Lawrence Heights
Revitalization –
Phase 1A Subdivision
Functional Servicing Report
For
Toronto Community Housing
Corporation
N o v e m b e r 2 0 1 4 – 1 4 -9 8 2 5
i
Table of Contents
1.0
Introduction
1
1.1
Background ..................................................................................................................... 1
1.2
Study Area/Proposed Development ................................................................................. 1
2.0
Grading
2
3.0
Water Supply
2
4.0
5.0
3.1
Existing Watermain Services ........................................................................................... 2
3.2
Watermain Works in Right-Of-Ways ................................................................................ 3
3.3
Proposed Watermain Services to Block 1A ..................................................................... 3
Sanitary Sewers
3
4.1
Existing Sanitary Sewer Services Around Subdivision Block 1A ...................................... 3
4.2
Proposed Sanitary Sewer Works in Subdivision Right-of-Ways ....................................... 4
4.3
Proposed Sanitary Services to Block 1A.......................................................................... 5
4.4
Analysis of Existing Downstream Sanitary Sewers .......................................................... 5
Storm Drainage
6
5.1
Existing Storm Sewer Services ........................................................................................ 6
5.2
Proposed Storm Sewer Works in Right-Of-Ways ............................................................ 6
5.3
Proposed Storm Services to Block 1A ............................................................................. 7
6.0
Utilities
7
7.0
Conclusion
8
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
ii
List of Appendices
Appendix A: Storm Sewer Design Sheet
Sanitary Sewer Design Sheet
Downstream Sanitary Sewer Analysis Design Sheet
Appendix B: Figures
Figure 1: Vicinity Map
Figure 2: Overland Flow Route
Figure 3: Watermain Network
Figure 4: Sanitary Sewer System
Figure 5: Downstream Sanitary Sewer System Analysis
Figure 6: Storm Sewer System
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
1
1.0
Introduction
1.1
Background
Dillon Consulting Limited (Dillon) was retained by Toronto Community Housing (TCH) to
complete the detailed design for Lawrence Heights Revitalization Plan (LHRP) – Phase 1.
This Functional Servicing Report (FSR) summarizes the proposed works for the subdivision
work for Block 1A within the right-of-ways (ROWs) of Ranee Avenue, Flemington Road, and
Street A.
This FSR should be read in conjunction with the Stormwater Management (SWM) Report that
is also submitted as part of this Block 1A Subdivision package. Both of these reports will
provide support for the Site Plan Application (SPA) design of Block 1A, which was previously
submitted to the City, dated April 2014.
Much of the background information to support the design of the proposed Block 1A came
from a FSR and SWM Report that were prepared by Dillon, dated May 2012, which addressed
the overall servicing and SWM needs for the Phase 1 of LHRP. Also referenced was the
Lawrence-Allen Revitalization Study Infrastructure Master Plan (IMP) by MMM Group, dated
September 2011. This report offered existing external flow information that contributes to the
sequence 1A servicing systems. The sequencing of the subdivision has changed since these
two reports.
1.2
Study Area/Proposed Development
The proposed development, Block 1A, is located at the southwest corner of Ranee Avenue
and Allen Road, in the City of Toronto. The site is bounded by Allen Road to the east, Ranee
Avenue to the north, and Flemington Road to the west. Figure 1 shows the location of the
proposed subdivision Block 1A of LHRP. This report will describe the subdivision work
required for servicing Block 1A within the ROWs as denoted in the below figure.
It should be noted that the subdivision of Block 1A is subjected to an interim condition, and an
ultimate condition. The interim condition is referred to the time before the future Phase 3 of
the LHRP, and the ultimate condition is referred to the time when future Phase 3 is in place.
Flemington Road is proposed to be re-graded and will follow the current alignment for the
interim condition. In the ultimate condition Flemington Road will be re-aligned.
Street A is designed to intersect with the current Flemington Road in the interim alignment
under the interim condition; however, it will be adjusted to intersect with Flemington Road in
its ultimate alignment. The cul-de-sac will also be adjusted in the ultimate condition.
The storm and sanitary sewers are designed to the ultimate alignment of Flemington Road to
minimize removals in the future when subsequent phases are constructed.
In the interim condition, the existing watermain will be replaced with a watermain from
Flemington Road southerly to approximately STA 0+080. The watermain on Flemington will
not be fully replaced southerly until the ultimate condition.
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
2
The servicing of the proposed subdivision 1A is designed so as to minimize removals in the
future. In the interim condition, the design aims to install as much of the ultimate condition
work as possible.
Refer to Figure 1 for the site location.
2.0
GRADING
The subdivision of Block 1A is bounded by Ranee to the north, Allen to the east, Flemington to
the west, and a new ROW “Street A” to the south. The proposed grading will follow the
existing grading pattern of the subdivision ROWs as much as possible.
Ranee Avenue currently has a high point at the intersection with Flemington, then it slopes
steeply towards the Allen underpass. There is an existing low point approximately 60m west
of the intersection of Ranee and Flemington. Ranee Avenue will not be re-graded.
Flemington is currently sloped south from the intersection with Ranee Avenue, and is
proposed to be re-graded and re-paved for approximately 150m south of Ranee for the interim
condition. At the north end of Flemington, the proposed grading is lower than the existing
ground in order to accommodate the grading within Block 1A, therefore a retaining wall is
required along the west property line.
Street A is proposed to be graded sloping west towards Flemington. It will intersect with
Flemington’s existing alignment in the interim condition.
In the ultimate condition, Flemington will be re-aligned.
Figure 2 shows the overland flow pattern of the subdivision 1A.
3.0
WATER SUPPLY
3.1
Existing Watermain Services
On Ranee Avenue, east of Flemington, there is an existing 400mm diameter cast iron
watermain that runs east-west along the north side. To the west of Flemington, there is an
existing 300mm diameter watermain on the south side of Ranee Avenue. These are connected
to the existing 300mm diameter cast iron watermain that runs north-south on the west side of
Flemington Road. This 300mm diameter watermain services the existing units on the west
side of Flemington. The water services to these units will be maintained during construction
until they are re-connected to the new watermain.
Within the Block 1A area, there is an existing 150mm diameter watermain that is fed from the
existing 300mm diameter watermain on Flemington and that loops through the proposed site
area.
There are a number of existing hydrants around the proposed subdivision of 1A. These will be
kept in service.
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
3
3.2
Watermain Works in Right-Of-Ways
The sizing of the proposed watermains of LHRP was modeled and reported in MMM’s IMP.
The proposed subdivision for Block 1A will follow the IMP’s test results and recommendations.
The existing 300mm cast iron watermain on Flemington Road will be replaced with a new
300mm PVC watermain from Station 0+000 to approximately Station 0+080. From there the
existing 300mm cast iron watermain will continue along Flemington Road in its current
alignment, until such time as Flemington is realigned during future phases of this development.
A proposed 200mm PVC watermain will connect to the Flemington Road watermain and
service Street A, terminating at a new fire hydrant.
Replacement of a portion of the existing 300mm cast iron watermain on Flemington Road with
a new 300mm PVC watermain is proposed for the subdivision to satisfy the demand expected
from the development of Block 1A. The new watermain is proposed to be placed in the
pavement on the west side of Flemington Road. The existing 300mm cast iron watermain will
be kept in service during construction for the units on the west side of Flemington. The new
watermain will be installed to the existing services via a tee connection at the southwest
corner of Ranee Avenue and Flemington Road. The new pipe will continue southerly along
Flemington Road and connect to the existing watermain at approximately Station 0+080 A
new branch of 200mm watermain will be installed from the new cross fitting and will run east,
under the north sidewalk of Street A, ultimately terminating at a new fire hydrant.
See Figure 3 for the watermain network.
3.3
Proposed Watermain Services to Block 1A
Block A consists of a Market Condo Building, and a Rental Building. The Market Condo
Building on the north end of the site and the rental building on the south end of the site will be
serviced by two separate 200mm diameter watermain services, which will be connected to
the 300mm watermain on Flemington Road.
4.0
SANITARY SEWERS
4.1
Existing Sanitary Sewer Services Around Subdivision Block 1A
Block 1A has existing sanitary sewers on all four sides of the site.
To the north of Block 1A, there is an existing 250mm diameter sanitary sewer on Ranee
Avenue that conveys existing external flow from the area north of Ranee Avenue. This existing
250mm diameter sanitary sewer cuts into the proposed Block 1A where it then runs south in
an easement parallel to Allen Road. The 250mm diameter sanitary sewer then connects to an
existing 525mm diameter sanitary sewer that runs south in an easement parallel to Allen Road.
To the south of Block 1A, where Javelin Lane and Flemington Road intersect, there is an
existing 250mm diameter sanitary sewer that conveys flows from the existing units along
Flemington Road, the existing community inside Javelin Lane, and the area to the south of the
intersection of Javelin Lane and Flemington Road. The flow from these areas also connect to
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
4
the existing 525mm diameter sanitary sewer that runs south in the easement parallel to Allen
Road.
To the east of Block 1A, there is an existing 525mm diameter sanitary sewer that crosses
Allen Road, and connects to the existing 525mm diameter sanitary sewer that runs south
along the easement parallel to Allen Road. The existing 525mm diameter sanitary sewer that
crosses Allen Road conveys flows from a large area to the northeast of Allen Road. It should
be noted that this large flow is connected to the sanitary sewer system west of Allen Road
only in the interim condition. In the ultimate condition, this flow is meant to be serviced by the
future sanitary sewers in the Phase 1 area that is to the east of Allen Road.
Refer to Figure 4 for the existing sanitary sewer system.
4.2
Proposed Sanitary Sewer Works in Subdivision Right-Of-Ways
The proposed sanitary sewer system for the Block 1A subdivision starts with a 300mm
diameter sanitary sewer at the north end of the subdivision, and ends with a 375mm diameter
sanitary sewer on Street A that outlets to the existing 525mm diameter sanitary sewer at the
southeast corner of Block 1A.
The proposed sanitary sewer system for the subdivision of Block 1A will service the Block 1A,
as well as existing-external flows from:
•
•
•
•
the north of Ranee Avenue;
the west of Ranee Avenue;
the community inside Javelin Lane;
the community to the south of Flemington Road and Javelin Lane.
A 300mm diameter sanitary sewer is proposed on Ranee Avenue to convey the existing
external flows from the areas north and west of Ranee Avenue. The flow then heads south via
a proposed 375mm diameter sanitary sewer down Flemington Road, which will also service
the proposed Block 1A.
At Javelin Lane and Flemington Avenue (MH4A), existing external sanitary flow from Javelin
Lane and the units south of Flemington will connect to the proposed 375mm diameter sanitary
sewer, which flows east on Street A towards the existing 525 mm diameter sanitary sewer
outlet at the southeast corner of Block 1A.
The existing external sanitary flow from the east side of Allen Road (122.91 L/s, referencing
MMM’s IMP’s sanitary design sheet) enters the existing downstream sanitary sewers along
the easement downstream of MH6A (at an existing sanitary maintenance hole just north of the
proposed MH6A). Under existing conditions, the existing sanitary sewers down the easement
are over capacity (103% full according to MMM IMP’s design sheets). Block 1A’s contribution
to the existing sanitary sewers down the easement parallel to Allen Road adds approximately
4 L/s to the system. The existing sewers become about 104% full.
Once the servicing of Phase 1 east of Allen Road is in place, this external sanitary flow will be
directed east, and the existing sanitary sewers in the easement downstream of MH6A will be
relieved of the 122.91 L/s, leaving the downstream sanitary sewers at 40% full.
Due to Block 1A’s minimal additional flow to the existing sewers just downstream of MH6A,
and since the remainder of Phase 1 (east of Allen Road) will be serviced shortly after
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
5
Block 1A, downstream improvements to these existing sanitary sewers is not warranted.
Refer to Figure 4 for the proposed sanitary sewer system.
4.3
Proposed Sanitary Services to Block 1A
As Block 1A consists of two buildings, each of the buildings will require their own sanitary
service connection. The Market Condo Building on the north end of the site will be serviced by
a 300mm diameter sanitary sewer connection, and the rental building on the south end of the
site will be serviced by a 250mm diameter sanitary sewer connection. These sanitary sewer
connections will connect to the 375mm diameter sanitary sewer on Flemington Road.
4.4
Analysis of Existing Downstream Sanitary Sewers
As part of the Block 1A Subdivision Design Package, the existing sanitary sewers and subtrunk downstream of Block 1A were analyzed with an estimated flow from the future phases
of LHRP. The analysis was based on the information found in the MMM’s IMP, and Dillon’s
Phase 1 FSR (May 2012). Through discussions with the City, it was decided that the existing
downstream sanitary sub-trunk sewers (MMM’s “Sub-Trunk 2”) south of Lawrence Avenue to
the sanitary trunk connection at Bathurst Street and Hillhurst Boulevard will be upsized by one
sewer size from MMM’s IMP in order to service the anticipated future flows of LHRP.
Once additional information is available with regards to the expected future flows, the sanitary
sub-trunk analysis can be finalized.
Refer to Figure 5 for the downstream sanitary sewers to be upsized.
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
6
5.0
5.1
STORM DRAINAGE
Existing Storm Sewer Services
The existing storm sewer network contains a number of concrete sewers and maintenance
hole structures within the adjacent roadways and throughout the proposed development areas.
An existing 1200mm concrete sewer (and 900mm diameter storm sewer at a steep slope) on
Ranee Avenue conveys the minor flow to the east, where it connects to the 2100mm
diameter storm trunk underneath William R. Allen Road.
Ranee Avenue has a high point at the intersection with Flemington, and a low point and
easement between existing lots approximately 60m west of the mentioned intersection. There
exists a set of double catch basins (DCB) at the low point. It is our understanding that the
easement would convey overtopping flows from Ranee Avenue to the existing 1200mm
diameter storm sewer. At the south side of the easement, there is an existing catchbasin (CB)
and the start of another existing 1200mm diameter storm sewer that cuts through the
proposed Block 1A lands and connects to the Allen Road storm trunk. It is believed that this
existing 1200mm diameter storm sewer was installed as part of the Allen Road underpass
project, where the road grade became too steep and the highpoint at the intersection of Ranee
Avenue and Flemington Road was introduced. Existing sewer information suggests that the
existing 1200mm diameter storm sewer that cuts through Block 1A services the existing park
and parking lot inside Javelin Lane, a section of Flemington Road, the existing Zachary Court,
and the flow that overtops Ranee Avenue at the low point.
Topographic elevations and information suggest that there are no storm sewers connected to
the existing CB to the south of the easement. The topographic information suggests that the
existing CB services the surface runoff of the existing park and parking lot area inside Javelin
Lane. However, field observation indicates that this existing CB is covered with more than
0.3m of dirt, hence the surface runoff of this area is escaping via the parking lot driveway,
connected to Flemington Road. The City has indicated that this area does not experience
flooding. Once a CCTV inspection is performed on the existing 1200mm diameter storm
sewer, we can refine the storm by-pass design as required.
Further south of the intersection of Flemington and Javelin Lane, there exists a 250mm
diameter concrete sewer on Flemington Road. The existing storm sewer system then goes
through Pengarth Court and heads south along an easement parallel to Allen Road before it
enters the 2100mm diameter storm trunk.
Refer to Figure 6 for the existing storm sewer system.
5.2
Proposed Storm Sewer Works in Right-Of-Ways
The proposed storm sewer system for the Subdivision of Block 1A starts from the north end
of the site, and connects to the existing storm sewer south of the intersection of Flemington
and Street A. The proposed storm sewers’ alignment follows the ultimate alignment of
Flemington Road in order to minimize throw-away costs when the future phases are
constructed.
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
7
A bio-swale is proposed in the east boulevard of Flemington Road to convey and store the
100-year storm event for the boulevard so that the runoff will not overtop into the adjacent
townhouse terraces. The placement of the bio-swale is between the sidewalk and the property
line. The proposed 750mm diameter storm sewer on Flemington Road is sized for quantity
control. The runoff on Flemington Road will be quality treated before entering the existing
storm sewer system.
Street A is proposed to use a super pipe, 1050 mm diameter, for quantity control, and an endof-pipe quality control before it enters the existing storms sewer system on Flemington Road.
As the existing 1200mm storm sewer south of Ranee Avenue cuts through Block 1A, part of
the storm sewer design for the proposed subdivision of Block 1A includes re-aligning of the
storm by-pass. The proposed storm by-pass is intended to convey the minor storm of the
park and parking lot area inside Javelin Lane, the minor storm of a section of Flemington Road
just north of the by-pass (approximately 0.12 ha), and the flow that overtops Ranee Avenue to
the north of the mentioned easement. It is proposed that the storm by-pass will wrap around
Block 1A to the north, and connect to the existing storm MH entering in the existing 1200mm
diameter storm sewer to the Allen Road storm trunk.
Refer to Figure 6 for the proposed storm sewer system.
For more details on the quality and quantity control of the proposed storm system, please
refer to the SWM Report that is also part of this submission package.
5.3
Proposed Storm Services to Block 1A
Storm runoff will be collected onsite during rain events through the multiple trenches and area
drains within the property. The runoff collected in Block 1A will be directed internally through
the building to the storm water holding tank located on the east side of the P1 parking level.
The tank will connect to the existing storm MH at the existing 1200mm diameter storm sewer
outletting to the Allen Road trunk sewer.
6.0
UTILITIES
Coordination with RTG is ongoing, with regards to final utility requirements for this project.
The proposed road cross-sections currently show suggested corridors for other utilities within
the ROW. Once RTG has confirmed the final utility requirements, the cross-sections will be
updated accordingly.
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
8
7.0
CONCLUSION
Based on the information available to-date, we have proposed grading and servicing for the
subdivision of Block 1A for the LHRP.
We herein submit the Functional Servicing Report, in conjunction with the enclosed
Stormwater Management Report and design drawings for the City’s review and comment.
Respectfully Submitted,
DILLON CONSULTING LIMITED
Teresa Yuen, P.Eng.
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
Appendix A
A
B
C
Storm Sewer Design Sheet
Sanitary Sewer Design Sheet
Downstream Sanitary Sewer Analysis
Design Sheet
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
LAWRENCE HEIGHTS - EXISTING STORM SEWER ANALYSIS
STORM SEWER DESIGN SHEET
Intensity Option #
Project Name: Lawrence Heights Phase 1A
Project Number: 149825
1) Intensity (i) = a/(t+b)^c
a=
b=
c=
Road
/Stations
Location
From
MH
To
MH
Area
(ha)
Run.
Coef.
2.78AC
Accum.
2.78AC
2
2) Intensity (i) = a*t^b
Q2
a=
21.800
b=
-0.780
Template Created by:
Windsor Office Phone:
3) Insert Intensity
Q100
59.700
-0.800
T of In
(min)
T of F
(min)
T of Conc.
(min)
Intensity
(mm/hr)
Exp. Flow
(L/s)
3.30
10.00
0.00
10.00
88.19
290.72
3.30
10.00
0.00
10.00
250.32
825.19
3.30
10.00
0.00
10.00
-
534.47
i=
Total Area (ha)=
Capacity
(L/s)
Outlet
9.32Invert Elevation=
Sewer Design / Profile
Pipe Dia.
Velocity
Length
(m/s)
(m)
(mm)
Slope
(%)
%FULL
BY-PASS
Existing External Area from North of Ranee through easement
Q2
EX.MH137
2.42
0.490
3.30
Q100
EX.MH137
2.42
0.490
3.30
Q100-2
EX.MH137
2.42
0.490
3.30
(Flow overtopping Ranee at easement)
Existing Q2 from Javelin Lane Area
EX.MH137
1.00
Block 1A
0.500
1.39
1.39
Controlled flow of north part of Flemington
EX.MH137
0.12
0.750
0.25
0.25
10.00
0.00
10.00
88.19
122.58
432.00
(Controlled flow from SWM)
1089.05
3879.19
EX.MH137
MH15
0.00
4.94
0.29
10.00
88.19
MH15
MH16
0.00
4.94
0.45
10.29
86.21
1086.31
MH16
MH17
0.00
4.94
0.43
10.74
83.39
MH17
MH18
0.00
4.94
0.43
11.17
MH18
EX.STMH2
0.00
4.94
0.48
TANK / PLUG
EX.STMH2
2.35
2.35
EX.STMH2
EX.MH136
0.00
7.29
0.94
0.900
10.00
3.43
60.6
1200
0.99
28.1%
2063.01
1.82
49.2
1200
0.28
52.7%
1082.38
3118.98
2.76
70.4
1200
0.64
34.7%
80.90
1078.92
1232.89
1.09
28.0
1200
0.10
87.5%
11.60
78.56
1075.67
1232.89
1.09
31.4
1200
0.10
87.2%
0.14
10.00
-
12.5
200
2.00
94.9%
0.18
12.08
76.11
44.00
46.38
1.48
(Controlled Flow from Cistern)
1116.27
2756.82
2.44
26.0
1200
0.50
40.5%
LAWRENCE HEIGHTS - EXISTING STORM SEWER ANALYSIS
STORM SEWER DESIGN SHEET
Intensity Option #
Project Name: Lawrence Heights Phase 1A
Project Number: 149825
1) Intensity (i) = a/(t+b)^c
a=
b=
c=
Road
/Stations
Location
From
MH
2
2) Intensity (i) = a*t^b
Q2
a=
21.800
b=
-0.780
To
MH
Area
(ha)
Run.
Coef.
2.78AC
Accum.
2.78AC
T of In
(min)
T of F
(min)
T of Conc.
(min)
Intensity
(mm/hr)
Template Created by:
Windsor Office Phone:
3) Insert Intensity
Q100
59.700
-0.800
Exp. Flow
(L/s)
i=
Total Area (ha)=
Capacity
(L/s)
Outlet
2.07Invert Elevation=
Sewer Design / Profile
Pipe Dia.
Velocity
Length
(m/s)
(m)
(mm)
Slope
(%)
%FULL
BLOCK 1A
Flemington
MH22
MH21
0.16
0.750
0.33
0.33
10.00
0.00
10.00
20.70
(Controlled Flow obtained from SWM)
Bioswale
-
MH20
0.13
0.230
0.08
0.08
10.00
0.00
10.00
7.70
(Controlled Flow obtained from SWM)
Street A
MH20
MH21
0.27
0.560
0.42
0.50
10.00
0.00
10.00
33.00
(Controlled Flow obtained from SWM)
MH21
MH24
0
0.000
0.00
0.84
0.34
10.00
88.19
Flemington
EX.STMH1
MH24
1.4
0.500
1.95
1.95
10.00
0.06
10.00
88.19
151.87
59.76
1.22
4.7
250
1.01
254.1%
Flemington
MH24
EX.STMH2
0.11
0.580
0.18
2.96
10.00
0.30
10.34
85.90
164.75
59.76
1.22
22.1
250
1.01
275.7%
61.40
123.98
1.12
23.1
375
0.50
(This adds up all the controlled flows for Flemington + Street A + Bioswale)
49.5%
LAWRENCE HEIGHTS REVITALIZATION PLAN - PHASE 1A SUBDIVISION
SANITARY SEWER DESIGN SHEET
Project Name: Lawrence Heights Ph 1A
Project No:149825
City of Toronto
Location
LOCATION
ROAD/STN
FROM
TO
MH
MH
The Peaking Factor was derived:
Using Harmon Formula=
Y
From a Table=
N
Value from table=
INDIVIDUAL
POP
AREA
(ha.)
CUMULATIVE
POP AREA
(ha.)
Residential Average Daily Flow=
450
L/Cap.D
(Y or N)
Peak Extraneous Flow=
Flow Characteristics
PEAKING POP FLOW
PEAK EXTR.
FACTOR
Q(p)
FLOW Q(i)
M
(L/s)
(L/s)
0.260
EXTERNAL
FLOWS (L/s)
PEAK DESIGN
FLOW Q(d)
(L/s)
CAPACITY
(L/s)
L/Ha.S
Sewer Design/Profile
Wall
LENGTH PIPE DIA. Thickness
(m)
(mm)
(mm)
SLOPE
(%)
VELOCITY
(m/s)
% FULL
Ranee Ave
1A
2A
0.0
0.09
0
0.09
4.500
0.000
0.022
42.040
42.06
80.91
40.6
300
19
0.70
1.14
52%
Flemington Rd
2A
3A
0.0
0.12
0
0.21
4.500
0.000
0.054
15.810
57.90
68.38
50.5
300
19
0.50
0.97
85%
Flemington Rd
3A
4A
791.0
1.16
791
1.37
3.863
15.916
0.357
0.670
74.79
96.03
79.3
375
19
0.30
0.87
78%
Flemington Rd
Ex MH
4A
0.0
0.00
0
0.00
4.500
0.000
0.000
9.340
9.34
42.05
14.7
250
19
0.50
0.86
22%
Flemington Rd
4A
5A
0.0
0.03
791
1.40
3.863
15.916
0.365
84.14
96.03
6.8
375
19
0.30
0.87
88%
Street A
5A
6A
0.0
0.22
791
1.62
3.863
15.916
0.422
84.20
96.03
91.8
375
19
0.30
0.87
88%
LAWRENCE HEIGHTS REVITALIZATION - EXTERNAL DOWNSTREAM SANITARY SEWER ANALYSIS
SANITARY SEWER DESIGN SHEET (PROPOSED)
Project Name: LHR
Project No: 149825
City / Municipality of Toronto
Location
LOCATION
ROAD/STN
EAST OF ALLEN ROAD
EX. EXT. AREAS NORTH OF RANEE
PROP. PHASE 1
FLEMINGTON RD / RONDALE RD
FLEMINGTON RD
FROM
TO
MH
MH
MH4244209168
MH4216809532 (MH4-1A)
MH4210609547
MMM's MH1-1A
MMM's MH1-1A
MH4210609547
MH4202209538 (MH4-2A)
The Peaking Factor was derived:
Using Harmon Formula=
Y
(Y or N)
From a Table=
N
Value from table=
Flow Characteristics
INDIVIDUAL
CUMULATIVE
PEAKING POP FLOW
POP
AREA
POP
AREA
FACTOR
Q(p)
(ha.)
1975
2090.0
0.0
0.0
32.37
9.54
0.00
0.00
FROM PROPOSED FUTURE PHASE 2 GOING INTO MH4202209538]. Calculate the Flow from the incoming PH2 flow only.
FROM PARTS OF PROPOSED FUTURE PHASE 4. Calculate the Flow from the incoming PH4 flow only.
FUT.PHASE 2
MH2-1A
MH4202209538 (MH4-2A)
3067.3
10.65
FLEMINGTON RD
MH4202209538 (MH4-2A)
MH4196509499
0.0
0.00
FUTURE BLK 38 (PH4)
MH4196509499
550.8
0.87
FLEMINGTON RD
MH4196509499
MH4194309441
0.0
0.00
FUTURE BLK 32 (PH4)
MH4194309441
819.9
1.07
FLEMINGTON RD
MH4194309441
MH41957019360
0.0
0.00
FLEMINGTON RD
MH41957019360
MH4195109298 (MH4-3A)
0.0
0.00
FROM THE WEST OF ALLEN RD - PROPOSED FUTURE PHASE 3A (INCL. BLKS 29 & 30 FROM AUG 28 2014 PHASE BREAKUP)
FROM THE WEST OF ALLEN RD - PROPOSED FUTURE PHASE 1A WILL ENTER HERE
FUT. BLKS 29 & 30
MH4190409153
885.6
1.20
EX. EXT. AREAS NORTH OF RANEE
MMM's EXT. MH1A to EXT MH2A
MH4190409153
142.0
8.41
MODIFIED FUTURE PH3A
MH3A-2A
MH4190409153
3655.8
11.85
PROP. PHASE 1: BLK1A
MH4190409153
790.0
0.94
FLEMINGTON RD
MH4190409153
MH4192409221
0.0
0.00
FLEMINGTON RD
MH4192409221
MH4195109298 (MH4-3A)
0.0
0.00
REPLING RD / FLEMINGTON
MH4195109298 (MH4-3A)
MH4188009326
FUTURE BLK 31
MH4188009326
REPLING RD
MH4188009326
MH4182009351 (MMM'S MH4-4A)
FROM PARTS OF PROPOSED FUTURE PHASE 4. Calculate the Flow from the incoming PH4 flow only.
MMM 39,40,41,42,43,44,34
FUTURE BLOCK 28 (PH4)
FUTURE BLK, 35, 36 (PH4)
REPLING RD
MMM UNK BLK
FUTURE BLK 37 (PH4)
REPLING RD
REPLING RD/EASEMENT
MMM's MH4-5A
MMM's MH4-5A
MH4182009351 (MMM'S MH4-4A)
MH4175909376
MH4169507401
MH4182009351 (MMM'S MH4-4A)
MH4182009351 (MMM'S MH4-4A)
MH4182009351 (MMM'S MH4-4A)
MH4175909376
MH4175909376
MH4175909376
MH4169507401
MH4162509429
Residential Average Daily Flow=
240
Residential Average Daily Flow=
2.270
L/Cap.D
450 L/Cap.D
L/Ha.S
0.26 L/Ha.S
Sewer Design/Profile
PEAK EXTR.
FLOW Q(i)
PEAK DESIGN
FLOW Q(d)
CAPACITY
LENGTH
PIPE DIA.
Wall
Thickness
SLOPE
%
(ha.)
M
(L/s)
(L/s)
(L/s)
(L/s)
(m)
(mm)
(mm)
(%)
Full
1975
2090
4065
4065
32.372
9.54
41.92
41.92
3.571
3.327
3.327
38.870
36.216
36.216
2.481
2.481
2.481
59.54
41.35
98.24
98.24
52.97
201.60
201.60
39.4
63.3
85.1
300
450
450
19
19
19
0.30
0.50
0.50
78%
49%
49%
3067
7132
551
7683
820
8503
8503
10.65
52.57
0.87
53.44
1.07
54.51
54.51
3.434
3.099
3.952
3.067
3.854
3.024
3.024
54.863
83.235
11.338
122.745
16.457
102.825
102.825
2.769
5.250
0.226
13.893
0.278
5.755
5.755
57.63
148.03
11.56
136.64
16.74
168.12
168.12
201.60
68.5
450
19
0.50
73%
201.60
62.3
450
19
0.50
68%
201.60
201.60
81.7
62.8
450
450
19
19
0.50
0.50
83%
83%
886
142
3656
790
5473
5473
1.20
8.41
11.85
0.94
22.40
22.40
3.833
17.681
0.312
3.368
3.864
3.208
3.208
64.130
15.897
89.088
89.088
3.081
0.244
3.637
3.637
17.99
57.84
67.21
16.14
150.57
150.57
201.60
201.60
71.0
80.9
450
450
19
19
0.50
0.50
75%
75%
0.0
0.00
13976
76.91
2.809
173.513
9.392
300.28
434.17
75.9
600
19
0.50
69%
589.9
0.0
0.93
0.00
590
14566
0.93
77.84
3.936
2.791
12.094
180.972
0.242
9.634
12.34
307.99
434.17
65.3
600
19
0.50
71%
1292.0
228.0
1010.0
0.0
500.0
571.0
0.0
0.0
4.66
1.00
1.60
0.00
1.02
1.70
0.00
0.00
1292
228
1010
17096
500
571
18167
18167
4.66
1.00
1.60
85.10
1.02
1.70
87.82
87.82
3.726
4.127
3.797
2.721
3.974
3.944
2.694
2.694
25.070
4.901
19.975
212.284
10.350
11.729
225.242
225.242
1.212
0.260
0.416
10.939
0.265
0.442
12.229
12.229
26.28
5.16
20.39
340.60
10.61
12.17
354.85
354.85
434.17
65.9
600
19
0.50
78%
434.17
434.17
68.4
75.4
600
600
19
19
0.50
0.50
82%
82%
3110.4
83.0
8.05
0.96
3110
21361
8.05
96.83
3.429
2.624
55.551
220.470
2.093
12.478
57.64
407.97
544.76
85.4
675
19
0.42
75%
FROM THE WEST OF ALLEN RD - PROPOSED FUTURE PHASE 3B - SOUTH WILL ENTER HERE
LAWRENCE AVE. (PH3B)
LAWRENCE AVE.
MH3B-4A
MH4162509429
START OF SUBTRUNK SOUTH OF LAWRENCE AVE. (USING MMM'S MH NUMBERS)
MH4162509429
MH4165009511
LAWRENCE HEIGHTS REVITALIZATION - EXTERNAL DOWNSTREAM SANITARY SEWER ANALYSIS
SANITARY SEWER DESIGN SHEET (PROPOSED)
Project Name: LHR
Project No: 149825
City / Municipality of Toronto
Location
LOCATION
The Peaking Factor was derived:
Using Harmon Formula=
Y
(Y or N)
From a Table=
N
Value from table=
Flow Characteristics
INDIVIDUAL
CUMULATIVE
PEAKING POP FLOW
POP
AREA
POP
AREA
FACTOR
Q(p)
Residential Average Daily Flow=
240
Residential Average Daily Flow=
2.270
L/Cap.D
450 L/Cap.D
L/Ha.S
0.26 L/Ha.S
Sewer Design/Profile
PEAK EXTR.
FLOW Q(i)
PEAK DESIGN
FLOW Q(d)
CAPACITY
LENGTH
PIPE DIA.
Wall
Thickness
SLOPE
%
(L/s)
431.12
6.12
442.95
13.13
458.52
(L/s)
600.41
(m)
267.5
(mm)
900
(mm)
19
(%)
0.11
Full
72%
768.05
250.0
900
19
0.18
58%
957.93
84.7
900
19
0.28
48%
156.412
458.52
974.88
107.6
900
19
0.29
47%
127.542
158.319
480.13
1130.54
107.6
900
19
0.39
42%
2.590
3.852
2.575
3.874
2.561
4.215
2.559
128.539
8.828
133.684
8.168
138.382
1.475
139.158
162.495
24.561
187.057
6.311
193.367
3.314
196.682
485.31
33.39
495.76
14.48
506.77
4.79
510.86
1130.54
107.6
900
19
0.39
43%
1187.10
5.0
900
19
0.43
42%
1007.94
98.0
900
19
0.31
50%
868.20
99.0
900
19
0.23
59%
135.48
1.14
136.62
0.83
137.45
36.47
173.92
5.09
2.559
4.283
2.558
4.280
2.556
3.379
2.499
3.989
139.158
0.833
139.590
0.856
140.033
33.307
161.529
5.185
196.682
2.588
199.269
1.884
201.153
82.787
283.940
11.554
510.86
3.42
513.88
2.74
516.21
116.09
620.49
16.74
743.27
102.1
975
19
0.11
69%
1287.39
101.5
975
19
0.33
40%
5130.01
101.2
975
19
5.24
10%
3990.09
104.5
975
19
3.17
16%
17991
46954
314
47292
214.40
393.41
4.70
398.44
2.699
2.290
4.070
2.287
134.868
265.431
3.550
267.240
486.688
782.183
10.669
793.601
621.56
1222.64
14.22
1235.86
1831.83
101.8
1050
19
0.45
67%
1831.83
32.6
1050
19
0.45
67%
0.02
1.27
0.01
6.58
0.01
47292
395
47687
449
48136
398.46
1.27
399.74
6.58
406.33
2.287
4.025
2.284
3.998
2.280
267.240
4.416
269.351
4.986
271.745
793.646
2.883
796.552
14.937
811.511
1461.03
7.30
1240.93
19.92
1510.62
1831.83
14.9
1050
19
0.45
80%
1831.83
87.5
1050
19
0.45
68%
1831.83
9.0
1050
19
0.45
82%
0.00
48136
406.33
2.280
271.745
811.511
1510.62
3871.78
1.0
1500
19
0.30
39%
ROAD/STN
FROM
TO
EX.SHERMOUNT AVE.
Meadowbrook Rd. Input
EX. MEADOWBROOK RD.
Englemount Ave. Input
EX. REDDICT CT.
MH
MH4165009511
EX-MB1
MH999A
EX-EA1
MH998A
MH
MH999A
MH999A
MH998A
MH998A
MH997A
66.0
310.0
492.0
350.0
284.0
(ha.)
12.84
1.15
1.82
4.05
1.05
21427
310
22229
350
22863
(ha.)
109.67
1.15
112.64
4.05
117.74
M
2.622
4.072
2.606
4.049
2.594
(L/s)
118.005
3.507
123.092
3.937
127.084
(L/s)
138.093
2.611
144.835
9.194
156.412
EX. REDDICT CT. EASEMENT
MH997A
MH996A
0.0
0.00
22863
117.74
2.594
127.084
EX.DALEMOUNT AVE.
MH996A
MH995A
73.0
0.84
22936
118.58
2.593
EX. SHELBORNE AVE.
Glenmount Ave. Input
EX. GLENMOUNT AVE.
Shelbourne Ave. Input
EX. GLENMOUNT AVE.
Coldstream Ave. Input
EX. GLENMOUNT AVE.
MH995A
EX-GA1
MH4
EX.SA1
MH5
EX.CA1
MH2
MH4
MH4
MH5
MH5
MH2
MH2
MH1
159.0
825.0
0.0
759.0
0.0
126.0
0.0
1.84
10.82
0.00
2.78
0.00
1.46
0.00
23095
825
23920
759
24679
126
24805
120.42
10.82
131.24
2.78
134.02
1.46
135.48
EX. GLENMOUNT AVE.
Glen Park Ave. Input
EX. GLENMOUNT AVE.
Glencairn Ave. Input
EX. GLENMOUNT AVE.
Hillmount Ave. Input (W & E)
EX. GLENMOUNT AVE.
Viewmount Ave. Input ( E)
MH1
EX-GPA1
MH100
EX-GA2
MH101
EX.HA1 & EX-HA2
MH102
EX-VA2
MH100
MH100
MH101
MH101
MH102
MH102
MH103
MH103
0.0
70.0
0.0
72.0
0.0
3548.0
0.0
468.0
0.00
1.14
0.00
0.83
0.00
36.47
0.00
5.09
24805
70
24875
72
24947
3548
28495
468
Viewmount Ave. Input ( W)
EX. EASEMENT
Prue Ave. Input (W)
EX. PRUE AVE.
MH103
EX-PA1
MH104
MH103
MH104
MH104
MH105
17991.0
0.0
314.0
24.0
214.40
0.00
4.70
0.33
EX. PRUE AVE.
Prue Ave. Input ( E)
EX. PRUE AVE.
Hillhurst Blvd. Input
EX. PRUE AVE.
MH105
EX-PA2
MH106
EX-HB1
MH107
MH106
MH106
MH107
MH107
MH108
0.0
395.0
0.0
449.0
0.0
EX. PRUE AVE.
MH108
METRO
0.0
Appendix B
D
Figures
Phase 1A Subdivision – Functional Servicing Report
Toronto Community Housing Corporation
November 2014 – 14-9825
HIGHLAND H
ILL
PHASE 1A
STREET A
MI
LE
N
TO
D.
R
NG
WILLIAM R. ALLEN RD. N.
RANEE AVE.
F
KEY PLAN
FileName:c:\users\32mlm\desktop\lh files\edits\149825-02-cov-des.dwg
N.T.S.
PROJECT
PROJECT NO.
14-9825
TITLE
DATE
November 2014
VICINITY
MAP
KEY PLAN
FIGURE NO.
1
FileName: g:\cad\149825 lawrence heights\02-civil\05-misc_docs\149825-02-gr (c3d)-interim olf.dwg
PROJECT
TITLE
DATE
11/25/14
LAWRENCE HEIGHTS REVITALIZATION
PHASE 1A SUBDIVISION
OVERLAND FLOW ROUTE
PROJECT NO.
14-9825
FIGURE NO.
2
PROJECT
TITLE
DATE
11/25/14
LAWRENCE HEIGHTS REVITALIZATION
PHASE 1A SUBDIVISION
WATERMAIN NETWORK
PROJECT NO.
14-9825
FIGURE NO.
3
PROJECT
TITLE
DATE
11/25/14
LAWRENCE HEIGHTS REVITALIZATION
PHASE 1A SUBDIVISION
SANITARY SEWER SYSTEM
PROJECT NO.
14-9825
FIGURE NO.
4
LEGEND
MANHOLE
MH 999A
MH 998A
EX. SAN. SEWER SIZE
MH 997A
PROP. SAN. SEWER
MH996A
SEWER TO BE
UPSIZED
EX MH 4
MH 995A
EX. SUB-TRUNK SIZE
EX MH 5
MMM IMP. SUB-TRUNKSIZE
SUB-TRUNK UPSIZED
FROM MMM IMP.
EX MH 2
EX MH 1
EX MH 100
EX MH 101
EX MH 102
EX MH 103
EX MH 104
EX MH 105
EX MH 106
EX MH 107
EX MH 108
PROJECT
TITLE
DATE
11/25/14
LAWRENCE HEIGHTS REVITALIZATION
PHASE 1A SUBDIVISION
DOWNSTREAM SANITARY SEWER
SYSTEM ANALYSIS
PROJECT NO.
14-9825
FIGURE NO.
5
PROJECT
TITLE
DATE
11/25/14
LAWRENCE HEIGHTS REVITALIZATION
PHASE 1A SUBDIVISION
STORM SEWER SYSTEM
PROJECT NO.
14-9825
FIGURE NO.
6