The contractor shall locate and verify all dimensions, levels, inverts and datum onsite
and report any discrepancies or omissions to the Engineer prior to construction.
In summary, the site can be adequately serviced with respect to water supply, sanitary
drainage, and stormwater management. We recommend the adoption of this report as it
relates to the proposed development.
Appendix A
Appendix A
Water Demand Calculations
CALCULATION SHEET
Olde Oakville Prepared by:
Toronto, Ontario Checked by:
Project No:
Water Demand & Fire Demand Date:
I. Fire Flow Calculation
*Based on Fire Underwriters Survey
1
Where F= Fire flow in Lpm
C= construction type coefficient
= 0.6 For fire-resistive construction (fully protected frame, floors, roof)
A = total floor area in sq.m. excluding basements, includes garage
Floor Area (sq.m) %
2F 2944 100%
Ground 1612 25%
3F 1383 25%
Largest Area = 3,693 sq.m.
F = 8,021.38 L/min
Round to nearest 1000 l/min
F = 8,000 L/min
2 Occupancy Reduction
0%
Reduction = 0
F = 8,000 L/min *Round to nearest 1000 L/min
3 Sprinkler Reduction
30% Reduction for NFPA Sprinkler System
Reduction = 2400 l/min
F = 5,600
4 Separation Charge
0% N 45m+
0% E 45m+
0% S 45m+
0% W 45m+
0% Total Separation Charge, 0 L/min
F= 5,600 L/min
93 L/s
1,480 US GPM
Fire Flow Required = 93.33 L/s 1480 US GPM
F= 220 C (A)1/2
*Largest floor area + 25% of adjoining floor
areas, assuming vertical opening are properly
protected (one hour rating)
Project: L.Garner
J.Mantifel
300044180
May 29, 2019
reduction for combustible occupancy
CALCULATION SHEET
Olde Oakville Prepared by:
Toronto, Ontario Checked by:
Project No:
Water Demand & Fire Demand Date:
Project: L.Garner
J.Mantifel
300044180
May 29, 2019
II. Domestic Flow Calculations
Population (Res) = 574 persons
Average Day Demand (Res) = 265 L/cap/day
Population (Comm) = 28 persons
Average Day Demand (Comm) = 225 L/cap/day
158410 L/day
1.83 L/s
29.06 US GPM
Max. Daily Demand Peaking Factor = 2.25
Max. Daily Demand = 4.13 L/s
= 65.39 US GPM
or
Max. Hourly Demand Peaking Factor = 4
Max. Hourly Demand = 7.33 L/s
= 116.26 US GPM
Domestic Flow Demand = 7.33 L/s 116.26 US GPM
III. Flow Test Results - Trafalgar Road Hydrant
*As per fire flow test completed by Jackson Waterworks on Hydrant #7730, located at the north corner of Trafalgar Road and Cornwall Road.
Static Pressure= 50 psi
46 73.4 1163
40 127.1 2014
Theoretical Flow @ 20 psi = 3500 US GPM
220.8 L/s
Anticipated Residual Pressures at Fire Flow
Estimated Required
Fire 93.3 43.6 20.3
Water design criteria, as per Table 4 in the
Water and Wastewater Area Servicing Plan for
Midtown Oakville
Refer to sanitary calculations for details of
population calculations
Pressure (psi) Flow (L/s) Flow (GPM)
*From Halton Region design criteria, Section 2.4
*From Halton Region design criteria for residential
*Calculated Fire Flow Demand of 1480 US GPM less than
theoretical therefore OK
Scenario Flow (L/s)Pressure (psi)
CALCULATION SHEET
Olde Oakville Prepared by:
Toronto, Ontario Checked by:
Project No:
Water Demand & Fire Demand Date:
I. Fire Flow Calculation
*Based on Fire Underwriters Survey
1
Where F= Fire flow in Lpm
C= construction type coefficient
= 0.6 For fire-resistive construction (fully protected frame, floors, roof)
A = total floor area in sq.m. excluding basements, includes garage
Floor Area (sq.m) %
2F 2944 100%
Ground 1612 25%
3F 1383 25%
Largest Area = 3,693 sq.m.
F = 8,021.38 L/min
Round to nearest 1000 l/min
F = 8,000 L/min
2 Occupancy Reduction
0%
Reduction = 0
F = 8,000 L/min *Round to nearest 1000 L/min
3 Sprinkler Reduction
30% Reduction for NFPA Sprinkler System
Reduction = 2400 l/min
F = 5,600
4 Separation Charge
0% N 45m+
0% E 45m+
0% S 45m+
0% W 45m+
0% Total Separation Charge, 0 L/min
F= 5,600 L/min
93 L/s
1,480 US GPM
Fire Flow Required = 93.33 L/s 1480 US GPM
F= 220 C (A)1/2
*Largest floor area + 25% of adjoining floor
areas, assuming vertical opening are properly
protected (one hour rating)
Project: L.Garner
J.Mantifel
300044180
May 29, 2019
reduction for combustible occupancy
CALCULATION SHEET
Olde Oakville Prepared by:
Toronto, Ontario Checked by:
Project No:
Water Demand & Fire Demand Date:
Project: L.Garner
J.Mantifel
300044180
May 29, 2019
II. Domestic Flow Calculations
Population (Res) = 574 persons
Average Day Demand (Res) = 265 L/cap/day
Population (Comm) = 28 persons
Average Day Demand (Comm) = 225 L/cap/day
158410 L/day
1.83 L/s
29.06 US GPM
Max. Daily Demand Peaking Factor = 2.25
Max. Daily Demand = 4.13 L/s
= 65.39 US GPM
or
Max. Hourly Demand Peaking Factor = 4
Max. Hourly Demand = 7.33 L/s
= 116.26 US GPM
Domestic Flow Demand = 7.33 L/s 116.26 US GPM
III. Flow Test Results - Trafalgar Road Hydrant
*As per fire flow test completed by Jackson Waterworks on Hydrant #7730, located at the north corner of Trafalgar Road and Cornwall Road.
Static Pressure= 50 psi
46 73.4 1163
40 127.1 2014
Theoretical Flow @ 20 psi = 3500 US GPM
220.8 L/s
Anticipated Residual Pressures at Fire Flow
Estimated Required
Fire 93.3 43.6 20.3
Water design criteria, as per Table 4 in the
Water and Wastewater Area Servicing Plan for
Midtown Oakville
Refer to sanitary calculations for details of
population calculations
Pressure (psi) Flow (L/s) Flow (GPM)
*From Halton Region design criteria, Section 2.4
*From Halton Region design criteria for residential
*Calculated Fire Flow Demand of 1480 US GPM less than
theoretical therefore OK
Scenario Flow (L/s)Pressure (psi)
.
Jennifer
6990 Creditview Road, Unit 2Mississauga Ontario L5N 8R9
R.J. Burnside & Associates Limited
Trusting this meets with your approval, we are...
Yours truly,
Mark SchmidtJackson Waterworks
Jackson Waterworks has recently completed fire hydrant flow testing at 271 Cornwall Road. The absence ofMunicipal fire hydrants along Cornwall Road forced us to test the nearest hydrant on Trafalgar Road, whichshould be comparable to the water main on Cornwall Road.
We define the Test Hydrants as the ones being flowed, and the Base Hydrant as the one where static andresidual pressures are recorded. Wherever possible, we inspect the secondary valve for the Test Hydrants tomake sure it is in the fully open position. Likewise, we count the number of turns needed to open the TestHydrants (to make sure it is opening completely).
The secondary valve for the Test Hydrant was found to be fully open at the time of the test.
Testing was completed in accordance with NFPA 291 guidelines.
There were no irregularities to report.
03 May 2019
Ms. Nhu
7 1 0 4 C a nborou gh R oa d ,D u nnville,O N N 1 A 2 W 1
Appendix B
Sanitary Calculations
Appendix B
CALCULATION SHEET
Project: Olde Oakville Prepared by: L.Garner
Oakville, Ontario Checked by: J.Mantifel
Project No: 300044180
Sanitary Servicing Analysis Date: 7/8/2019
Existing Site Flows - Retail (being removed)
Average Dry Weather Flow
Light Commercial Area = 90 persons/ha
Area of Commercial = 0.260 ha
Employment Persons = 23
Unit Sewage Flow = 185 L/person/day
Q (Commercial)= 4,326 L/day
Q (Commercial)= 0.05 L/s
Peak Wastewater Flow Factor (Commercial and Industrial Land Use)
Pe = 0.023382 population in thousands
Me = 3.72
Infiltration Allowance
Qinfiltration= 0.286 L/s/ha
Qinfiltration= 0.02 L/s
Q Existing Total= 0.21 L/s
*From Halton Region design criteria,
Section 3.2.4
Based on Halton Region Design Criteria (page 19 of the "Halton Water Wastewater Linear Design
Manual"):
*From Halton Region design criteria, Table
3-2
Sanitary design criteria, as per Table 11 in
the Water and Wastewater Area Servicing
Plan for Midtown Oakville
Appendix B Site Sanitary Servicing1 of 4
CALCULATION SHEET
Project: Olde Oakville Prepared by: L.Garner
Oakville, Ontario Checked by: J.Mantifel
Project No: 300044180
Sanitary Servicing Analysis Date: 7/8/2019
Existing Site Flows - Whole Foods - Retail (being re-directed)
Average Dry Weather Flow
Light Commercial Area = 90 persons/ha
Area of Commercial = 0.330 ha
Employment Persons = 30
Unit Sewage Flow = 185 L/person/day
Q (Commercial)= 5,501 L/day
Q (Commercial)= 0.06 L/s
Peak Wastewater Flow Factor (Commercial and Industrial Land Use)
Pe = 0.029736 population in thousands
Me = 3.74
Infiltration Allowance
Qinfiltration= 0.286 L/s/ha
Qinfiltration= 0.03 L/s
Q Existing Total= 0.27 L/s
*From Halton Region design criteria, Table
3-2
Sanitary design criteria, as per Table 11 in
the Water and Wastewater Area Servicing
Plan for Midtown Oakville
*From Halton Region design criteria,
Section 3.2.4
Appendix B Site Sanitary Servicing2 of 4
CALCULATION SHEET
Project: Olde Oakville Prepared by: L.Garner
Oakville, Ontario Checked by: J.Mantifel
Project No: 300044180
Sanitary Servicing Analysis Date: 7/8/2019
Proposed Site Flows - Residential
Average Dry Weather Flow
Residential (Apartment) = 285 persons/ha
Area of Residential = 2.016 ha
Residential Persons = 574
Unit Sewage Flow = 215 L/person/day
Q (Residentiall)= 123,506 L/day
Q (Residentiall)= 1.43 L/s
Peak Wastewater Flow Factor (Residential Land Use)
P = 0.574446 population in thousands
M = 3.942461
Infiltration Allowance
Qinfiltration= 0.286 L/s/ha
Qinfiltration= 0.05 L/s (Ground Floor Building Footprint Used)
Qresidential= 5.68 L/s
*From Halton Region design criteria, Table
3-1
Sanitary design criteria, as per Table 11 in
the Water and Wastewater Area Servicing
Plan for Midtown Oakville
Appendix B Site Sanitary Servicing3 of 4
CALCULATION SHEET
Project: Olde Oakville Prepared by: L.Garner
Oakville, Ontario Checked by: J.Mantifel
Project No: 300044180
Sanitary Servicing Analysis Date: 7/8/2019
Proposed Site Flows - Commercial
Average Dry Weather Flow
Light Commercial Area = 90 persons/ha
Area of Commercial = 0.308 ha
Employment Persons = 28
Unit Sewage Flow = 185 L/person/day
Q (Commercial)= 5,122 m³/day
Q (Commercial)= 0.06 L/s
Peak Wastewater Flow Factor (Commercial and Industrial Land Use)
Pe = 0.027684 population in thousands
Me = 3.73
Infiltration Allowance
Qinfiltration= 0.286 L/s/ha
Qinfiltration= 0.03 L/s
Qcommercial= 0.25 L/s
Qtotal= 5.93 L/s For pipe sizing
Qnet= 5.45 L/s For downstream analysis
Diameter Slope Velocity Capacity Spare CapacityPercent Full
(mm) (%) (m/s) (L/s) (L/s) %
150 2.00 1.22 21.54 15.61 26.38%
Service Connection
*From Halton Region design criteria,
Section 3.2.4
*From Halton Region design criteria, Table
3-2
Sanitary design criteria, as per Table 11 in
the Water and Wastewater Area Servicing
Plan for Midtown Oakville
Appendix B Site Sanitary Servicing4 of 4
"B
K
K
K
K
K
KK
K
KK
K
K
K
K
K
KK
K
K
KK
K
KK
K
KK
KK
K
K
K
K
K
KK
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
KK
K
K
KK
K
KK
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
KK
KK
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K K
K
K
K
K
KK
K K
K
K
K
K
K
K
K
KK
K
K
KK
K
KK
K
KK
K
KKK K
K
K
KKK
K
K
K
K
K
K
K
K
K
K
K
KK
KK
KKK
K
K
K
K K
K
K
K
K
K
K
K
K
K K
K
K
KK
K
KK
K
KK
K
K
K
K
K
K
K
K
K
K K
K
K
K
K
K
K
KK
K
K
K
K
KK
KK
K
K KK
KK
K
KK
K
K
K
K K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K KK
K
K K
K
K
K
KK
K
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
J
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
KK
K
KK
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K K
K K
K
K
K
K
KK
K
K
K
K
KK
KK
K
K
K
K
KK
K
K
K
K
K
K
TRAF
ALGA
R ROA
D
CHAR
TWEL
L ROA
D
NEWT
ON R
OAD
LAWSON STREET
FORSTER PARK DRIVE
CAROLYN DRIVE
KIRSTIE COURT
SUNNYCREST LANE
QUEENS AVENUE
REYNOLDS STREET
BOMO
RDA D
RIVE PE
ARSO
N DR
IVE
DAVIS ROAD
RYERSON ROAD
GLENMANOR DRIVE
BOHEMIA CRESCENT
ANTHONY DRIVE
OAKWOOD CRESCENT
GERM
ORDA
DRIVE
CHUR
CHILL
AVEN
UE
KENT
AVEN
UE
ARGU
S ROA
D
SHEPHERD ROAD
ROMA
INCR
ESCE
NT
KINGSWOOD ROAD
CROSS AVENUE
NAPIE
R CR
ESCE
NT
RAYNE AVENUE
MELVIN AVENUE
CORNWALL ROAD
KERR
STRE
ET
SOUTH SERVICE ROAD EAST
CESA
R AVE
NUE
SPRUCE STREET
MAPLE AVENUE
PINE AVENUE
WATS
ON AV
ENUE
GALT AVENUE
MCDONALD RD
RIVER SIDE D RI VE
NORTH FORSTER PARK DRIVE
SOUTH FORSTER PARK DRIVE
IROQUOIS SHORE ROAD
NORTH SERVICE ROAD EAST
TRAF
ALGA
R ROA
D
OLD MILL ROAD
ALLAN STREET
PEARSONDRIVE
LEIGHLAND AVENUE
QUEEN ELIZABETH WAY
PINE AVENUE
LYONS LANE
SPRUCE STREET
MAPLE AVENUE
CORNWALL ROAD
ROBA
RTS R
OAD
TRUM
AN AV
ENUE KE
NT AV
ENUE
ARGUS ROAD
CROSS AVENUE
SOUTH SERVICEROADEAST
RIVER SIDE DRIVE
NORTH SERVICE ROAD EAST
MH3413
MH3415
MH3416
MH3428 MH3429
MH4610
MH4611
MH4612
MH4613
MH4614MH4615
MH4619
MH4620MH4623
MH4624
MH4629
MH4630
MH4631
MH4632
MH4633
MH4634
MH4642
MH4644
MH4645
MH4648
MH4649
MH4651
MH4659
MH4663
MH13897MH13898
MH14062MH14063
MH14071
MH14078
MH14079
MH14082
MH14040
MH22398
MH22399
MH22400MH22401
MH22402
MH27940
MH29685
MH4627
MH4628
MH3406
MH3405
MH3403
MH3402
MH29128
MH29683
MH29682MH29686
MH17104
MH17105MH17106
MH13899
MH17108
MH14061MH14060
MH14055
MH4647
MH4671
MH4646
MH14065
MH14042
MH14087MH14086
MH14041
MH3411MH3412
MH40455
MH3423
MH3424
MH3427
MH3426
MH3425
MH3414
MH3417
MH3418
MH3419
MH3420
MH3421
MH40456MH40457 MH40458
MH40459 MH40460
MH40461
MH40854
MH14083
MH51871
MH52099
MH4660MH4661
MH52508
MH52100 MH52101
MH52102
MH4662
MH13900 MH13901
MH52103
MH33895
MH33896
MH52612
MH14056
MH54909
MH36125
MH4643
MH14088
MH4735
MH3404
MH77453
MH156673MH14051
MH29684
MH164275
MH182307
MH231639MH231638
MH20225
MH4622
MH4621
MH231636
MH231637
MH4606
MH26631
MH260449
MH14080
MH14053MH14081 MH14054
MH14077
MH306460
MH308061
MH343665
MH54242
250 -CONC
600 -CONC
300 - VC
200 -ESVC
450 -CONC
200 -ESVC
525- PVC
600 -PVC
300 -CONC
200 -PVC
600 -
PVC
600 -CONC
250 -CONC
300 -PVC
250 - VC
750- PVC
250- PVC
675 -CONC
300- VC
525 - VC
525 - VC
250
- VC
525 - VC
200 -PVC
250- VC
300 -PVC
525 - VC
200- VC
525
- VC
300- PVC
200 - PVC
200 - VC
300 -PVC
525 -CONC
300- PVC
300 -
VC
750 - PVC
300 -CONC
200 -PVC
200- VC
300 - VC
200 -PVC
675 - CONC
300 - VC
300 -
VC
250 -
CONC
525 -
CONC
525 -
CONC
250- VC
250 - VC
300 - VC
200 - VC
250 -
CONC
250- VC
300 -
VC300
- VC
250 - VC
250- VC
600 -
CON
C
300
- VC
600 -
PVC
250 - VC
525 -
VC
300 - PVC
600 -CONC
250 - CONC
250 -
VC
200 - CONC
525 -CONC
300 - VC
675 - CONC
300 - PVC
200- PVC
600 -CONC
300 - V
C
200 -PVC
600 -
PVC
300 - VC
300 -
CONC
600 -CONC
200- PVC
250 - VC
200 - PVC
300 -
VC
250 - VC
300 - VC
200 -PVC
250
- VC
300 - V
C
300 - PVC
250 -
CON
C25
0 - V
C25
0 - V
C
200 - PVC200
- PVC200 - PVC
300 - PVC
200- CONC
200 - PVC
300 -
PVC
300
- PVC
300 - PVC
300 -
PVC
300 - VC
200 - PVC
300 -
CON
C
200 - PVC
250 -PVC
200- VC
300 -
PVC
300 - VC
200 -
PVC
200 - VC
675 - CONC
300 -
PVC
300 -
CONC
250 - PVC
200 -
VC
600 -
PVC
675 -CONC
200 - PVC
300 -
CON
C
250 - PVC
300 -
VC
300 -
PVC
675 - CONC
200 - PVC
675 - CONC
300 -
PVC
200 - PVC
200- PVC
300 -PVC
200 - PVC
600 -CONC
403416
420
421
359
361
411
1115
1098
11141111
1099
360
425
363
434
562
1120
409
1110
207
445
312
465
373
302
328
323
306
346
293376
402
284
385
322
126
319
436
440
303
427
423
450
60
332
307
344
435
412
431
343
304
365
351
218
443
217
348
415
339321
432
326
269
234
429
166
336
261
311
419
384
368
347
580
1105
627
444452
330
155
571
318
176
275
286
341
214
310
406
333
446
324
422
345
586
335
314
320
338386
177-187
367
327
262
278
316
375
417
331
122
165
99
283
437
428
271267
308413
388
315
1121
132
410
334
1104
354
379
383
143
118
125
599
287
456
568
325
451
408
349
130
570
157
142
382
680 136
119
397
342
520
265
418
564
227
414
370
430
461
279
540
407
455
395
550
426
289
587
272 276
1054
400
547
137
1056
394
1078
405
424
50
399
1039
393
40
1040
1083
22
1089
210
1072
391
35
17310241011
70
485
1029
1059
148
1035
149
1079
23
1073
1081
1052
439
7
1082
1041
128
131
1067
401
67
1020
1063
531
1065
381
1049
181
1088
1030
1066
590
31
238
1026
433
43
1064
5519
1031
1057
192
1055
1046
539
1085
1047
387
1022
152
10231053
1074
389
186182
1034
1058
124
398
603
1013
1032
1084
1021
120
161
111
1075
1028
226
27
169
11
374
581
1048
47
1062
1068
1045
83
1010
51
97
1069
1025
39
1037
1071
63
75
240
1061
91
396
204
177
390
117
1033
1051
15
1042
1090
133
59
Map Index
SANITARY OPERATING MAPSTOWN OF OAKVILLE
REGIONAL MUNICIPALITY OF HALTON IT"S EMPLOYEES, OFFICERS AND AGENTS ARE NOT RESPONSIBLE FOR ANY ERRORS, OMISSIONS OR INACCURACIES WHETHER DUE TO THEIR NEGLIGENCE OR OTHERWISE. ALL INFORMATION SHOULD BE VERIFIED. © Teranet Enterprise Inc. and its suppliers. All rights reserved. THIS IS NOT A PLAN OF SURVEY.
REGIONAL MUNICIPALITY OF HALTONDepartment of Public Works
KER R
MORR
ISON
LAKESHORENEW
MAPL
E GRO
VE
UPPER MIDDLE
SIXTH
NOTTINGHILL
FAIRVIEWREBECCA
THIR
D
PROUDFOOT
RANDALL
LEIGHLAND
EIGH
TH
SOUTH SERVICE
SPEERS
KINGSWAY
RED OAK
HENDERSON
CORNWALL
NORTH SERVICE
NEYAGAWA
F OR D
CHAR
TWEL
L
HIGHWAY 403
HIGHWAY 407
HARVESTER
MAINWAY
APPL
E BY
BURNHAMTHORPE
FOUR
THBRONTE
TREM
AINE
LYONS
WILLIAM HALTON
DUNDAS
WYECROFT
BERYL
LOWER BASE
FRAS
ER
NINT
H
WINS
TON
CHUR
CHILL
GREAT LAKES
ROYAL WINDSOR
FIRST
NO 1
TRAF
ALGA
R
NO 2
NO
4
THE CANADIAN
145A 146A 147A 148A 149A 150A 151A 152A 153A
157A158A 159A
160A161A 162A 163A 164A 165A 166A
173A 174A 175A 176A 177A 178A 179A180A
181A 182A
189A 190A 191A192A
193A194A
195A 196A 197A 198A
205A 206A 207A 208A 209A 210A 211A 212A
133C 133D 134C 134D 135C 135D 136C 136D 137C 137D 138C 138D 139C 139D 140C 140D 141C 141D
145B
145C 145D
146B
146C 146D
147B
147C147D
148B
148C 148D
149B
149C 149D
150B
150C150D
151B
151C 151D
152B
152C 152D
153B
153C 153D
157B
157C 157D
158B
158C 158D
159B
159C 159D
160B
160C 160D
161B
161C161D
162B
162D162C
163B
163C 163D
164B
164C 164D
165B
165C
165D
166B
166C 166D
173B
173C 173D
174B
174C174D
175B
175C 175D
176B
176C 176D
177B
177C 177D
178B
178C178D 179C 179D
180B
180C180D
181B
181C 181D
182B
182C 182D
189B
189C
189D
190B
190C 190D
191B
191C 191D
192B
192C 192D
193B
193C 193D
194B
194C 194D 195C 195D
196B
196C196D
197B
197C 197D
198B
198C 198D
205B
205C 205D
206B
206C 206D
207B
207C 207D
208B
208C 208D
209B
209C 209D
210B
210C 210D
211B
211C 211D
212B
212C 212D
179B
0 50 100 150 20025MetersI
Print Date:Grid Number: 195B
Oct 22, 2018
Maintenance Hole Types
ChamberJ
Maintenance HoleK
Major System Facilities
Pumping Station"B
Wastewater Treatment PlantG
Wastewater Storage TankE
Municipal Boundary
Sewer TypesTreated Discharge SewerUntreated Discharge SewerForceMainProposed ForceMainWWWWWWWWWWWWWWWW
!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( Proposed Gravity Sewer
å å å Gravity Sewer (Out of Service)Gravity Sewer (In Service)
"B
"B
"B
"B
"B
"B
"B
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
KK
K
K
KK
K
K
K
K K
K
K
K
K
K
K K
K
KK
K
K
K
KK
K
KK
K
KK
K
K
K
K
KK
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KKK
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
KK
K
K
K
K
K
K
K
K
K
K
KK
KKK
K
K
K
K
KK
K
K
KK
K
K K
K
K
K
K
K
K
K
K
KK
K
KK
K
K
K
KK
K
K
K
K
KK
KK
K
K
KK
K
K
K
K
K K
K
K
K
K
K
KK
K
KK
K
K
KK
K
K K
K
K
K
K
KK
K
K
KKK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
KK
K
K
K
K
K KK
K
K K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
K
K
KK
KK
K
KK
K
K
K
K
KK
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
KK
K
K
K
KK
K
K
K
JJ
K
J
K
K
K
K
K
K
K
K
K
K
K
KKK
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
KK
K
KK
K
K
K
K
J KK
KK
K
KK
K
KK
K
K
K
K K
KK
KK
K
KK
KK
KK
K
K
K
K
K
KK
KK
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
J
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
K K
K K
K
K
KK
K
K
K
KK
K
K
K
K
K
K
K
K
K
K
K
KK
KK
K
K
K
KK KK
K
K
K
K
K
K
K
K
KK
K
K
K
K
K
K
K
K
K
KK
KK
KK
KK
KK
K
K
K
K
K
K
K
NAVY STRE
ET
UNION STREET
WALKER STREET
GALT AVENUE
HEAD STREET
WILLIAM STREET
FRONT STREET
JOHN STREET
CARLIN ICOURT
RANDALL STREET
BRANT STREET
LAWSON STREET
SUMNER AVENUE
PALMER AVENUE
KERR STREET
WALLACE PARK LANE
SECOND STREET
FIRST STREET
LAKESHORE ROAD EAST
MARY STREET
SHEDDON AVENUE
DUNN STREET
PARK
AVEN
UE
GLOU
CEST
ER AV
ENUE
ALLA
N ST
REET
WATS
ON AV
ENUE
DOUG
LAS A
VENU
E
STEWART STREET
FRANCIS STREET
FLORENCE DRIVE
NORMANDY PLACE
NAVY
STRE
ET
LAKESHORE ROAD EAST
MAUR
ICE D
RIVE
RAYM
ARPL
ACE
FELA
N AVE
NUE
HERALD AVENUE
DONESSLE DRIVE
WESTSIDE DRIVE
REBECCA STREET
OAKWOOD CRESCENT
BARTOS DRIVE
WASHINGTON AVENUE
ARGU
S ROA
D
ELTO
NPA
RKRO
A D
CROSS AVENUE
ESSLEMONT AVENUE
REBECCA STREET
BALS
AM D
RIVE
KING STREET
ROBINSON ST
LAKESHORE RD
FORSYTHE STREET
SPRUCE STREET
SHEDDON AVE
MCDONALD RD
RANDALL ST
THOM
AS ST
GEOR
GE ST
DUNN
ST
TRAF
ALGA
R RO
ADRIVER SIDE D RI V
E
NORTH FORSTER PARK DRIVE
SOUTH FORSTER PARK DRIVE
REYN
OLDS
STRE
ET
ANDERSON ST
INGELWOOD DRIVE
KERR STREET
WILSON STREET
NAVY STREET
JOHN STREET
WILLIAM STREET
KING STREET
CHURCH STREET
RANDALL STREET
CHISHOLM STREET
FORSTER PARK DRIVE
FORS
YTHE
STRE
ET
CAROLYN DRIVE
HIGHLAND ROAD
ALLA
N ST
REET
QUEE
NMA
RYDR
IVE
REYNOLDS STREET
MACDONALD ROAD
CRESCENT ROAD
GLENMANOR DRIVE
TRAFALGAR ROAD
KINGSWOOD ROAD
WATE
RST
REET
RIVE
RSID
EDRI
VE
MH2188
MH2189
MH2235
MH2238
MH2241
MH2261
MH2540
MH2541MH2542
MH2667
MH2668
MH2644MH2645
MH4786
MH13887
MH13891
MH13896
MH13999
MH14030
MH14037MH14038
MH15265
MH17288
MH17289
MH17178
MH17181
MH17182
MH17290
MH20236MH20237
MH2661
MH2660
MH2255
MH17291
MH17088MH17087
MH2254MH2253
MH2247MH4816
MH4815
MH4817
MH17237MH17238
MH17097MH17096
MH17160
MH17175
MH17284MH17235
MH17234
MH17231MH17232MH17233
MH17283
MH17285
MH17287
MH17286
MH17174MH17172
MH17164
MH17230
MH17282 MH17173
MH17159
MH17089
MH17168
MH17169
MH17158
MH17176
MH17194MH17183
MH36101MH36102
MH36103
MH36104
MH36105
MH36109
MH15263MH2655
MH2652
MH2649
MH13892
MH13997
MH2651
MH2650
MH14066
MH2263MH2262
MH15260MH2546
MH2239
MH2548
MH2549
MH13895
MH2240MH2248
MH15261
MH36106
MH13996
MH14074MH14073
MH14065 MH14064
MH14018
MH14017
MH14014
MH14024
MH14021
MH14022 MH14023
MH14027
MH14019MH14026
MH14029
MH17196MH17192
MH17191MH17190 MH17090
MH17095
MH17091
MH17092 MH17094
MH14010
MH2605
MH2603MH2604
MH36429
MH14008
MH36430
MH36431
MH36432
MH36433
MH2237
MH2244
MH2192
MH2243
MH2257
MH2258
MH36826
MH36828
MH2252
MH44889
MH4790
MH4837
MH4835
MH4834
MH4833
MH52287
MH52096 MH52098
MH2545 MH2551
MH13995
MH17211
MH15266
MH16379
MH52127
MH52580
MH51712
MH2646
MH2249MH2643
MH20653
MH2236MH2242
MH2659MH2256
MH2606
MH15268
MH13893
MH14028
MH13888
MH13985
MH17188
MH17184
MH17185
MH13976
MH17292
MH17307
MH17198
MH29234
MH4793
MH29147
MH52700
MH54053
MH2543
MH2664
MH2663MH2662
MH17308
MH14025
MH14009
MH2654
MH55273
MH55274
MH55275
MH2647
MH2648
MH55330
MH2653
MH17187MH17189
MH17186
MH2547
MH2544
MH57048MH54057
MH54056MH57049
MH57050
MH15264
MH54286MH14007
MH69053
MH69054
MH13991
MH13992
MH13993
MH30111
MH14016 MH55327
MH74653
MH13998
MH15262
MH91854
MH91855
MH91856MH91857
MH93853
MH94654
MH2665
MH4847
MH2602
MH2666
MH15267
MH102253
MH103853
MH103854
MH103855
MH17170
MH17177
MH129056
MH4789MH4788
MH146261
MH17219
MH4825
MH17221
MH150277
MH150279
MH17195
MH181908
MH197122
MH212743
MH214743
MH214744
MH214745
MH214746
MH214747
MH214741
MH17165MH17161
MH17163
MH214742
MH17171
MH219948
MH14035 MH232033
MH232034
MH232836
MH2250
MH2251
MH91853 MH94653
MH290061
MH290460
MH296860
MH296861
MH299661
MH14020
MH325260
MH336066
MH29188
900 -CONC
300 -
PVC
300- UNKN
200 -CONC
300- C
ONC
200- PVC
200- VC
200 -
PVC
250 - VC
250- VC
300- P
VC
900 -CONC
200 - ESVC
900 -CONC
200- VC
250 -PVC
300- CONC
200- VC
450 -PVC
200- PVC
900 -CONC
300 -PVC
300- P
VC300- VC
150 -UNKN
450- VC
300 -PVC
200- CI300
-PV
C
300- VC
200 -
CONC
250- VC
200- VC
525 -CONC
450- VC
200 -ESVC
300- VC
200 -PVC
900 -CONC
250- VC
200 -PVC
450 -CONC
250- VC
300 -UNKN
300- PVC
200- VC
200 -PVC
300- VC
250- VC
200 -CONC
250- VC
300- VC
150 -UNKN
600- CONC
200- VC
300- P
VC
250- VC
300- VC
250 -PVC
250- VC
450- VC
200- VC
200- VC
200 - VC
200- VC
250- VC
200 - VC
250 - PVC
200- PVC
900 - CONC
250- VC
200 - VC
900 -CONC
250 - PVC
200- VC
200- PVC
250 - PVC
300 - PVC
300- VC
200 -CONC
600 -
CONC
300 - PVC
300 -CONC
200 -CONC
200 -
VC
250- VC
900- CONC
250- VC
200 - VC
200 -CONC
200 -
CONC
200- VC
250- PVC
250 -CONC
900 -
UNK
N
200- VC
200- VC
525 -CONC
200 - AC
200- VC
200- PVC
200 - VC
200 - VC
375 - PVC
200- VC
200 - VC
200 - VC
200- VC
200 -CONC
150- VC
250 -
PVC
200- VC
250- VC
300 - VC
200- VC
200 -CONC 300 - V
C
200
- VC
250 -
VC
200 -CONC
200- VC
200 -
VC
300 - CONC
200- VC
250 - VC
200- VC
200- VC
250 - VC
250 - CONC
300- VC
200 - VC
200 - AC
600 -CONC
300 -PVC
200- VC
200- VC
250 - CONC
200 - VC
600 -CONC
250 - AC
200 - VC
250 - VC
200 -PVC
250 - VC
250- PVC
300- VC
450 - CONC
300- VC
200 -PVC
200- VC
200 - PVC
300 - VC
450 - VC
300- CONC
200 -PVC
200 -PVC
200 - PVC
250 - PVC
200 -PVC
300- VC
200 - PVC
250 - PVC
200 -CONC
900 - VC
200 - VC
200 -PVC
200 -PVC
200 -ESVC
200- PVC
300 -PVC
525 -CONC
300 - VC
200 -ESVC
200- VC
250 - VC
200 - VC
250 - VC
200 -PVC
200- VC
250 - VC
450 - CONC
150 - VC
200 -PVC
200 - VC
450 - CONC
200 - VC
200 -ESVC
600
- CON
C
300 - PVC
900- CONC
300 -
VC
200 - VC
200 - VC
200 - VC
200- VC
600 -CONC
300 -PVC
300 - PVC
250- VC
250 - PVC
300- VC
250 - VC
300 - VC
300 -PVC
200 - VC
300 - PVC
200 - VC
200 - VC
200 -PVC
200- VC
200 -PVC
300- VC
250- VC
300 - VC
250 - VC
200- PVC
300 - PVC
200 -
PVC
300 - VC
450 - CONC
250- VC
300 - PVC
300 -PVC
300- VC
200- VC
250 - PVC
300 -PVC
200 - VC
200- PVC
300 - VC
200 - PVC
300 - PVC
300 - PVC
300 - PVC
200 - VC
675 - CONC
375- PVC
675 - CONC
200 - PVC
300 - PVC
200 - PVC
200 - PVC
300- PVC
200 - VC
200- VC
250 - VC
300- VC200- VC
250- VC
250 - PVC
250 - VC
200- VC
300- CONC
450 - CONC
300 - VC
600 -CONC
250- VC
375
- PVC
250 - VC
675 -CONC
675 - CONC
600 -CONC
900 - C
ONC
250 - VC
300 -PVC
250 -
VC
200 - PVC
200 - PVC
900- CONC
200 - PVC
900 - CONC
200
- PVC
250 - VC
300- VC
200
- PVC
250 - PVC
300- VC
200 - VC
300- VC
300 - VC
300 -
PVC
900 - CONC
675 -
CON
C
200 -
PVC
200- PVC
250- VC
300 - PVC
300 - PVC
200 -
PVC
250- VC
200 -
PVC
200 -
PVC
200 -ESVC
200 - PVC
200 - PVC
900 - CONC200 - CI
250 - CI250- CI
150 - UNKN
329
44
86
75
235
314
3
45
318
238
284
265
237
12590
251
134
350
40
9287
274
98
20269
41
16
29
338
321
83
230
297
200
136
187
15
50
275
9
252
25
234
296
53
262
304
70 69
280
17
288
245
361
364
35
13
298
184
302
278
360
266
97
343
48
103
88331
248
263
283
312
8
334
47
250
258
96
244
285
254
10
158
279
315
80
55
24
4
308
58
43
256
255
241
14
64
290
78
61
264
272
74
33
336
326
132
300
270
28
349
94
323
37
320
49
309
57
259260
7
257
21
335
249242
310
29156
5
246
268
220
23
65
182
31
282
236
52
294
281
81
371
295
100
188
171
185
243
301
339
276
277
211
333
110
54
227
305
151
133
226
328
307
71
213
104
351
186
373
60
85
173
293
316
273
376
344
253
67
271
337
68
385
292
332
218
229
59
62
221
91
303
194
240
115
358
27
196
289
169
19
340
222
180
286
365
145
66
224
22
89
140
150
325
207
215
76
167
384
149
181
144
166
225
219
232
84
156
341
324
319
233
190
366
311
362
327
148
152
77
375
192
141
345
105
162
73
267
72
388
130
198
155
63
174
177
287
356
322
30
317
159
382
408
82
191
330
93
410
131
183
306
403
313
197
208
239
367
370
414
143
228
214
347
378
146
223
212216
117
175
168
368
176
12
95
109
157
394424
107
247
210
126
395
34
363
135
195
342
217
154
111
199205
193
121
160
261
164
179
112
407
147
377
389
120
381
26
418
32
380
353
36
139 123
124
209
163
420
165
114
11
387398
372
231
138
406 402412
128
38
348
411428
374
79
426
299
153
137
379
142
369
161
106
400
118
129
51399 39
189
127
42
170
422 396383
357
390416
386
Map Index
SANITARY OPERATING MAPSTOWN OF OAKVILLE
REGIONAL MUNICIPALITY OF HALTON IT"S EMPLOYEES, OFFICERS AND AGENTS ARE NOT RESPONSIBLE FOR ANY ERRORS, OMISSIONS OR INACCURACIES WHETHER DUE TO THEIR NEGLIGENCE OR OTHERWISE. ALL INFORMATION SHOULD BE VERIFIED. © Teranet Enterprise Inc. and its suppliers. All rights reserved. THIS IS NOT A PLAN OF SURVEY.
REGIONAL MUNICIPALITY OF HALTONDepartment of Public Works
KER R
MORR
ISON
LAKESHORENEW
MAPL
E GRO
VE
UPPER MIDDLE
SIXTH
NOTTINGHILL
FAIRVIEWREBECCA
THIR
D
PROUDFOOT
RANDALL
LEIGHLAND
EIGH
TH
SOUTH SERVICE
SPEERS
KINGSWAY
RED OAK
HENDERSON
CORNWALL
NORTH SERVICE
NEYAGAWA
F OR D
CHAR
TWEL
L
HIGHWAY 403
HIGHWAY 407
HARVESTER
MAINWAY
APPL
E BY
BURNHAMTHORPE
FOUR
THBRONTE
TREM
AINE
LYONS
WILLIAM HALTON
DUNDAS
WYECROFT
BERYL
LOWER BASE
FRAS
ER
NINT
H
WINS
TON
CHUR
CHILL
GREAT LAKES
ROYAL WINDSOR
FIRST
NO 1
TRAF
ALGA
R
NO 2
NO
4
THE CANADIAN
145A 146A 147A 148A 149A 150A 151A 152A 153A
157A158A 159A
160A161A 162A 163A 164A 165A 166A
173A 174A 175A 176A 177A 178A 179A180A
181A 182A
189A 190A 191A192A
193A194A
195A 196A 197A 198A
205A 206A 207A 208A 209A 210A 211A 212A
133C 133D 134C 134D 135C 135D 136C 136D 137C 137D 138C 138D 139C 139D 140C 140D 141C 141D
145B
145C 145D
146B
146C 146D
147B
147C147D
148B
148C 148D
149B
149C 149D
150B
150C150D
151B
151C 151D
152B
152C 152D
153B
153C 153D
157B
157C 157D
158B
158C 158D
159B
159C 159D
160B
160C 160D
161B
161C161D
162B
162D162C
163B
163C 163D
164B
164C 164D
165B
165C
165D
166B
166C 166D
173B
173C 173D
174B
174C174D
175B
175C 175D
176B
176C 176D
177B
177C 177D
178B
178C178D 179C 179D
180B
180C180D
181B
181C 181D
182B
182C 182D
189B
189C
189D
190B
190C 190D
191B
191C 191D
192B
192C 192D
193B
193C 193D
194B
194C 194D
195B
195C
196B
196C196D
197B
197C 197D
198B
198C 198D
205B
205C 205D
206B
206C 206D
207B
207C 207D
208B
208C 208D
209B
209C 209D
210B
210C 210D
211B
211C 211D
212B
212C 212D
179B
0 50 100 150 20025MetersI
Print Date:Grid Number: 195D
Oct 22, 2018
Maintenance Hole Types
ChamberJ
Maintenance HoleK
Major System Facilities
Pumping Station"B
Wastewater Treatment PlantG
Wastewater Storage TankE
Municipal Boundary
Sewer TypesTreated Discharge SewerUntreated Discharge SewerForceMainProposed ForceMainWWWWWWWWWWWWWWWW
!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( Proposed Gravity Sewer
å å å Gravity Sewer (Out of Service)Gravity Sewer (In Service)
Appendix C
Stormwater Management Calculations
Appendix C
EAST - Pre-Development Flow
Area ID Area (ha) %imp Area x %imp
Asphalt & Roofs 0.279 100% 0.279
Landscape 0.064 7% 0.005
Total: 0.343 0.283
Composite Impervious 83%
WEST - Pre-Development Flow
Area ID Area (ha) %imp Area x %imp
Asphalt & Roofs 1.008 100% 1.008
Landscape 0.071 7% 0.005
Total: 1.079 1.013
Composite Impervious 94%
Composite Impervious Calculations
EAST - Post-Development Flow
Area ID Area (ha) %imp Area x %imp
Asphalt 0.151 100% 0.151
Landscape 0.029 7% 0.002
Total: 0.180 0.153
Composite Impervious 85%
WEST - Post-Development Flow
West Area 1 Area (ha) %imp Area x %imp
Asphalt & Roofs 0.525 100% 0.525
Landscape 0.075 7% 0.005
Total: 0.600 0.530
Composite Impervious 88%
West Area 2 Area (ha) %imp Area x %imp
Asphalt 0.107 100% 0.107
Landscape 0.013 7% 0.001
Total: 0.120 0.108
Composite Impervious 90%
West Area 3 Area (ha) %imp Area x %imp
Asphalt & Roofs 0.497 100% 0.497
Landscape 0.023 7% 0.002
Total: 0.520 0.498
Composite Impervious 96%
WEST COMPOSITE Area (ha) %imp Area x %imp
West 1 0.600 88% 0.530
West 2 0.120 90% 0.108
West 3 0.520 96% 0.498
Total: 1.240 1.136
Composite Impervious 92%
OGS DRAINAGE
West Area 1 Area (ha) %imp Area x %imp
Asphalt 0.205 100% 0.205
Landscape 0.075 7% 0.005
Total: 0.280 0.210
Composite Impervious 75%
Composite Impervious Calculations
Project Name: Olde Oakville
Project Number: 300044180
Designed By: L.Garner
Stage Storage Calculations - Vault - STEP 1: MODELLED FOR DRAINAGE DIVERSION
Stage Storage Characteristics Orifice Control
Invert = 95.53 C = 0.62
Diameter = 0.304 m Orifice Area = 0.073
Orifice Centroid = 95.68 m
Elevation
(m)
Vault Storage
(m3)
Total Storage
(m3)
Orifice
Head (m)
Total Discharge
(m3/s)
95.53 0 0 -0.15 0.0000
96.53 51 51 0.85 0.1836
97.53 102 102 1.85 0.2710
98.17 135 135 2.49 0.3144
Stage-Storage-Discharge
304 m
m o
rifi
ce
co
ntr
ols
belo
w
ele
v 9
8.1
7 m
Note: This model was run to determine the storage requirements to meet the target flows based on the
drainage divide changing. The quantity control requirement was then added to the 94 m³ required as
shown in the VO2 model to determine the actual orifice design.
Orifice Equation
� � ��� ��∆
Project Name: Olde Oakville
Project Number: 300044180
Designed By: L.Garner
Stage Storage Calculations - Vault - STEP 2: DRAINAGE DIVERSION AND QUANTITY CONTROL
Stage Storage Characteristics Orifice Control
Invert = 95.53 C = 0.62
Diameter = 0.229 m Orifice Area = 0.041
Orifice Centroid = 95.64 m
Elevation
(m)
Vault Storage
(m3)
Total Storage
(m3)
Orifice
Head (m)
Total Discharge
(m3/s)
95.53 0 0 -0.11 0.0000
96.53 51 51 0.89 0.1064
97.53 102 102 1.89 0.1553
98.17 135 135 2.53 0.1798
Stage-Storage-Discharge
229 m
m o
rifi
ce
co
ntr
ols
belo
w
ele
v 9
8.1
7 m
Orifice Equation
� � ��� ��∆
Project Name: Olde Oakville
Project Number: 300044180
Designed By: L.Garner
Vault Design Calculations
Vault Area = 51.2 m2
Initial Abstraction Calculations
100-yr Vol Provided= 158.7 m3
Cover Type Area (m2) IA (mm) Volume (m
3)
Vol Required= 136.0 m3
Green Roof 5.0 0.00
Outlet Invert = 95.53 m Flat Roof 3200.0 1.0 3.20
Tank Height = 3.10 m Landscape 750.0 5.0 3.75
HWL = 98.19 m Asphalt 2050.0 1.0 2.05
Hardscape to Landscape* 272.0 5.0 1.36
Total 6000.0 10.36
5mm Storage Calculations
Volume Required = 19.64 m3
Volume Provided = 19.64 m3
Minimum Sump Height = 0.38 m IA Retention Vol Required (m³) = 30 m3
Bottom of Sump Elevation = 95.15 m Less Initial Abstraction (m³) 19.64 m3
Actual Sump Height = 0.38 m
* Area of hardscape draining to landscape will achieve 5mm removal through
infiltration/evapotranspiration in the landscape areas.
===========================================================================================================
V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL
OOO TTTTT TTTTT H H Y Y M M OOO TM O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOODeveloped and Distributed by Civica InfrastructureCopyright 2007 - 2013 Civica InfrastructureAll rights reserved.
***** D E T A I L E D O U T P U T *****
Input filename: C:\Program Files (x86)\VH Suite 3.0\VO2\voin.dat Output filename: C:\Users\lgarner\AppData\Local\Temp\ae8ea18e-51f8-4ba1-a867-6f81f3228e03\Scenario.out Summary filename: C:\Users\lgarner\AppData\Local\Temp\ae8ea18e-51f8-4ba1-a867-6f81f3228e03\Scenario.sum
DATE: 06/27/2019 TIME: 02:42:47
USER:
COMMENTS: ____________________________________________________________
----------------------------------------------------------------------------------------------------------- **************************** ** SIMULATION NUMBER: 1 ** ****************************
--------------------| CHICAGO STORM | IDF curve parameters: A=2150.000| Ptotal= 98.13 mm | B= 5.700-------------------- C= 0.861 used in: INTENSITY = A / (t + B)^C
Duration of storm = 24.00 hrs Storm time step = 10.00 min Time to peak ratio = 0.33
TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.17 0.59 | 6.17 2.24 | 12.17 1.95 | 18.17 0.87 0.33 0.61 | 6.33 2.45 | 12.33 1.88 | 18.33 0.86 0.50 0.62 | 6.50 2.72 | 12.50 1.81 | 18.50 0.84 0.67 0.63 | 6.67 3.05 | 12.67 1.75 | 18.67 0.83 0.83 0.64 | 6.83 3.49 | 12.83 1.70 | 18.83 0.82 1.00 0.66 | 7.00 4.08 | 13.00 1.65 | 19.00 0.81 1.17 0.67 | 7.17 4.93 | 13.17 1.60 | 19.17 0.80 1.33 0.69 | 7.33 6.26 | 13.33 1.55 | 19.33 0.79 1.50 0.70 | 7.50 8.66 | 13.50 1.51 | 19.50 0.78 1.67 0.72 | 7.67 14.21 | 13.67 1.47 | 19.67 0.77 1.83 0.74 | 7.83 39.75 | 13.83 1.43 | 19.83 0.76 2.00 0.75 | 8.00 200.80 | 14.00 1.39 | 20.00 0.75 2.17 0.77 | 8.17 54.01 | 14.17 1.36 | 20.17 0.74 2.33 0.79 | 8.33 25.55 | 14.33 1.33 | 20.33 0.73 2.50 0.81 | 8.50 16.41 | 14.50 1.30 | 20.50 0.72 2.67 0.84 | 8.67 12.04 | 14.67 1.27 | 20.67 0.71 2.83 0.86 | 8.83 9.50 | 14.83 1.24 | 20.83 0.71 3.00 0.89 | 9.00 7.85 | 15.00 1.21 | 21.00 0.70 3.17 0.91 | 9.17 6.70 | 15.17 1.19 | 21.17 0.69 3.33 0.94 | 9.33 5.85 | 15.33 1.16 | 21.33 0.68 3.50 0.98 | 9.50 5.19 | 15.50 1.14 | 21.50 0.68 3.67 1.01 | 9.67 4.68 | 15.67 1.12 | 21.67 0.67 3.83 1.05 | 9.83 4.26 | 15.83 1.10 | 21.83 0.66 4.00 1.08 | 10.00 3.91 | 16.00 1.08 | 22.00 0.65 4.17 1.13 | 10.17 3.62 | 16.17 1.06 | 22.17 0.65 4.33 1.17 | 10.33 3.37 | 16.33 1.04 | 22.33 0.64 4.50 1.23 | 10.50 3.15 | 16.50 1.02 | 22.50 0.63 4.67 1.28 | 10.67 2.96 | 16.67 1.00 | 22.67 0.63 4.83 1.34 | 10.83 2.80 | 16.83 0.98 | 22.83 0.62 5.00 1.41 | 11.00 2.65 | 17.00 0.97 | 23.00 0.62 5.17 1.49 | 11.17 2.52 | 17.17 0.95 | 23.17 0.61 5.33 1.57 | 11.33 2.40 | 17.33 0.94 | 23.33 0.60 5.50 1.67 | 11.50 2.29 | 17.50 0.92 | 23.50 0.60
5.67 1.78 | 11.67 2.19 | 17.67 0.91 | 23.67 0.59 5.83 1.91 | 11.83 2.10 | 17.83 0.89 | 23.83 0.59 6.00 2.06 | 12.00 2.02 | 18.00 0.88 | 24.00 0.58
---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0001) | Area (ha)= 2.54|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.36 0.18 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 130.13 40.00 Mannings n = 0.013 0.250
NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP.
---- TRANSFORMED HYETOGRAPH ---- TIME RAIN | TIME RAIN |' TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr |' hrs mm/hr | hrs mm/hr 0.083 0.59 | 6.083 2.24 |12.083 1.95 | 18.08 0.87 0.167 0.59 | 6.167 2.24 |12.167 1.95 | 18.17 0.87 0.250 0.61 | 6.250 2.45 |12.250 1.88 | 18.25 0.86 0.333 0.61 | 6.333 2.45 |12.333 1.88 | 18.33 0.86 0.417 0.62 | 6.417 2.72 |12.417 1.81 | 18.42 0.84 0.500 0.62 | 6.500 2.72 |12.500 1.81 | 18.50 0.84 0.583 0.63 | 6.583 3.05 |12.583 1.75 | 18.58 0.83 0.667 0.63 | 6.667 3.05 |12.667 1.75 | 18.67 0.83 0.750 0.64 | 6.750 3.49 |12.750 1.70 | 18.75 0.82 0.833 0.64 | 6.833 3.49 |12.833 1.70 | 18.83 0.82 0.917 0.66 | 6.917 4.08 |12.917 1.65 | 18.92 0.81 1.000 0.66 | 7.000 4.08 |13.000 1.65 | 19.00 0.81 1.083 0.67 | 7.083 4.93 |13.083 1.60 | 19.08 0.80 1.167 0.67 | 7.167 4.93 |13.167 1.60 | 19.17 0.80 1.250 0.69 | 7.250 6.26 |13.250 1.55 | 19.25 0.79 1.333 0.69 | 7.333 6.26 |13.333 1.55 | 19.33 0.79 1.417 0.70 | 7.417 8.66 |13.417 1.51 | 19.42 0.78 1.500 0.70 | 7.500 8.66 |13.500 1.51 | 19.50 0.78 1.583 0.72 | 7.583 14.21 |13.583 1.47 | 19.58 0.77 1.667 0.72 | 7.667 14.21 |13.667 1.47 | 19.67 0.77 1.750 0.74 | 7.750 39.75 |13.750 1.43 | 19.75 0.76 1.833 0.74 | 7.833 39.76 |13.833 1.43 | 19.83 0.76 1.917 0.75 | 7.917 200.80 |13.917 1.39 | 19.92 0.75 2.000 0.75 | 8.000 200.79 |14.000 1.39 | 20.00 0.75 2.083 0.77 | 8.083 54.01 |14.083 1.36 | 20.08 0.74 2.167 0.77 | 8.167 54.01 |14.167 1.36 | 20.17 0.74 2.250 0.79 | 8.250 25.55 |14.250 1.33 | 20.25 0.73 2.333 0.79 | 8.333 25.55 |14.333 1.33 | 20.33 0.73 2.417 0.81 | 8.417 16.41 |14.417 1.30 | 20.42 0.72 2.500 0.81 | 8.500 16.41 |14.500 1.30 | 20.50 0.72 2.583 0.84 | 8.583 12.04 |14.583 1.27 | 20.58 0.71 2.667 0.84 | 8.667 12.04 |14.667 1.27 | 20.67 0.71 2.750 0.86 | 8.750 9.50 |14.750 1.24 | 20.75 0.71 2.833 0.86 | 8.833 9.50 |14.833 1.24 | 20.83 0.71 2.917 0.89 | 8.917 7.85 |14.917 1.21 | 20.92 0.70 3.000 0.89 | 9.000 7.85 |15.000 1.21 | 21.00 0.70 3.083 0.91 | 9.083 6.70 |15.083 1.19 | 21.08 0.69 3.167 0.91 | 9.167 6.70 |15.167 1.19 | 21.17 0.69 3.250 0.94 | 9.250 5.85 |15.250 1.16 | 21.25 0.68 3.333 0.94 | 9.333 5.85 |15.333 1.16 | 21.33 0.68 3.417 0.98 | 9.417 5.19 |15.417 1.14 | 21.42 0.68 3.500 0.98 | 9.500 5.19 |15.500 1.14 | 21.50 0.68 3.583 1.01 | 9.583 4.68 |15.583 1.12 | 21.58 0.67 3.667 1.01 | 9.667 4.68 |15.667 1.12 | 21.67 0.67 3.750 1.05 | 9.750 4.26 |15.750 1.10 | 21.75 0.66 3.833 1.05 | 9.833 4.26 |15.833 1.10 | 21.83 0.66 3.917 1.08 | 9.917 3.91 |15.917 1.08 | 21.92 0.65 4.000 1.08 |10.000 3.91 |16.000 1.08 | 22.00 0.65 4.083 1.13 |10.083 3.62 |16.083 1.06 | 22.08 0.65 4.167 1.13 |10.167 3.62 |16.167 1.06 | 22.17 0.65 4.250 1.17 |10.250 3.37 |16.250 1.04 | 22.25 0.64 4.333 1.17 |10.333 3.37 |16.333 1.04 | 22.33 0.64 4.417 1.23 |10.417 3.15 |16.417 1.02 | 22.42 0.63 4.500 1.23 |10.500 3.15 |16.500 1.02 | 22.50 0.63 4.583 1.28 |10.583 2.96 |16.583 1.00 | 22.58 0.63 4.667 1.28 |10.667 2.96 |16.667 1.00 | 22.67 0.63 4.750 1.34 |10.750 2.80 |16.750 0.98 | 22.75 0.62 4.833 1.34 |10.833 2.80 |16.833 0.98 | 22.83 0.62 4.917 1.41 |10.917 2.65 |16.917 0.97 | 22.92 0.62 5.000 1.41 |11.000 2.65 |17.000 0.97 | 23.00 0.62
5.083 1.49 |11.083 2.52 |17.083 0.95 | 23.08 0.61 5.167 1.49 |11.167 2.52 |17.167 0.95 | 23.17 0.61 5.250 1.57 |11.250 2.40 |17.250 0.94 | 23.25 0.60 5.333 1.57 |11.333 2.40 |17.333 0.94 | 23.33 0.60 5.417 1.67 |11.417 2.29 |17.417 0.92 | 23.42 0.60 5.500 1.67 |11.500 2.29 |17.500 0.92 | 23.50 0.60 5.583 1.78 |11.583 2.19 |17.583 0.91 | 23.58 0.59 5.667 1.78 |11.667 2.19 |17.667 0.91 | 23.67 0.59 5.750 1.91 |11.750 2.10 |17.750 0.89 | 23.75 0.59 5.833 1.91 |11.833 2.10 |17.833 0.89 | 23.83 0.59 5.917 2.06 |11.917 2.02 |17.917 0.88 | 23.92 0.58 6.000 2.06 |12.000 2.02 |18.000 0.88 | 24.00 0.58
Max.Eff.Inten.(mm/hr)= 200.80 NaN over (min) 5.00 5.00 Storage Coeff. (min)= 2.26 (ii) 4.16 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.30 0.24 *TOTALS* PEAK FLOW (cms)= 1.30 0.06 1.365 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0002) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.56 0.04 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250
Max.Eff.Inten.(mm/hr)= 200.80 125.31 over (min) 5.00 5.00 Storage Coeff. (min)= 1.47 (ii) 3.37 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.33 0.26 *TOTALS* PEAK FLOW (cms)= 0.31 0.01 0.326 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
---------------------------------------------------------------------------------------------------| RESERVOIR (0003) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE-------------------- (cms) (ha.m.) | (cms) (ha.m.) 0.0000 0.0000 | 0.2710 0.0102 0.1836 0.0051 | 0.3144 0.0135
AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0002) 0.600 0.326 8.00 94.62 OUTFLOW: ID= 1 (0003) 0.600 0.233 8.00 94.62
PEAK FLOW REDUCTION [Qout/Qin](%)= 71.46 TIME SHIFT OF PEAK FLOW (min)= 0.00 MAXIMUM STORAGE USED (ha.m.)= 0.0094
---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0004) | Area (ha)= 2.10|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.95 0.15 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 118.32 40.00 Mannings n = 0.013 0.250
Max.Eff.Inten.(mm/hr)= 200.80 125.31 over (min) 5.00 5.00 Storage Coeff. (min)= 2.14 (ii) 4.04 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.31 0.24 *TOTALS* PEAK FLOW (cms)= 1.08 0.05 1.131 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
-------------------------------------------------------------------------------
--------------------| ADD HYD (0005) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0003): 0.60 0.233 8.00 94.62 + ID2= 2 (0004): 2.10 1.131 8.00 94.62 ================================================== ID = 3 (0005): 2.70 1.364 8.00 94.62
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0006) | Area (ha)= 2.70|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.51 0.19 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 134.16 40.00 Mannings n = 0.013 0.250
Max.Eff.Inten.(mm/hr)= 200.80 NaN over (min) 5.00 5.00 Storage Coeff. (min)= 2.31 (ii) 4.20 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.30 0.24 *TOTALS* PEAK FLOW (cms)= 1.39 0.06 1.450 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0007) | Area (ha)= 0.60|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00
-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.56 0.04 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 63.25 40.00 Mannings n = 0.013 0.250
Max.Eff.Inten.(mm/hr)= 200.80 125.31 over (min) 5.00 5.00 Storage Coeff. (min)= 1.47 (ii) 3.37 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.33 0.26 *TOTALS* PEAK FLOW (cms)= 0.31 0.01 0.326 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
---------------------------------------------------------------------------------------------------| RESERVOIR (0008) || IN= 2---> OUT= 1 || DT= 5.0 min | OUTFLOW STORAGE | OUTFLOW STORAGE-------------------- (cms) (ha.m.) | (cms) (ha.m.) 0.0000 0.0000 | 0.1553 0.0102 0.1064 0.0051 | 0.1798 0.0135
AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0007) 0.600 0.326 8.00 94.62 OUTFLOW: ID= 1 (0008) 0.600 0.171 8.08 94.61
PEAK FLOW REDUCTION [Qout/Qin](%)= 52.61 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.0135
---------------------------------------------------------------------------------------------------| CALIB || STANDHYD (0009) | Area (ha)= 2.10|ID= 1 DT= 5.0 min | Total Imp(%)= 93.00 Dir. Conn.(%)= 93.00-------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.95 0.15 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 118.32 40.00 Mannings n = 0.013 0.250
Max.Eff.Inten.(mm/hr)= 200.80 125.31 over (min) 5.00 5.00 Storage Coeff. (min)= 2.14 (ii) 4.04 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)= 0.31 0.24 *TOTALS* PEAK FLOW (cms)= 1.08 0.05 1.131 (iii) TIME TO PEAK (hrs)= 8.00 8.00 8.00 RUNOFF VOLUME (mm)= 97.13 61.28 94.62 TOTAL RAINFALL (mm)= 98.13 98.13 98.13 RUNOFF COEFFICIENT = 0.99 0.62 0.96
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
-------------------------------------------------------------------------------
--------------------| ADD HYD (0010) || 1 + 2 = 3 | AREA QPEAK TPEAK R.V.
-------------------- (ha) (cms) (hrs) (mm) ID1= 1 (0008): 0.60 0.171 8.08 94.61 + ID2= 2 (0009): 2.10 1.131 8.00 94.62 ================================================== ID = 3 (0010): 2.70 1.293 8.00 94.62
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
-------------------------------------------------------------------------------
FINISH===========================================================================================================
Project Information & Location
Project Name Olde Oakville Project Number 18708
City Oakville State/ Province Ontario
Country Canada Date 6/4/2019
Designer Information EOR Information (optional)
Name Laura Garner Name
Company R.J. Burnside & Associates Limited Company
Phone # 289-545-1048 Phone #
Email [email protected] Email
The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table.
Site Name Olde Oakville
Recommended Stormceptor Model STC 750
Target TSS Removal (%) 80.0
TSS Removal (%) Provided 85
PSD City of Toronto PSD
Rainfall Station TORONTO CENTRAL
The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution.
Detailed Stormceptor Sizing Report – Olde Oakville
Stormceptor Sizing Summary
Stormceptor Model % TSS Removal Provided
% Runoff Volume Captured Provided
STC 300 77 94
STC 750 85 98
STC 1000 86 98
STC 1500 87 98
STC 2000 89 99
STC 3000 91 99
STC 4000 93 100
STC 5000 93 100
STC 6000 94 100
STC 9000 96 100
STC 10000 96 100
STC 14000 97 100
StormceptorMAX Custom Custom
Stormwater Treatment Recommendation
Detailed Sizing Report – Page 1 of 6Stormceptor
Notes• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules.• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed.• For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance.
Hydrology AnalysisPCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour).Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section.
Rainfall Station
State/Province Ontario Total Number of Rainfall Events 2719
Rainfall Station Name TORONTO CENTRAL Total Rainfall (mm) 13185.4
Station ID # 0100 Average Annual Rainfall (mm) 732.5
Coordinates 43°37'N, 79°23'W Total Evaporation (mm) 960.8
Elevation (ft) 328 Total Infiltration (mm) 3281.5
Years of Rainfall Data 18 Total Rainfall that is Runoff (mm) 8943.1
StormceptorThe Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor’s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load.
Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor’s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: • Site parameters • Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods • Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) • TSS load • Detention time of the system
Detailed Sizing Report – Page 2 of 6Stormceptor
Drainage Area
Total Area (ha) 0.28
Imperviousness % 75.0
Water Quality Objective
TSS Removal (%) 80.0
Runoff Volume Capture (%) 90.00
Oil Spill Capture Volume (L)
Peak Conveyed Flow Rate (L/s)
Water Quality Flow Rate (L/s)
Design Details
Stormceptor Inlet Invert Elev (m)
Stormceptor Outlet Invert Elev (m)
Stormceptor Rim Elev (m)
Normal Water Level Elevation (m)
Pipe Diameter (mm)
Pipe Material
Multiple Inlets (Y/N) No
Grate Inlet (Y/N) No
Particle Size Distribution (PSD)Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as
metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD) that was selected to define TSS removal for the Stormceptor design.
City of Toronto PSD
Particle Diameter(microns)
Distribution % Specific Gravity
10.0 20.0 2.65
30.0 10.0 2.65
50.0 10.0 2.65
95.0 20.0 2.65
265.0 20.0 2.65
1000.0 20.0 2.65
Up Stream Storage
Storage (ha-m) Discharge (cms)
0.000 0.000
Up Stream Flow DiversionMax. Flow to Stormceptor (cms)
Detailed Sizing Report – Page 3 of 6Stormceptor
Site Name Olde Oakville
Site Details
Drainage AreaTotal Area (ha) 0.28
Imperviousness % 75.0
Infiltration ParametersHorton’s equation is used to estimate infiltration
Max. Infiltration Rate (mm/hr) 61.98
Min. Infiltration Rate (mm/hr) 10.16
Decay Rate (1/sec) 0.00055
Regeneration Rate (1/sec) 0.01
Surface CharacteristicsWidth (m) 106.00
Slope % 2
Impervious Depression Storage (mm) 0.508
Pervious Depression Storage (mm) 5.08
Impervious Manning’s n 0.015
Pervious Manning’s n 0.25
EvaporationDaily Evaporation Rate (mm/day) 2.54
Dry Weather FlowDry Weather Flow (lps) 0
Maintenance FrequencyMaintenance Frequency (months) > 12
Winter MonthsWinter Infiltration 0
TSS Loading Parameters
TSS Loading Function
Buildup/Wash-off Parameters
Target Event Mean Conc. (EMC) mg/L
Exponential Buildup Power
Exponential Washoff Exponent
TSS Availability ParametersAvailability Constant A
Availability Factor B
Availability Exponent C
Min. Particle Size Affected by Availability (micron)
Detailed Sizing Report – Page 4 of 6Stormceptor
Cumulative Runoff Volume by Runoff Rate
Runoff Rate (L/s) Runoff Volume (m³) Volume Over (m³) Cumulative Runoff Volume (%)
1 13481 11809 53.3
4 21503 3786 85.0
9 23700 1589 93.7
16 24582 706 97.2
25 24971 318 98.7
36 25137 152 99.4
49 25181 108 99.6
64 25207 82 99.7
81 25226 62 99.8
100 25243 45 99.8
121 25262 26 99.9
144 25280 8 100.0
169 25289 0 100.0
Detailed Sizing Report – Page 5 of 6Stormceptor
Rainfall Event AnalysisRainfall Depth
(mm)No. of Events Percentage of Total
Events (%)Total Volume (mm) Percentage of Annual
Volume (%)6.35 2091 76.9 3344 25.4
12.70 345 12.7 3201 24.3
19.05 131 4.8 2062 15.6
25.40 63 2.3 1358 10.3
31.75 42 1.5 1185 9.0
38.10 20 0.7 678 5.1
44.45 9 0.3 377 2.9
50.80 11 0.4 521 4.0
57.15 3 0.1 159 1.2
63.50 1 0.0 61 0.5
69.85 0 0.0 0 0.0
76.20 1 0.0 73 0.6
82.55 1 0.0 80 0.6
88.90 1 0.0 85 0.6
95.25 0 0.0 0 0.0
101.60 0 0.0 0 0.0
For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications
Detailed Sizing Report – Page 6 of 6Stormceptor