THE ODAN/DETECH GROUP INC.

Transcription

5230 SOUTH SERVICE ROAD, BURLINGTON, ONTARIO L7L 5K2
TELEPHONE: (905) 632-3811
FACSIMILE: (905) 632-3363
Email: [email protected]
PROJECT No. : 12231
THE MILL RACE,
FUNCTIONAL SERVICING REPORT
MAIN STREET AND MILL STREET,
MILTON, ONTARIO
CLIENT:
435454 ONTARIO INC.
_________________________________
JOHN KRPAN, M.S.C.E., P.Eng.
November 11, 2015
__________________
DATE
ORIGINAL:
August 1, 2013
UPDATED:
UPDATED:
July 17, 2015 (updated sanitary flows and added WSP- InfoSewer report)
November 11, 2015 (updated report to reflect site plan)
File No. 12231-THE MILL RACE-FSR-updated-Nov-2015.doc
THE MILL RACE,
MILTON, ONTARIO
``
TABLE OF CONTENTS
DESCRIPTION
page
1.0
INTRODUCTION
1
2.0
SCOPE OF WORK
1
3.0
DESIGN CONSIDERATIONS
1
A) Sanitary Waste Water Disposal
1
B) Water Distribution
3
C) Storm Water Management, Drainage
9
D) Erosion and Sediment Control
15
E) Geotechnical Investigation
15
4.0
CONCLUSIONS
15
5.0
REFERENCES
15
Appendix A
Existing Site
Summary of Building Statistics
Site Plan
Aerial view of Site and surrounding Site
by Green Propeller Architects
by Green Propeller Architects
Appendix B
Visual Otthymo – Input/output Files
Appendix C
WSP report on the Sanitary Trunk Sewer capacity (updating Region’s INFO SEWER Model).
Appendix D
Figure 1
Figure 2
Plan Showing Existing Site Servicing
Plan Showing Proposed Site Servicing concepts
FILE No. 12231-THE MILL RACE-FSR-updated-Nov-2015.doc
.
1
THE MILL RACE,
MILTON, ONTARIO
1.0
INTRODUCTION:
The property under study is located at Main Street and Mill Street in the Town of Milton. The block
of interest where the subject Site resides is bounded by existing James Street to the west, existing
Main Street to the south, existing Martin Street to the east and existing Mill Street to the north.
See Figure 1 Appendix A.
It is proposed to redevelop the Site (currently 5 commercial lots) into a mixed used retail and
residential multi storey building. The Site is 0.6696 ha (1.65 acre).
Refer to the Site Plan (prepared by Green Propeller Architects) for further information regarding
the proposed layout of the Site including the building location, asphalt, walks, concrete curbing
etc.
For storm water management design purposes the total area that will be evaluated is 0.6696 ha.
The present site drainage on the five lots is drainage from the Main Street to Mill Street.
2.0
SCOPE OF WORK:
THE ODAN/DETECH GROUP INC. was retained by 435454 ONTARIO INC., to review the Site,
collect data, evaluate the Site for the proposed mixed residential/commercial uses and present the
findings in a Functional Servicing Report in support of a Rezoning and Official Plan Amendment
Applications. The scope of work in brief involves the following:
a)
b)
c)
Collecting existing servicing drawings from the Town and Region in order to establish
availability and feasibility of Site servicing;
Meetings/conversations with Town, Region of Halton, HRCA and Design Team.
Evaluation of the data and presentation of the findings in a Functional Servicing Report in
support of the Rezoning and Official Plan Amendment Applications.
3.0
DESIGN CONSIDERATIONS:
A)
SANITARY WASTE WATER DISPOSAL:
Existing Site:
The Site has currently 5 buildings located within its bounds.
The proposed redevelopment will consist of the following:
.
2
Proposed Redeveloped Site:
The proposed redeveloped Site will consist of a 280 unit residential Condominium. There
will be 2 level of above grade parking in total.
The above statistics were compiled by Green Propeller Architects. Refer to Site statistics
and the Site Plan by Green Propeller Architects in Appendix A for further details.
The mixed use is defined. The Region of Halton Standards will apply. Thus the following
equivalent residential population method will be applied. Other than the equivalent
population the proposed land use sanitary flows were calculated using Regional
Municipality of Halton Water and Wastewater Linear Design Manual (April 2015 Version
3.00).
For apartments (over 6 storeys): Equivalent Population = 285 person/ha
Per Capita Flow Rate = 275 L/person/day
For light commercial areas Equivalent Population Density = 90 person/ha
Unit Sewage Flow = 24.750 m3/ha/day









Site Area 0.6696 ha
Peak Infiltration flow rate:
0.286 l/sec./ha.
Population, residential = 285 x 0.7808 = 223 persons
Population, commercial = 90 x 0.035= 3 persons
Total population = 223 + 3 = 226 persons
Peak factor (Harmon) = 1+[14/(4+(226/1000)^0.5)] = 4.13
Total extraneous flow = 0.6696 x 0.286 = 0.19 L/s
Average flow, residential = 275 x 223 / (24 x 3600) = 0.71 L/s
Average flow, commercial = 24.75 x 1000 x 0.035 / (24 x 3600) = 0.01 L/s



Total average flow = 0.71 + 0.01 = 0.72 L/s
Peak flow = 0.72 x 4.13 = 2.97 L/s
Total Peak flow = 2.97 + 0.19 = 3.16 L/s
The new service lateral will be a 200 mm PVC pipe @ 2.0% having a capacity = 22 L/sec
> 3.16 L/sec. We will replace one of the existing lateral services with this pipe. The
proposed service lateral will connect to the existing 300 mm PVC pipe on Main Street. The
sewer on Main Street has a slope of 3.96%.
The Region has asked the Developer to confirm the capacity of the sewers from the Site to
the Trunk. The Developer has retained the services of WSP. WSP was given the Region’s
InfoSewer model. The above flows were used by WSP to evaluate the sanitary sewer
system by updating the InfoSewer model. See Appendix C for the results and conclusions.
The report concludes that the proposed development on Main Street will not have a
significant impact on the capacity and performance of the trunk sewer system.
Refer to Figure 2 appendix D for the waste water servicing scheme.
.
3
B)
WATER DISTRIBUTION:
INTRODUCTION:
The Region of Halton as part of the FSR (Functional Servicing Report) would like to see
the following items addressed for a plan of Subdivision. This project is not a Plan of
Subdivision but a redevelopment therefore these items do not apply:
(a) Outline of existing water system impacting the site:
i) Existing Pressure Zone.
ii) Existing pressures in the area.
(b) Watermain analysis:
i) Size of proposed watermains – substantiate pipe size through hydraulic analysis.
ii) Expected static pressures.
iii) Required fire flows.
iv) Expected fire flows.
The Region was contacted and an e-mail sent (see below). We will analyze as per the email.
DESIGN CONSIDERATIONS
The unit rate and peaking factors of water consumption, minimum pipe size and allowable
pressure in line were established from Regional Municipality of Halton Water and
Wastewater Linear Design Manual (April 2015 Version 3.00).. The water distribution
system is shown on Figure 2 Appendix D, the Site Servicing Concept.
The Water demands were calculated as follows: see sanitary section for population.
a)
Average Day domestic demand -
using 275 L/cap/day
(226 persons)
0.7 L/sec
b)
Max day demand -
1.6 x daily demand
1.6 L/sec
c)
Max hour demand -
4.0 x daily demand
2.9 L/sec
d)
Fire Flow – see calculation spread sheet below. Calculations are as per FUS 1999
manual. Exposure calculations as per FUS 1999 and ISO 2008. Length-height is as
per ISO 2008.
.
4
Buildings surrounding the Site were taken as exposure walls unprotected even
though they may have sprinklers. (The fire flows are conservative yet achievable).
The exposure building faces were field verified as blank or window walled.
Building floor statistics are from Architect (see appendix A).
There are two supply points surrounding the subject Site and is described below:
1)
Main Street has a 300 mm water main on the north side of the R.O.W. and is
connected to 300 mm watermain that runs on the east side of Martin Street R.O.W.
Hydrants are located on the north side of Main street.
2)
The second supply point is Mill Street which has a 250 mm water main on the north
side of the R.O.W. which is connected to the 300 mm water main on Martin Street.
Hydrants are located on the north side of Mill Street.
All water mains in the area are looped to each other.
The proposed mixed use building will connect to the 300 mm main on Main Street.
The pressures and volumes must be sufficient for Peak hour conditions and under fire
conditions as established by the Ontario Building Code 2006. The minimal residual
pressure under fire conditions is 140 kpa. (or 20.3 psi).
According to the MOE criteria the allowable pressures are as follows:
Condition
Allowable Pressures (kpa)
min.
max.
1) Min. Hour
275
700
2) Peak Hour
275
700
3) Peak Day + Fire Flow
140
700
.
5
The Region of Halton has stated that a flow test is not required since they have several in
the area. See below e-mail from the Region. Note the new Halton Standards have been
released since this e-mail was sent. We have used the new standards for the calculations
shown above.
Hi John
At this point, there is sufficient capacity in our water system for the proposal. Please note that this
capacity is allocated on a first come, first served basis and that formal allocation of capacity is via
an executed development agreement with Halton or the issuance of a Services Permit.
When completing the FSR, please use Halton's Sustainable Halton Master Plan Design Criteria,
which is 0.314 m3/person/day, 1.68 persons/apartment unit, 34.83 m2/commercial employee and
213 L/employee/day. The max day factor is 1.6 and fire flow demands are calculated using Water
Supply for Public Fire Protection by the Fire Underwriter's Survey.
Dave Huk
Supervisor, Infrastructure Planning
Water Services, Public Works
Regional Municipality of Halton
Phone: 905-825-6000, Ext. 7639
Toll Free: 1-866-442-5866
The Region has indicated that there is sufficient flow and pressure to service the proposed
redevelopment of the Site based on the demands mentioned below. Booster pumps will be
required to lift the flow to the upper levels of this development.
Peak day demand
1.6 L/sec
25 usgm
Fire flow demand
133 L/sec
2108 usgm
TOTAL WATER DEMAND
134.6 L/sec
2133 usgm
(worst case)
Refer to the Figure 2 Appendix D, Plan Showing Proposed Site Servicing for the subject
site and details of the water service to the subject Site.
The new water service for the proposed building will be a 150 mm Fire line and a 150 mm
domestic line.
.
6
WATER SUPPLY FOR PUBLIC FIRE PROTECTION , FIRE UNDERWRITERS
SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS
F = 220 x C x √ A
Where:
F = required fire flow in liters per minute
C= Coefficient related to the type of construction
A = the total floor area in square
meters (excluding basements) in
the building considered
Main Street and Mill Street, Milton
LOCATION:
OBC OCCUPANCY:
Residential and Commercial
BUILDING FOOT PRINT (m2):
PROJECT:
435454 ONTARIO INC. DOWNTOWN MILTON
PROJECT No:12231
4828
10
# OF STOREYS
RESIDENTIAL TOWER
Fire resistive
CONSTRUCTION CLASS:
`
AUTOMATED SPRINKLER PROTECTION
NFPA 13 sprinkler standard
yes
Standard Water Supply
yes
Fully Supervised System
yes
Credit
30%
10%
10%
50%
Contents
Charge
Non-Combustible
-25%
limited Combustible
-15%
Combustible
0%
Free Burning
15%
Rapid Buring
25%
Total
50%
do not use full charge
CONTENTS FACTOR:
Non-Combustible
CHARGE:
-20%
Seperation
EXPOSURE 1 (south) south Tower
Distance to Exposure Building (m)
Length - Height
Length - Height
Length - Height
Length - Height
EXPOSURE 2 (east) 3 Storey
EXPOSURE 3 (west) 10 Storey
EXPOSURE 4 (north) 46 Storey
20
15
25
>45
Total:
0%
0%
0%
Charge
0-3 m
25%
3.1 -10 m
20%
10.1 - 20 m
15%
20.1 - 30 m
10%
30.1 - 45
5%
> 45 m
0%
0%
0%
no more
than 75%
ARE BUILDINGS CONTIGUOUS:
FIRE RESISTANT BUILDING
Are vertical openings and exterior vertical communications protected with a minimum one (1) hr rating?
CALCULATIONS
C=
A=
0.6
4320
m2
Fire Resistive
(2 + 50% of 8 stories above)
F=
F=
8676
9000
L/min
L/min
must be > 2000 L/min
-1800
7200
-3600
0
L/min
L/min
L/min
L/min
F=
3600
L/min
F=
F=
4000
L/min
67
L/sec
Round to Nearest 1000 L/min
STOREY AREAS m2
570
CORRECTION FACTORS:
750
750 x 8 = 6000
OCCUPANCY
FIRE FLOW ADJUSTED FOR OCCUPANCY
REDUCTION FOR SPRINKLER
EXPOSURE CHARGE
REQUIRED FIRE FLOW
1057 usgm
.
7
WATER SUPPLY FOR PUBLIC FIRE PROTECTION , FIRE UNDERWRITERS
SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS
F = 220 x C x √ A
Where:
meters (excluding basements) in
the building considered
LOCATION:
OBC OCCUPANCY:
PROJECT:
PROJECT No:12231
4410
1
# OF STOREYS
COMMERCIAL BLOCK
Fire resistive
CONSTRUCTION CLASS:
`
yes
yes
yes
Credit
30%
10%
10%
50%
CONTENTS FACTOR:
Contents
Charge
Non-Combustible
-25%
limited Combustible
-15%
Combustible
0%
Free Burning
15%
Rapid Buring
25%
Total
50%
Combustible
CHARGE:
0%
Seperation
EXPOSURE 1 (south) 8 Storey
Length - Height
Length - Height
Length - Height
Length - Height
(blank wall)
EXPOSURE 4 (north) 46 storey
15
4
5
25
Total:
0%
0%
15%
Charge
0-3 m
25%
3.1 -10 m
20%
10.1 - 20 m
15%
20.1 - 30 m
10%
30.1 - 45
5%
> 45 m
0%
5%
20%
no more
than 75%
CALCULATIONS
C=
A=
0.6
350
m2
F=
F=
2469
2000
L/min
L/min
0
2000
-1000
400
L/min
L/min
L/min
L/min
F=
1400
L/min
F=
F=
1000
L/min
17
L/sec
Fire Resistive
STOREY AREAS m2
350
CORRECTION FACTORS:
OCCUPANCY
EXPOSURE CHARGE
REQUIRED FIRE FLOW
264
usgm
.
8
WATER SUPPLY FOR PUBLIC FIRE PROTECTION , FIRE UNDERWRITERS SURVEY
GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS
F = 220 x C x √ A
Where:
meters (excluding basements) in the
building considered
LOCATION:
OBC OCCUPANCY:
PROJECT:
PROJECT No:
12231
4410
2
# OF STOREYS
Parking Structure
Fire resistive
CONSTRUCTION CLASS:
`
yes
yes
yes
Credit
30%
10%
10%
50%
CONTENTS FACTOR:
Contents
Charge
Non-Combustible
-25%
limited
Combustible
-15%
Combustible
0%
Free Burning
15%
Rapid Buring
25%
Total
50%
FREE BURING
CHARGE:
15%
Seperation
EXPOSURE 1 (south) 8 Storey
Length - Height
Length - Height
Length - Height
Length - Height
(blank wall)
EXPOSURE 4 (north) 46 storey
15
4
5
0%
Total:
17%
15%
10%
5%
0%
30.1 - 45
> 45 m
5%
12%
25%
20%
3.1 -10 m
10.1 - 20 m
20.1 - 30 m
0%
23
150
Charge
0-3 m
no more
than 75%
CALCULATIONS
C=
A=
0.6
7500
m2
F=
F=
11432
11000
L/min
L/min
1650
12650
-6325
2150.5
L/min
L/min
L/min
L/min
F=
8475.5
L/min
F=
F=
8000
L/min
133
L/sec
YES
Fire Resistive
STOREY AREAS m2
6000
6000
CORRECTION FACTORS:
OCCUPANCY
EXPOSURE CHARGE
REQUIRED FIRE FLOW
2113 usgm
.
9
C)
STORM WATER MANAGEMENT, DRAINAGE AND EROSION CONTROL:
1.0)
INTRODUCTION
The Site is essentially a local tributary area to the storm sewer on Mill Street. The current
Site drains via sheet flow to Mill Street. See Appendix D for Plan Showing Existing
services around the Site. Refer to Figure 2 showing the Site Servicing Concept Plan for
additional details.
The discharge sewer for the new development is the existing storm sewer on Mill Street.
The area subject to SWM is 0.6696 ha. The proposed development consists of a foot print
that extends to the property lines with minimal set back. Based on the Architectural
statistics in
POST DEVELOPMENT REQUIREMENT:
1)
Control peak discharge rate from the developed Site to the municipal storm sewer
and Mill Street matching the pre-development flow.
2)
Provide a suitable overland flow route to the Town right of way for storms larger
than the 5 year storm.
3)
Water Quality - Provide long-term average removal of 80% of Total Suspended
Solids on an annual loading basis from the post-development Site.
.
10
2.0)
Predevelopment Flow
Based on the VO2 model results the following is the predevelopment flow from the Site
and thus the target flows:
8
SITE
Predevelop Flow
80% imp
AREA = 0.67
VO2 predevelopment model
The underlying soils are sandy silt to sandy gravel giving a soil hydrological classification
of B.
Refer to Table 1 for the Pre development catchment area details.
Area
(ha)
Subject Site
Area
0.67
Total:
CN
perv
75
80
Catchment Characteristics for the Post-Developed Site
% Imperv Directly
Connected
Watershed
Description
% Imperv
TABLE 1
80
Length(m)
Imperv
perv
SEE
INPUT
Slope (%)
Losses
Tp
(hr)
imperv perv
1
imperv
1
STANDHYD
perv
SCS
-
0.67
The following storm design data for the Town of Milton was used to evaluate the storm
runoff: (We used the 4 hour Chicago storm input into VO2)
5 Year Storm: I5 = 959.0 / (T + 5.7)0.8024
where: I = intensity (mm/hr)
T = time of concentration (min)
100 year storm I100 = 1435 / (T + 5.2)0.7751
Table 2- SUMMARY OF PREDEVELOPMENT FLOWS
Tributary
No
1
outlet
5 YR FLOW
100 YR FLOW
(L/SEC)
(L/SEC)
157
275
Site to Storm sewer on
Mill Street
Refer to the VO2 output in appendix B. The summary is shown in Table 2.
.
11
3.0)
POST DEVELOPMENT ANALYSIS
QUALITY CONTROL:
The general basis of the effective TSS removal rates are as follows:
Rooftop areas, balconies, podiums etc. are subject only to airborne particles and
insignificant amounts of sediment transported by foot traffic. As such, an effective removal
efficiency of 80% is utilized on a traditional roof to reflect the inherent runoff quality. The
Site area is mostly roof or a canopy to the property line with an insignificant portion of hard
landscaped areas.
The parking structure portion of the building will have an Oil/Grit separator as per the
Ontario Building Code. Flows will be directed as follow:
1. If the parking structure area is exposed to the sky the flow will be directed through
an oil/grit separator to the storm sewer on Mill Street.
2. If the parking structure is covered by slab or roof the incidental flow will be directed
through an oil/grit separator to the sanitary sewer.
The only external area which will be paved is the entrance from Main Street. If grading
dictates the flow will be directed to Main Street. This area is very small. If the driveway is
reversed the flow will be picked up by the building oil/grit separator.
NOTE:
The oil/grit separator(s) will be sized during the building design phase
once the floor areas are better established.
As such we can achieve the 80 % TSS removal rate.
.
12
QUANTITY CONTROL:
DISCUSSION:

As indicated on the Site Plan by GREEN PROPELLER Architects this development
will consist of on grade parking lot off of Mill Street (which will be covered), 2 levels of
above grade parking structure and Residential Condo units above the parking
structure.

The roof is a source of storage. The maximum storage depth will be limited to 150 mm
as OBC.

Infiltration is not possible since the Site building is proposed out to the property line.

A storage tank is a second option for this Site to control post development flows (if
required).

Green roof features are another method to control runoff.
ANALYSIS:
The following storm design data for the Town of Milton was used to evaluate the storm
runoff:
5 Year Storm: I5 = 959.0 / (T + 5.7)0.8024
where: I = intensity (mm/hr)
T = time of concentration (min)
100 year storm I100 = 1435 / (T + 5.2)0.7751
We used the 4 hour Chicago storm input into VO2.
For the FSR we will control the two towers of the roof which is approximately 0.28 ha.
See table 3 for roof stage/storage/volume calculations and release rates
Refer to Visual Otthymo Model (see below) and output in Appendix B for details.
.
13
Table 3 - Roof stage/storage/discharge
Relationship for Rooftop Control Devices
Area of Roof =
Number of Weirs =
Head (m)
0.00
0.05
0.10
0.15
0.20
RETAIL ROOFTOP
m2
1700
10
Number of Drains =
Volume (m 3) Discharge (l/s) Volume (ha-m)
0
0
0.0000
43
7
0.0043
85
15
0.0085
128
22
0.0128
170
30
0.0170
10
Discharge (m3/s)
0.000
0.007
0.015
0.022
0.030
Based on 1 weir per drain at 0.38 l/sec per 25.4mm of head.
(Control-Flo Zurn ZCF-121 by Zurn)
Refer to table 4 for the post development catchment area details.
Area
(ha)
CN
perv
Catchment Characteristics for the Post-Developed Site
% Imperv Directly
Connected
Watershed
Description
% Imperv
TABLE 4
Length(m)
Imperv
perv
Slope (%)
Losses
Tp
(hr)
imperv perv
imperv
perv
Roof Area
controlled
0.170
98
100
100
SEE
INPUT
1
1
STANDHYD
SCS
-
Roof Area
uncontrolled
0.40
98
100
100
SEE
INPUT
1
1
STANDHYD
SCS
-
Rest of Site,
walks,
Landscape
etc.
0.100
75
70
70
SEE
INPUT
1
1
STANDHYD
SCS
-
Total:
0.67
.
14
Visual Otthymo Post Development Model
Roof area
Controlled
Roof area
uncontrolled
9
7
AREA = 0.4
AREA = 0.17
Roof Top
Storage
6
1
Flow from
walks
& landscape
AREA = 0.1
10
Flow from Site
to sewer
4
AREA = 0.67
Refer to table 5 for the post development flow summary.
Table 5- SUMMARY OF QUANTITY CONTROL
Tributary
No
1
5 YR FLOW
100 YR FLOW
(L/SEC)
(L/SEC)
Outlet
Site to Storm sewer on
Mill Street
Pre
Post
Pre
Post
157
143
275
240
Storage Roof Portion:
available is @150mm maximum depth
Require Volume (For 5 year)
47 m3
Available Roof Volume
170 m3
Require Volume (For 100 year)
81 m3
Available Roof Volume
170 m3
Note the outflow to the storm sewer and Mill Street is less than predevelopment flow and
there is sufficient volume on the roof.
The new service lateral will be a 375 mm PVC pipe @ 2.0% having a capacity = 242 L/sec
> 143 L/sec. The lateral is designed for a 5 year event. NOTE: the larger storms will
surcharge to the surface and overland onto Mill Street. The size of the existing sewer on
Mill Street is not shown on the drawings. We assume it to be a 450 mm sewer. The final
size and slope will be optimized during final site plan design.
Refer to Figure 2 appendix D for the SWM and storm sewer servicing scheme.
.
15
D)
EROSION AND SEDIMENT CONTROL:
Since the new construction will utilize excavation erosion control will be utilized. Hoarding
with filter cloth will be provided around the Site. In addition a mud mat will be utilized at the
construction entrance. In addition silt bags will be employed at all nearby catch basins
downstream from the Site. See servicing drawings for details. A plan for erosion and
sediment control will be prepared at Site plan design and approval stage in accordance
with Town and current Erosion and Sediment Control Guidelines for Urban Development.
E)
GEOTECHNICAL INVESTIGATION:
A Preliminary Geotechnical investigation and report was performed by V.A. WOOD
(Guelph) Inc. for the property. The report is dated July 23. The purpose of the report is to
reveal the subsurface conditions and to determine the relevant soil properties for
recommendations for the preliminary design and construction of building foundations,
pavement areas and storm water management systems. The underlying soil is sandy silt
and sandy gravel.
4.0
CONCLUSIONS:
From our investigation the Site is serviceable. The Site is favourable for the proposed
Development as shown on the Site Plan.

There is sufficient capacity in the existing sanitary sewer to accommodate the sanitary
flows from the proposed development.

There is sufficient capacity in the existing storm sewer to accommodate the proposed
storm water flow from the proposed development.

There is sufficient capacity in the existing water supply system for domestic and
firefighting purposes to accommodate the proposed Development.

In addition gas and hydro services are available.
5.0
REFERENCES:
1.
Storm water Management Planning and Design Manual, Ontario Ministry of the
Environment, March 2003.
2.
Town of Milton –Engineering and Parks Development Standards - 2014.
3.
New Jersey Storm Water Best Management Practices Manual, April 2004.
4.
The Erosion and Sedimentation Control Guidelines for Urban Construction prepared by the
Greater Golden Horseshoe Area Conservation Authorities
.
Appendix A
Existing Site
Aerial view of Site and surrounding Site
Summary of Building Statistics
by GREEN PROPELLER Architects
Site Plan
by GREEN PROPELLER Architects
SUBJECT
SITE
Plan Showing location of subject site and the area of interest.
Summary of Building Statistics by Green Propeller Architects
Site Plan by Green Propeller Architects
Plan @ ELEVATION 203
Plan @ ELEVATION 200
Plan @ ELEVATION 195 (MILL STREET LEVEL)
Appendix B
Visual Otthymo – Input/output Files
===========================================================================================================
V
V
V
V
V V
V V
VV
I
I
I
I
I
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
U
U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
OOO
O
O
O
O
OOO
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
Y
Y Y
Y
Y
M
M
MM MM
M
M
M
M
H
H
H
H
OOO
O
O
O
O
OOO
Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
D E T A I L E D
O U T P U T *****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.3\voin.dat
Output filename: P:\2012\12231\12231-otthymo\POST DEVELOPMENT.ott.out
Summary filename: P:\2012\12231\12231-otthymo\POST DEVELOPMENT.ott.sum
DATE: 11/11/2015
TIME: 4:52:03 PM
USER:
COMMENTS: ____________________________________________________________
----------------------------------------------------------------------------------------------------------****************************
** SIMULATION NUMBER:
1 **
****************************
-------------------| CHICAGO STORM
|
| Ptotal= 46.31 mm |
--------------------
IDF curve parameters: A= 959.000
B=
5.700
C=
.802
used in:
INTENSITY = A / (t + B)^C
Duration of storm = 4.00 hrs
Storm time step
= 10.00 min
Time to peak ratio =
.33
TIME
hrs
.17
.33
.50
.67
.83
1.00
RAIN
mm/hr
2.88
3.31
3.92
4.85
6.45
9.95
|
|
|
|
|
|
|
|
TIME
hrs
1.17
1.33
1.50
1.67
1.83
2.00
RAIN
mm/hr
24.45
105.25
32.26
16.67
11.31
8.62
|
|
|
|
|
|
|
|
TIME
hrs
2.17
2.33
2.50
2.67
2.83
3.00
RAIN
mm/hr
7.00
5.92
5.14
4.56
4.11
3.74
|
|
|
|
|
|
|
|
TIME
hrs
3.17
3.33
3.50
3.67
3.83
4.00
RAIN
mm/hr
3.44
3.19
2.97
2.79
2.63
2.48
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0001) |
Area
(ha)=
.10
|ID= 1 DT= 5.0 min |
Total Imp(%)= 70.00
Dir. Conn.(%)= 70.00
-------------------Surface Area
Dep. Storage
Average Slope
Length
Mannings n
NOTE:
(ha)=
(mm)=
(%)=
(m)=
=
IMPERVIOUS
.07
2.00
1.00
25.80
.013
RAINFALL WAS TRANSFORMED TO
TIME
hrs
.083
.167
.250
.333
.417
.500
.583
.667
.750
.833
.917
1.000
RAIN
mm/hr
2.88
2.88
3.31
3.31
3.92
3.92
4.85
4.85
6.45
6.45
9.95
9.95
Max.Eff.Inten.(mm/hr)=
over (min)
Storage Coeff. (min)=
Unit Hyd. Tpeak (min)=
Unit Hyd. peak (cms)=
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
|
|
|
|
|
|
|
|
|
|
|
|
|
|
PERVIOUS (i)
.03
5.00
1.00
24.00
.250
5.0 MIN. TIME STEP.
---- TRANSFORMED
TIME
RAIN |
hrs
mm/hr |
1.083
24.45 |
1.167
24.45 |
1.250 105.25 |
1.333 105.25 |
1.417
32.26 |
1.500
32.26 |
1.583
16.67 |
1.667
16.67 |
1.750
11.31 |
1.833
11.31 |
1.917
8.62 |
2.000
8.62 |
105.25
5.00
1.11 (ii)
5.00
.34
.02
1.33
44.31
46.31
.96
HYETOGRAPH ---TIME
RAIN |
hrs
mm/hr |
2.083
7.00 |
2.167
7.00 |
2.250
5.92 |
2.333
5.92 |
2.417
5.14 |
2.500
5.14 |
2.583
4.56 |
2.667
4.56 |
2.750
4.11 |
2.833
4.11 |
2.917
3.74 |
3.000
3.74 |
TIME
hrs
3.08
3.17
3.25
3.33
3.42
3.50
3.58
3.67
3.75
3.83
3.92
4.00
RAIN
mm/hr
3.44
3.44
3.19
3.19
2.97
2.97
2.79
2.79
2.63
2.63
2.48
2.48
25.63
10.00
5.57 (ii)
10.00
.16
.00
1.42
13.55
46.31
.29
*TOTALS*
.022 (iii)
1.33
35.03
46.31
.76
***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP!
(i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:
CN* = 75.0
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 (0009) |
Area
(ha)=
.40
|ID= 1 DT= 5.0 min |
Total Imp(%)= 98.00
Dir. Conn.(%)= 98.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.39
.01
Dep. Storage
(mm)=
1.00
1.00
Average Slope
(%)=
1.00
2.00
Length
(m)=
51.60
25.00
Mannings n
=
.013
.250
over (min)
105.25
5.00
1.68 (ii)
5.00
.32
192.20
5.00
2.78 (ii)
5.00
.28
*TOTALS*
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
.11
1.33
45.31
46.31
.98
.00
1.33
40.66
46.31
.88
.117 (iii)
1.33
45.22
46.31
.98
CN* = 98.0
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0007) |
Area
(ha)=
.17
|ID= 1 DT= 5.0 min |
Total Imp(%)= 98.00
Dir. Conn.(%)= 98.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.17
.00
Dep. Storage
(mm)=
1.00
1.00
Average Slope
(%)=
1.00
2.00
Length
(m)=
33.70
25.00
Mannings n
=
.013
.250
over (min)
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
105.25
5.00
1.30 (ii)
5.00
.33
.05
1.33
45.31
46.31
.98
98.49
5.00
2.40 (ii)
5.00
.30
.00
1.33
40.66
46.31
.88
*TOTALS*
.050 (iii)
1.33
45.21
46.31
.98
CN* = 98.0
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0008) |
Area
(ha)=
.67
|ID= 1 DT= 5.0 min |
Total Imp(%)= 80.00
Dir. Conn.(%)= 80.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.54
.13
Dep. Storage
(mm)=
1.00
5.00
Average Slope
(%)=
1.00
2.00
Length
(m)=
66.80
80.00
Mannings n
=
.013
.250
over (min)
105.25
5.00
1.96 (ii)
5.00
.31
16.84
25.00
23.78 (ii)
25.00
.05
*TOTALS*
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
.16
1.33
45.31
46.31
.98
.00
1.67
13.55
46.31
.29
.157 (iii)
1.33
38.93
46.31
.84
CN* = 75.0
-------------------------------------------------------------------------------------------------| ADD HYD
(0010) |
|
1 + 2 = 3
|
AREA
QPEAK
TPEAK
R.V.
-------------------(ha)
(cms)
(hrs)
(mm)
ID1= 1 (0001):
.10
.022
1.33
35.03
+ ID2= 2 (0009):
.40
.117
1.33
45.22
==================================================
ID = 3 (0010):
.50
.138
1.33
43.18
NOTE:
PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
-------------------------------------------------------------------------------------------------| RESERVOIR (0006) |
| IN= 2---> OUT= 1 |
| DT= 5.0 min
|
OUTFLOW
STORAGE
| OUTFLOW
STORAGE
-------------------(cms)
(ha.m.)
|
(cms)
(ha.m.)
.0000
.0000
|
.0270
.0210
.0090
.0070
|
.0360
.0280
.0180
.0140
|
.0000
.0000
INFLOW : ID= 2 (0007)
OUTFLOW: ID= 1 (0006)
AREA
(ha)
.170
.170
QPEAK
(cms)
.050
.006
TPEAK
(hrs)
1.33
1.75
R.V.
(mm)
45.21
44.09
PEAK
FLOW
REDUCTION [Qout/Qin](%)= 12.18
TIME SHIFT OF PEAK FLOW
(min)= 25.00
MAXIMUM STORAGE
USED
(ha.m.)=
.0047
-------------------------------------------------------------------------------------------------| ADD HYD
(0004) |
|
1 + 2 = 3
|
AREA
QPEAK
TPEAK
R.V.
-------------------(ha)
(cms)
(hrs)
(mm)
ID1= 1 (0010):
.50
.138
1.33
43.18
+ ID2= 2 (0006):
.17
.006
1.75
44.09
==================================================
ID = 3 (0004):
.67
.143
1.33
43.41
NOTE:
------------------------------------------------------------------------------****************************
** SIMULATION NUMBER:
2 **
****************************
-------------------| CHICAGO STORM
|
IDF curve parameters: A=1435.000
| Ptotal= 80.66 mm |
-------------------used in:
B=
5.200
C=
.775
INTENSITY = A / (t + B)^C
Duration of storm = 4.00 hrs
Storm time step
= 10.00 min
Time to peak ratio =
.33
TIME
hrs
.17
.33
.50
.67
.83
1.00
RAIN
mm/hr
5.55
6.34
7.44
9.10
11.90
17.89
|
|
|
|
|
|
|
|
TIME
hrs
1.17
1.33
1.50
1.67
1.83
2.00
RAIN
mm/hr
41.69
174.10
54.37
29.07
20.18
15.63
|
|
|
|
|
|
|
|
TIME
hrs
2.17
2.33
2.50
2.67
2.83
3.00
RAIN
mm/hr
12.86
10.98
9.62
8.59
7.78
7.12
|
|
|
|
|
|
|
|
TIME
hrs
3.17
3.33
3.50
3.67
3.83
4.00
RAIN
mm/hr
6.58
6.12
5.73
5.39
5.09
4.83
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0001) |
Area
(ha)=
.10
|ID= 1 DT= 5.0 min |
Total Imp(%)= 70.00
Dir. Conn.(%)= 70.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.07
.03
Dep. Storage
(mm)=
2.00
5.00
Average Slope
(%)=
1.00
1.00
Length
(m)=
25.80
24.00
Mannings n
=
.013
.250
NOTE:
RAINFALL WAS TRANSFORMED TO
TIME
hrs
.083
.167
.250
.333
.417
.500
.583
.667
.750
.833
.917
1.000
RAIN
mm/hr
5.55
5.55
6.34
6.34
7.44
7.44
9.10
9.10
11.90
11.90
17.89
17.89
over (min)
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
|
|
|
|
|
|
|
|
|
|
|
|
|
|
5.0 MIN. TIME STEP.
---- TRANSFORMED
TIME
RAIN |
hrs
mm/hr |
1.083
41.69 |
1.167
41.69 |
1.250 174.10 |
1.333 174.10 |
1.417
54.37 |
1.500
54.37 |
1.583
29.07 |
1.667
29.07 |
1.750
20.18 |
1.833
20.18 |
1.917
15.63 |
2.000
15.63 |
174.10
5.00
.91 (ii)
5.00
.34
.03
1.33
78.66
80.66
.98
HYETOGRAPH ---TIME
RAIN |
hrs
mm/hr |
2.083
12.86 |
2.167
12.86 |
2.250
10.98 |
2.333
10.98 |
2.417
9.62 |
2.500
9.62 |
2.583
8.59 |
2.667
8.59 |
2.750
7.78 |
2.833
7.78 |
2.917
7.12 |
3.000
7.12 |
TIME
hrs
3.08
3.17
3.25
3.33
3.42
3.50
3.58
3.67
3.75
3.83
3.92
4.00
RAIN
mm/hr
6.58
6.58
6.12
6.12
5.73
5.73
5.39
5.39
5.09
5.09
4.83
4.83
70.72
5.00
4.56 (ii)
5.00
.23
.01
1.33
35.70
80.66
.44
*TOTALS*
.040 (iii)
1.33
65.76
80.66
.82
CN* = 75.0
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0009) |
Area
(ha)=
.40
|ID= 1 DT= 5.0 min |
Total Imp(%)= 98.00
Dir. Conn.(%)= 98.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.39
.01
Dep. Storage
(mm)=
1.00
1.00
Average Slope
(%)=
1.00
2.00
Length
(m)=
51.60
25.00
Mannings n
=
.013
.250
over (min)
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
174.10
5.00
1.38 (ii)
5.00
.33
.19
1.33
79.66
80.66
.99
530.40
5.00
2.28 (ii)
5.00
.30
.00
1.33
74.79
80.66
.93
*TOTALS*
.193 (iii)
1.33
79.56
80.66
.99
CN* = 98.0
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0007) |
Area
(ha)=
.17
|ID= 1 DT= 5.0 min |
Total Imp(%)= 98.00
Dir. Conn.(%)= 98.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.17
.00
Dep. Storage
(mm)=
1.00
1.00
Average Slope
(%)=
1.00
2.00
Length
(m)=
33.70
25.00
Mannings n
=
.013
.250
over (min)
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
174.10
5.00
1.07 (ii)
5.00
.34
.08
1.33
79.66
80.66
.99
265.20
5.00
1.96 (ii)
5.00
.31
.00
1.33
74.79
80.66
.93
*TOTALS*
.082 (iii)
1.33
79.56
80.66
.99
CN* = 98.0
-------------------------------------------------------------------------------------------------| CALIB
|
| STANDHYD (0008) |
Area
(ha)=
.67
|ID= 1 DT= 5.0 min |
Total Imp(%)= 80.00
Dir. Conn.(%)= 80.00
-------------------IMPERVIOUS
PERVIOUS (i)
Surface Area
(ha)=
.54
.13
Dep. Storage
(mm)=
1.00
5.00
Average Slope
(%)=
1.00
2.00
Length
(m)=
66.80
80.00
Mannings n
=
.013
.250
over (min)
PEAK FLOW
(cms)=
TIME TO PEAK
(hrs)=
RUNOFF VOLUME
(mm)=
TOTAL RAINFALL
(mm)=
RUNOFF COEFFICIENT
=
174.10
5.00
1.61 (ii)
5.00
.32
.26
1.33
79.66
80.66
.99
70.72
10.00
6.53 (ii)
10.00
.14
*TOTALS*
.275 (iii)
1.33
70.86
80.66
.88
.02
1.42
35.70
80.66
.44
CN* = 75.0
-------------------------------------------------------------------------------------------------| ADD HYD
(0010) |
|
1 + 2 = 3
|
AREA
QPEAK
TPEAK
R.V.
-------------------(ha)
(cms)
(hrs)
(mm)
ID1= 1 (0001):
.10
.040
1.33
65.76
+ ID2= 2 (0009):
.40
.193
1.33
79.56
==================================================
ID = 3 (0010):
.50
.233
1.33
76.80
NOTE:
-------------------------------------------------------------------------------------------------| RESERVOIR (0006) |
| IN= 2---> OUT= 1 |
| DT= 5.0 min
|
OUTFLOW
STORAGE
| OUTFLOW
STORAGE
-------------------(cms)
(ha.m.)
|
(cms)
(ha.m.)
.0000
.0000
|
.0270
.0210
.0090
.0070
|
.0360
.0280
.0180
.0140
|
.0000
.0000
INFLOW : ID= 2 (0007)
OUTFLOW: ID= 1 (0006)
PEAK
FLOW
AREA
(ha)
.170
.170
QPEAK
(cms)
.082
.010
TPEAK
(hrs)
1.33
1.75
R.V.
(mm)
79.56
78.44
REDUCTION [Qout/Qin](%)= 12.60
TIME SHIFT OF PEAK FLOW
MAXIMUM STORAGE
USED
(min)= 25.00
(ha.m.)=
.0081
-------------------------------------------------------------------------------------------------| ADD HYD
(0004) |
|
1 + 2 = 3
|
AREA
QPEAK
TPEAK
R.V.
-------------------(ha)
(cms)
(hrs)
(mm)
ID1= 1 (0010):
.50
.233
1.33
76.80
+ ID2= 2 (0006):
.17
.010
1.75
78.44
==================================================
ID = 3 (0004):
.67
.240
1.33
77.22
NOTE:
------------------------------------------------------------------------------FINISH
===========================================================================================================
Appendix C
WSP - report on the Sanitary Trunk Sewer capacity (updating Region’s INFO SEWER Model).
Appendix D
Figure 1
Plan Showing Existing Site Servicing
Figure 2
Plan Showing Proposed Site Servicing concepts
TREET
MARTIN S
JAMES STREET
MILL STREET
MAIN STREET EAST
GARDEN LANE
MARTIN S
TREET
JAMES STREET
MILL STREET
MAIN STREET EAST
GARDEN LANE

THE ODAN/DETECH GROUP INC.

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