YONGE SUBWAY EXTENSION
CONCEPTUAL DESIGN SERVICES
Preliminary Drainage and
Stormwater Management Final
Report for the Commuter Parking
Lot at Langstaff Subway Station
Contract Y85-9
McCormick Rankin Corporation
McCORMICK RANKIN
CORPORATION
August 2011
Yonge Subway Extension
Conceptual Design Services
PRELIMINARY DRAINAGE AND STORMWATER
MANAGEMENT FINAL REPORT
FOR THE COMMUTER PARKING LOT
AT LANGSTAFF SUBWAY STATION
Contract Y85-9
August 2011
Contract Y85-9 Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway station
Toronto Transit Commission
York Region Rapid Transit Corporation
TABLE OF CONTENTS
Page
1.
INTRODUCTION.................................................................................................................1
1.1
2.
Purpose of Study ........................................................................................................... 1
BACKGROUND INFORMATION ....................................................................................3
2.1
Field Investigations ....................................................................................................... 3
2.2
Background Information ............................................................................................... 3
3.
DESIGN CRITERIA AND STANDARDS .........................................................................5
4.
EXISTING CONDITIONS DRAINAGE ...........................................................................7
5.
PROPOSED CONDITIONS DRAINAGE .......................................................................10
6.
HYDROLOGIC ANALYSIS .............................................................................................13
7.
8.
6.1
Existing Conditions Peak Flows ................................................................................. 13
6.2
Proposed Conditions Peak Flows ............................................................................... 14
STORMWATER MANAGEMENT..................................................................................17
7.1
Quantity and Quality Control...................................................................................... 17
7.2
Low Impact Development Measures .......................................................................... 23
7.3
Water Balance Requirement ....................................................................................... 25
7.4
Thermal Impacts ......................................................................................................... 26
CONCLUSIONS AND RECOMMENDATIONS............................................................27
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August 2011
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Contract Y85-9 Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway station
Toronto Transit Commission
York Region Rapid Transit Corporation
LIST OF EXHIBITS
Exhibit 1: Location Map .................................................................................................................. 2
Exhibit 2: Existing Conditions Drainage Mosaic ............................................................................ 9
Exhibit 3: Proposed Conditions Drainage Mosaic ......................................................................... 12
Exhibit 4: Proposed SWM Plan - West SWM Pond ...................................................................... 19
Exhibit 5: Proposed SWM Plan – East SWM Pond....................................................................... 22
LIST OF TABLES
Table 1: Unit Flow Rates for Don River Watershed Sub-catchments ............................................. 5
Table 2: Existing Conditions Peak Flows ...................................................................................... 13
Table 3: Proposed Conditions Peak Flows .................................................................................... 14
Table 4: Comparison of Flows Discharging to the East Don River ............................................... 15
Table 5: Comparison of Flows Discharging to Pomona Mills Creek ............................................ 15
Table 6: Storage Volume Characteristics –West SWM Pond ........................................................ 18
Table 7: Operating Characteristics –West SWM Pond .................................................................. 18
Table 8: Storage Volume Characteristics –East SWM Pond ......................................................... 21
Table 9: Operating Characteristics –East Pond.............................................................................. 21
APPENDICES
Appendix A – Field Investigation photographs
Appendix B – TRCA Unit Flow Rate Information for Don River Watershed
Appendix C – Existing Conditions SWMHYMO Modelling
Appendix D – Proposed Conditions SWMHYMO Modelling
Appendix E – Stormwater Management Calculations
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Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
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1.
Toronto Transit Commission
York Region Rapid Transit Corporation
INTRODUCTION
The Toronto Transit Commission (TTC) and the York Region Rapid Transit Corporation
(YRT) are jointly initiating the conceptual design study for the Yonge Subway Extension
from Finch Station to Richmond Hill Centre. McCormick Rankin Corporation (MRC) and
Hatch Mott MacDonald (HMM) are jointly involved to provide the Conceptual Design
Services of the Yonge Subway Extension.
As a part of the study, this report includes the drainage and stormwater management study
for the commuter parking lot at Langstaff subway station. The proposed commuter parking
lot is located south of Highway 407 and north of Longbridge Road and west of Yonge Street,
within the hydro corridor. The study area is shown in Exhibit 1.
1.1
Purpose of Study
The purpose of this report is to present the preliminary design of the drainage systems and
stormwater management works.
This Drainage and Stormwater Management (SWM) Report documents the hydrologic
analyses undertaken, addresses the existing drainage characteristics, documents the TRCA’s
stormwater management criteria, identifies issues related to proposed drainage and
stormwater management conditions and proposes a feasible stormwater management strategy
which includes water quality and quantity control, Low Impact Design (LID) and water
balance measures.
The report was prepared based on a recommended parking lot layout proposed for the
Langstaff subway station. The study area lies within the jurisdiction of the Toronto and
Region Conservation Authority (TRCA).
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Yonge Subway Extension Conceptual Design Services
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2.
BACKGROUND INFORMATION
2.1
Field Investigations
Field investigations of the study area were conducted to determine the existing drainage
features including watercourses, storm sewers, storm sewer intakes and outlets, stormwater
management facility and site conditions. Selected field investigation photographs are given in
Appendix A.
2.2
Background Information
Information reviewed as a part of the study includes:
•
Yonge Subway Extension Environmental Assessment – Drainage and Stormwater
Management Report prepared by McCormick Rankin Corporation, November 2008.
•
Project 23 Toll Highway 407, Don River Watershed Stormwater Management Final
Report prepared for Canadian Highways International Constructors by Proctor &
Redfern Limited, January 1995.
•
Don River Hydrology Update, prepared for Toronto and Region Conservation
Authority (TRCA) by Marshall Macklin Monaghan, December 2004.
•
HEC-RAS Model for East Don River Flood Plan Mapping Update, June 2008,
prepared for TRCA by Earth Tech Canada.
•
Don River Watershed Plan: Surface water Hydrology/Hydraulics and Stormwater
Management - Report on Current Conditions, prepared by TRCA, 2009.
•
East Don River Flood Plain Mapping (2008), Drawing Sheet No. 20, received from
TRCA.
•
Guideline for Review of SWM Pond Location with respect to Groundwater
Conditions, TRCA.
•
Low Impact Development Stormwater Management Planning and Design Guide,
2010, TRCA and Credit Valley Conservation (CVC).
•
Wet Weather Flow Management Guidelines, City of Toronto, November 2006.
•
General Requirements for Secondary Land Use on Transmission Line Corridors,
Hydro One, February 2009.
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Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
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
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York Region Rapid Transit Corporation
Preliminary Geotechnical Report prepared for Yonge Subway Extension Transit
Project Assessment Process by Golder Associates, January 2009.
There is an existing SWM facility located immediately north of the proposed parking lot site.
The SWM facility services the storm water runoff from Highway 407 and adjacent areas.
There was insufficient information provided in the Don River Watershed Stormwater
Management Final Report to assess whether the existing SWM facility can be enlarged to
provide the quantity control and quality treatment for the runoff from the proposed parking
lot. Therefore, the initial strategy to retrofit the existing SWM facility was abandoned.
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DESIGN CRITERIA AND STANDARDS
The following design criteria and standards were considered for the drainage and stormwater
management design:
(a)
TRCA Stormwater Management (SWM) requirements within
the Don River
Watershed
•
12-hr SCS storm distribution for generating flows
•
Control of the 2 year to 100 year post development peak flows to the Don River
pre-development unit flow rates
•
Runoff quality control – MOE Enhanced Level (minimum 80% TSS removal)
•
Erosion control – Retention of 25 mm storm with a minimum drawdown time of
24 hours
•
Retention/Infiltration of a minimum of 5 mm storm runoff over impervious areas
for water balance requirement
•
No flow diversion is allowed from one watershed to another watershed.
The pre-development unit flow rates for every sub-catchments of the Don River watershed
are different. According to the Catchments and Flow Nodes map, provided by TRCA, the
project area lies within two sub-catchments: Sub-catchment 23 (discharging westerly to the
East Don River) and Sub-catchment 26 (discharging easterly to the Pomona Mills Creek).
The unit flow rates for these two sub-catchments are given in Table 1.
Table 1: Unit Flow Rates for Don River Watershed Sub-catchments
Storm
Event
2 year
5 year
10 year
25 year
50 year
100 year
Unit Flow Rates (m3/s/ha)
Sub-catchment 23,
Discharging to East Don River
Sub-catchment 26, Discharging
to Pomona Mills Creek
0.0033
0.0056
0.0085
0.0111
0.0136
0.0166
0.0038
0.0074
0.0107
0.0137
0.0166
0.0200
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These unit flow rates are taken from Table 3.1 Pre-development Unit Flow Rates in the
Upper Don River Watershed given in the Don River Hydrology and Hydraulic Update
completed in August 1992. A copy of the Catchments and Flow Nodes map and Table 3.1 is
provided in Appendix B.
(b)
City of Toronto Wet Weather Flow Management Guidelines
•
Apply on-site stormwater management practice, wherever possible.
•
The wet weather flow (WWF) water quality target is the long-term average removal
of 80% of TSS on an annual loading basis from all runoff leaving the proposed
development site based on the post-development level of imperviousness.
•
The required level of peak flow control from a development site contributing flow
to a specific watercourse at the point of discharge, shall follow TRCA Flood Flow
Criteria
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EXISTING CONDITIONS DRAINAGE
In general, surface runoff drains in a southerly direction towards Lake Ontario. Surrounding
land uses include transportation corridor, open spaces, and residential and commercial areas.
The study area is located within the hydro corridor. The terrain is gently sloping in
surrounding areas but consists of a comparatively steeper slope in the vicinity of the East
Don River. There are two watercourses in the vicinity of the study area, namely the East Don
River and Pomona Mills Creek.
Based on the Ontario Soil Survey Mapping, the predominant soil type in the study area is
clayey soil which falls under the Cashel soil series. This soil group has grey-brown in colour
and has good surface drainage capability.
The study area is elongated in an east-west direction and has a drainage divide almost in the
middle. This divides the study area in two portions: the east section and the west section.
Under existing conditions, the east section of the study area drains to Pomona Mills Creek
via a storm sewer system and the west section drains directly to the East Don River. The
study area is an open space land with thick bushes and located under the Hydro One
transmission lines. The total drainage area of the study area is 18.65 ha, out of which 9.18 ha
area drains to the East Don River and the remaining 9.47 ha area drains to Pomona Mills
Creek. The existing conditions drainage mosaic is presented in Exhibit 2.
The west section of the study area (Catchment 100) slopes westerly toward the East Don
River. This section of the study area has a steep terrain with an average slope of 6.5%. The
runoff from this catchment drains overland westerly to the East Don River.
The east section of the study area (Catchment 200) is gently sloping with an average slope of
2.3% toward Yonge Street. The runoff from this catchment drains overland easterly toward
Yonge Street and collects by the road side ditch. The runoff from the ditch enters into an
existing 900 mm diameter storm sewer on Yonge Street via a storm inlet which ultimately
discharges to Pomona Mills Creek east of Yonge Street. Similarly, the overland runoff from
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Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
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Toronto Transit Commission
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Catchment 300 drains to the road side ditch and enters into the 900 mm diameter storm sewer
via the storm inlet.
The vegetated open land is used by Hydro One to gain access to the hydro towers located in
the area. There is also an existing maintenance access road which provides access from
Yonge Street to the existing SWM pond servicing Highway 407.
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PROPOSED CONDITIONS DRAINAGE
Under the proposed conditions, a commuter parking lot is proposed for the Langstaff subway
station, to be located under the Hydro One transmission line corridor west of Yonge Street
and north of Longbridge Road. To maintain the existing drainage patterns, the east section of
the parking lot will drain to Pomona Mills Creek and the west section will drain to the East
Don River. Exhibit 3 illustrates the proposed conditions drainage mosaic of the study area.
Catchment 100 (4.55 ha) consists of the west section of the parking lot area which drains to
the East Don River. Conceptual grading was carried out such that almost one half of the west
parking lot drains to the south side of parking lot and the remaining half of the west parking
lot drains to the north side. The runoff draining to the south side will be collected by
enhanced grassed swales and will be directed to a proposed stormwater management (SWM)
pond located immediately to the west of the west parking lot. A series of drop inverts will be
provided along the enhanced grassed swales to minimize the slopes. The runoff draining to
the north side will be captured by catchbasins and will be conveyed by storm sewers to the
proposed west SWM pond.
Runoff from Catchment 110 will also drain to the west SWM pond which will provide
erosion control, quantity control and Enhanced water quality treatment. The controlled
outflow, as per TRCA requirement for the post development area, from the SWM pond will
discharge overland via vegetated areas to the East Don River.
Catchment 120 is maintained at existing conditions.
Similarly on the east side, Catchment 200 (4.53 ha) consists of the east section of the parking
lot area which drains to Pomona Mills Creek. Conceptual grading was undertaken such that
almost one half of the east parking lot drains to the south side and the remaining half of the
east parking lot drains to the north side. The runoff draining to the south side will be
collected by enhanced grassed swales and will be directed to a storm inlet which will
discharge to a proposed SWM pond located immediately to the east of the east parking lot. A
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series of drop inverts will be provided along the enhanced grassed swales to minimize the
slopes.
The runoff draining to the north side will be collected and conveyed by an enhanced grassed
swale to the proposed east SWM pond.
Runoff from Catchments 210 and 220 will also drain to the east SWM pond which will
provide erosion control, quantity control and Enhanced water quality treatment. The
controlled outflow from the east SWM pond will discharge as overland sheet flow toward
the existing storm inlet located on the west side ditch of Yonge Street.
Runoff from Catchment 230 will drain overland toward the storm inlet. Runoff collected by
the storm inlet discharges to an existing 900 mm diameter storm sewer on Yonge Street. The
storm sewer ultimately discharges to Pomona Mills Creek on the east side of Yonge Street.
Catchment 300 is maintained at existing conditions.
Access to all hydro towers will be maintained. The most westerly towers can be accessed via
the north and south side of west SWM pond and the other towers can be accessed via the
proposed parking lot. Access to the existing SWM pond is maintained via the proposed
parking lot.
Detailed discussions of the stormwater management strategy including Low Impact
Development and water balance measures are presented in Section 7.
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6.
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York Region Rapid Transit Corporation
HYDROLOGIC ANALYSIS
A hydrologic analysis was completed using SWMHYMO to provide a basis for the
assessment of flow conditions within the study areas and the response to various rainfall
events under existing and proposed development conditions. As described in Section 3, for
drainage areas within the Don River watershed the 12 hour SCS storm distribution was used
for the hydrologic modelling.
The rainfall data associated with the various return interval storm events were obtained from
TRCA. Summaries of the parameters used within the existing and proposed conditions
models are provided in Appendices C and D, respectively.
6.1
Existing Conditions Peak Flows
Table 2 summarizes the existing conditions peak flows for the study area.
Table 2: Existing Conditions Peak Flows
Peak Flow (m3/s)
Description
Area
(ha)
2 year
5 year
10 year
25 year
50 year
100 year
0.350
0.465
0.618
0.737
0.864
Area Discharging to East Don River
Catchment 100
9.18
0.200
Area Discharging to Pomona Mills Creek
Catchment 200
8.10
0.127
0.222
0.296
0.396
0.473
0.556
Catchment 300
1.37
0.034
0.058
0.076
0.100
0.118
0.137
Total
9.47
0.157
0.272
0.362
0.481
0.575
0.673
The SWMHYMO simulation schematic and summary output files for existing conditions are
provided in Appendix C.
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6.2
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Proposed Conditions Peak Flows
Table 3 summarizes the peak flows for the various storm events for the proposed conditions.
Table 3: Proposed Conditions Peak Flows
Area
Description
(ha)
25
mm
2
year
Peak Flow (m3/s)
5
10
25
year
year
year
50
year
100
year
Area Discharging to East Don River
Controlled outflow from
West SWM Pond
(Catchments 100 and
110)
7.19
0.014
0.019 0.039
0.058
0.081
0.093
0.104
Flow from Catchment 120
2.19
0.017
0.072 0.121
0.158
0.205
0.243
0.282
Total at Outlet
9.38
0.027
0.085 0.137
0.176
0.233
0.283
0.339
Area Discharging to Pomona Mills Creek
Controlled outflow from
East SWM Pond
(Catchments 200, 210
and 220)
Controlled flow from
Pond plus flow from
Catchment 230
6.39
0.009
0.012 0.026
0.037
0.054
0.064
0.071
8.42
0.025
0.072 0.114
0.147
0.198
0.237
0.280
Flow from Catchment 300
1.26
0.009
0.031 0.053
0.070
0.092
0.109
0.127
Total at Outlet
9.68
0.033
0.103 0.167
0.217
0.29
0.345
0.407
The SWMHYMO simulation schematic and summary output files for proposed conditions
are provided in Appendix D.
A comparative assessment of the post development peak flows with respect to the allowable
flow rates was carried out.
Table 4 illustrates a comparison of the allowable flow rates, and uncontrolled and controlled
peak flows for Catchments 100 and 110 discharging to the East Don River. Table 5 illustrates
a comparison of the allowable flow rates, and uncontrolled and controlled peak flows for
Catchments 200, 210, 220 and 230 discharging to Pomona Mills Creek.
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Table 4: Comparison of Flows Discharging to the East Don River
Total Catchment Area (Catchments 100 and 110) = 7.19 ha
Unit Flow
Rate
3
(m /s/ha)
Allowable
Flow
3
(m /s)
Uncontrolled Flow
from Catchments
100 and 110
3
(m /s)
Controlled Flow
from Catchments
100 and 110
(West SWM Pond)
3
(m /s)
2-year
0.0033
0.024
0.508
0.019
5-year
0.0056
0.040
0.693
0.039
10-year
0.0085
0.061
0.833
0.058
25-year
0.0111
0.080
0.995
0.081
50-year
0.0136
0.098
1.118
0.093
100-year
0.0166
0.119
1.249
0.104
Storm
Event
The results show that the post development peak flow rates are controlled to less than the
allowable flow rates.
Table 5: Comparison of Flows Discharging to Pomona Mills Creek
Total Catchment Area (Catchments 200, 210, 220 and 230) = 8.42 ha
Controlled
Uncontrolled
Flow from
Flow from
Flow to
Catchments
Catchment
Storm
200, 210 and
230
Inlet
3
3
220 (East
(m /s)
(m /s)
SWM Pond)
3
(m /s)
Storm
Event
Unit
Flow
Rate
3
(m /s/ha)
Allowable
Flow
3
(m /s)
Uncontrolled
Flow from
Catchments
200, 210 and
3
220 (m /s)
2-year
0.0038
0.032
0.489
0.012
0.063
0.072
5-year
0.0074
0.062
0.661
0.026
0.103
0.114
10-year
0.0107
0.090
0.782
0.037
0.134
0.147
25-year
0.0137
0.115
0.929
0.054
0.176
0.198
50-year
0.0166
0.140
1.039
0.064
0.207
0.237
100-year
0.0200
0.168
1.154
0.071
0.241
0.280
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The results show that the flows from Catchments 200, 210 and 220 are over controlled by the
proposed East SWM Pond (compare Column 3 and 5 of Table 5). Due to elevation constraint
the runoff from Catchment 230 cannot be diverted to the East SWM Pond to provide quantity
control and it is not feasible to construct a second pond in the area. Therefore, the allowable
flow rates discharging to Pomona Mills Creek cannot be achieved. The controlled flows from
the East SWM Pond plus the uncontrolled flows from Catchment 230 will exceed the
allowable flow rates which vary from 0.040 m3/s for the 2 year to 0.112 m3/s for the 100 year
storm. Note that the controlled flows are significantly less than the existing conditions flows.
The existing condition 2 year flow is 0.127 m3/s compared to the controlled 2 year flow of
0.072 m3/s and the existing condition 100 year flow is 0.556 m3/s compared to the controlled
100 year flow of 0.280 m3/s. Low Impact Development and water balance measures were
also proposed for the study area. These measures also decrease the peak flows to a certain
degree which were not accounted for in the hydrologic modelling. It is recommended that the
proposed SWM strategy be reviewed and discussed with TRCA before undertaking
additional assessments.
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STORMWATER MANAGEMENT STRATEGY
A stormwater management (SWM) strategy has been prepared to meet the quantity, quality.
Low Impact Development and water balance requirement described in Section 3.
7.1
Quantity and Quality Control
Two SWM Ponds are proposed to provide quantity and quality control: one pond for the
portion of the area draining to the East Don River and a second pond for the area draining to
Pomona Mills Creek. These ponds will be referred as West SWM Pond and East SWM Pond
which will outlet to the East Don River and Pomona Mills Creek, respectively.
The proposed West SWM Pond will treat runoff from a 7.19 ha area which includes the
4.55 ha of the west section of the parking lot. The west parking lot is approximately 300 m
measured from east to west and is approximately 150 m measured from north to south. Based
on the conceptual grading the west parking lot is divided into two areas. Runoff from almost
one half of the west parking lot drains south toward enhanced grassed swales which will
convey the flows to the West SWM Pond. Runoff from the remaining half of the west
parking lot drains north to a storm sewer system which will convey the flows to the West
SWM Pond.
The proposed West SWM Pond is a two-cell pond having a total surface area of
approximately 3075 m2 and is designed to provide an Enhanced level of quality treatment in
accordance with the Stormwater Management Planning and Design Manual (MOE 2003).
The operating zones of the pond include a permanent pool zone, an extended detention zone
and a peak flow attenuation zone. The pond will provide peak flow attenuation to control the
2 year to 100 year peak flows to the East Don River to less than the allowable flow rates.
The West SWM Pond is illustrated in Exhibit 4. The forebay (Cell-1) will have a 4:1 side
slope on the east side and 3:1 side slopes for the other 3 sides. The active storage (Cell-2)
will have 3:1 side slopes on all sides. An outlet structure consisting of a 100 mm diameter
orifice and a 225 mm diameter orifice will control the outflow from the active storage zone to
less than the allowable flow rates. The 100 mm diameter orifice will provide an approximate
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27 hour detention time for the 25 mm event. Outflow from the pond will discharge to an
outlet pool and from the outlet pool the flow will disperse overland to the East Don River
through vegetated land.
Table 6 summarizes the storage volume requirements (per MOE Table 3.2) and the storage
volumes provided in the West SWM Pond. Table 7 provides the operating characteristics for
the various return period storm events. The 100 year water level in the pond will be
179.90 m. A freeboard of 0.30 m will be provided to elevation 180.20 m. The design
calculations of the pond are provided in Appendix E.
Table 6: Storage Volume Characteristics –West SWM Pond
Storage Volume
Required
(m3)
Storage Volume
Provided
(m3)
Elevation in Pond
(m)
Permanent Pool (Cell-1)
1260
1420
184.00
25 mm Detention Storage (Cell-2)
1075
1075
178.89
Active Storage (Cell-2)
3470
4170
180.20
Storage Parameters
Table 7: Operating Characteristics –West SWM Pond
Parameter
Storm Event (12 hour SCS)
5 year 10 year 25 year 50 year
25 mm
2 year
100year
Peak Inflow into Pond
0.640
0.508
0.693
0.833
0.995
1.118
1.249
Peak Outflow from Pond
0.014
0.019
0.039
0.058
0.081
0.093
0.104
Inflow Volume
1075
2070
2811
3327
3998
4485
4995
Total Storage Used
937
1643
2122
2415
2810
3125
3470
178.89
179.16
179.37
179.50
179.66
179.78
179.90
0.59
0.86
1.07
1.20
1.36
1.48
1.60
3
Flow (m /s)
3
Storage (m )
Depth of Ponding (m)
Maximum Water Level
Depth Over Permanent Pool
Note: 25 mm event is 4 hour Chicago
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 18
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
As shown in Table 7, the proposed West SWM Pond will attenuate the proposed conditions
peak flow rates from the west parking lot to less than the allowable peak flow rates. The peak
flows are reduced by 96% for the 2 year event and by 92% for the 100 year event.
The SWM strategy considered a treatment train for the storm runoff from the west parking
lot. Storm runoff draining to the north will be captured by catchbasins installed with Goss
Traps, which will remove sediments and floatables to a certain degree before the runoff is
discharged to Cell-1 for treatment. Storm runoff draining to the south will be treated by
vegetated filter strips and enhanced grassed swales before discharging to the pond. Areas of
the west parking lot draining directly to the pond will be treated by vegetated filter strip and
vegetated slope of Cell-1. Low Impact Development measures proposed for the study area
are described in Section 7.1.
The Proposed East SWM Pond will treat runoff from 6.39 ha area which includes the 4.53 ha
of the east section of parking lot. The east parking lot is approximately 310 m measured from
east to west and is approximately 150 m measured from north to south. Preliminary grading
was undertaken for the conceptual design of the parking lot, dividing the east parking lot into
approximately two halves. Runoff from almost one half of the east parking lot drains south
toward enhanced grassed swales which will convey the flows to the East SWM Pond. Runoff
from the other half of the east parking lot drains north toward enhanced grassed swales which
will convey the flows to the East SWM Pond.
The proposed East SWM Pond is a single cell pond having a total surface area of
approximately 1900 m2, designed to provide an Enhanced level of quality treatment in
accordance with the Stormwater Management Planning and Design Manual (MOE 2003).
The operating zones of the pond include a permanent pool zone, an extended detention zone
and a peak flow attenuation zone. The pond will provide peak flow attenuation to control the
2 year to 100 year peak flows to Pomona Mills Creek to less than the allowable unit flow
rates.
The East SWM Pond is illustrated in Exhibit 5. The pond will have 3:1 side slopes on all
sides. An outlet structure consisting of an 80 mm diameter orifice and a 200 mm diameter
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 20
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
orifice will control the outflow from the active storage zone to less than the allowable flow
rates. The 80 mm diameter orifice will provide an approximate 45 hour detention time for the
25 mm event. Outflow from the pond will discharge to an outlet pool and will disperse
overland through vegetated land to the existing storm inlet located on the west side ditch of
Yonge Street.
Table 8 summarizes the storage volume requirements (per MOE Table 3.2) and the storage
volumes provided in the East SWM Pond. Table 9 provides the operating characteristics for
the various return period storm events. The 100 year water level in the pond will be
194.14 m. A freeboard of 0.36 m will be provided to elevation 194.50 m. The design
calculations of the pond are provided in Appendix E.
Table 8: Storage Volume Characteristics –East SWM Pond
Storage Volume
Required
(m3)
Storage Volume
Provided
(m3)
Elevation in Pond
(m)
Permanent Pool
1185
1580
192.70
25 mm Detention Storage
1078
1078
193.22
Active Storage
3509
4571
194.50
Storage Parameters
Table 9: Operating Characteristics –East Pond
Parameter
Storm Event (12 hour SCS)
5 year 10 year 25 year 50 year
25 mm
2 year
100year
Peak Inflow into Pond
0.679
0.489
0.661
0.782
0.929
1.039
1.154
Peak Outflow from Pond
0.009
0.012
0.026
0.037
0.054
0.064
0.071
Inflow Volume
1078
2018
2704
3176
3788
4231
4692
Total Storage Used
990
1733
2195
2497
2891
3179
3509
193.22
193.5
193.68
193.78
193.93
194.03
194.14
0.52
0.80
0.98
1.08
1.23
1.33
1.44
3
Flow (m /s)
3
Storage (m )
Depth of Ponding (m)
Maximum Water Level
Depth Over Permanent Pool
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 21
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
As shown in Table 8, the proposed East SWM Pond will attenuate the proposed conditions
peak flow rates from the east parking lot to less than the allowable peak flow rates. The peak
flows are reduced by 98% for the 2 year event and by 94% for the 100 year event.
As described previously in Section 6, the flows from the east parking lot (Catchments 200,
210 and 220) are over controlled by the proposed East SWM Pond. Due to elevation
constraint, the runoff from Catchment 230 cannot be diverted to the East SWM Pond to
provide quantity control, and it is not feasible to construct a second pond in the area.
Therefore, the controlled flows from the East SWM Pond plus the uncontrolled flows from
Catchment 230 will exceed the allowable flow rates at the storm inlet.
The SWM strategy considered a treatment train approach for the storm runoff from the east
parking lot. Storm runoff draining to the north will be treated by vegetated filter strip and
enhanced grassed swales before discharging to the pond for treatment. Storm runoff draining
to the south will also be treated by vegetated filter strip and enhanced grassed swales before
discharging to the pond. Areas of the east parking lot draining directly to the pond will be
treated by vegetated filter strip and vegetated slope of the pond. Low Impact Development
measures proposed for the study area are described in Section 7.1.
No geotechnical information pertaining to borehole logs and groundwater levels is available
for the commuter parking lot area. Geotechnical information should be obtained during
subsequent design stages to determine whether the proposed SWM ponds would have
impacts on the groundwater conditions as per TRCA’s requirements.
7.2
Low Impact Development Measures
Opportunities to provide Low Impact Development (LID) measures for the proposed parking
lot were explored. Vegetated filter strips, enhanced grassed swales, bio-retention trenches
and exfiltration systems are proposed as LID measures. The detailed design of these facilities
will be carried out during the detailed design stage; however, a conceptual design of these
facilities is presented in this report.
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 23
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
The proposed LID measures are illustrated in Exhibits 4 and 5 and briefly described below:
1. Approximately 10 m wide vegetated filter strips will be provided on the south side for
the entire length of parking lot (approximately 610 m). The vegetated filter strips will
provide water quality treatment by trapping sediments and pollutants.
2. Approximately 5 m wide vegetated filter strips will be provided on the west side of
the parking lot for an approximate 110 m length. The vegetated filter strips and
vegetated slope will provide water quality treatment.
3. Approximately 5 m wide vegetated filter strips will be provided on the east side of the
parking lot for an approximate 100 m length. The vegetated filter strips and vegetated
slope will provide water quality treatment.
4. An average 7.5 m wide vegetated filter strip will be provided at the north east corner
of the parking lot for an approximate length of 75 m to provide water quality
treatment.
5. 5 m wide vegetated filter strips will be provided around the access roads and the
passenger pickup location area to provide water quality treatment, as shown in
Exhibit 5.
6. 3 m wide enhanced grassed swales will be provided on the south side and at the north
east corner of the parking lot totalling approximately 700 m. The enhanced grassed
swale is an additional feature to provide water quality treatment. To minimize the
slopes of enhanced grassed swales, drop inverts are required along the swales, as
shown in Exhibits 4 and 5.
7. Seven 3 m wide bio-retention trenches will be provided on the south side and at the
north east corner of the parking lot, as shown in Exhibits 4 and 5. The total length of
these bio-retention trenches will be approximately 320 m.
The vegetated filter strips will function as pre-treatment for the storm runoff from the
parking lot. The filter media at the top of the bio-retention trench will also provide
quality treatment before the runoff drains to the trench below and allowed to infiltrate
to the groundwater.
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 24
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
8. An exfiltration system will be provided (approximately 100 m long) in the storm
sewer system proposed at the north west corner of the parking lot. Goss traps will be
provided in the catchbasins to trap the sediments and floatables before the runoff
enters into the exfiltration system.
The detail design of vegetated filter strips, bio-retention trenches and exfiltration system will
be carried out in the detailed design stage. Soil parameters and groundwater conditions are
required for the detailed design of bio-retention trenches and exfiltration systems.
7.3
Water Balance Requirement
The water balance requirement is to retain a minimum of 5 mm of runoff from the site. The
retention of 5 mm of runoff from the site will be provided through proposed bio-retention
trenches and an exfiltration system.
For the west parking lot, three bio-retention trenches and an exfiltration system will be
provided.
•
Each bio-retention trench will be 1.10 m deep x 3.0 m wide x 40.0 m long
providing approximately 159 m3 of total retention volume.
•
The exfiltration system will be approximately 1.0 m deep x 2.0 m wide
3
x 100 m long providing approximately 80 m of retention volume.
The total retention volume provided is 239 m3, which represents a 5 mm runoff from a
4.78 ha area.
For the east parking lot, a total of four bio-retention trenches will be provided.
•
On the south side of the parking lot, three bio-retention trenches will be
3.0 m wide x 1. 0 m deep but the lengths will be 25 m, 40 m and 75m long. These
three trenches will provide approximately 168 m3 of retention volume.
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 25
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
•
Toronto Transit Commission
York Region Rapid Transit Corporation
At the north east corner of the parking lot, the bio-retention trench will be 1.2 m
deep x 3.0 m wide x 60.0 m long, providing approximately 86 m3 of retention
volume.
The total retention volume provided in the four bio-retention trenches will be 254 m3, which
represents a 5 mm runoff from a 5.10 ha area.
The detailed design of the bio-retention trenches and exfiltration system will be carried out in
the detailed design stage. Soil parameters and groundwater conditions are required for the
detailed design of bio-retention trenches, exfiltration system.
7.4
Thermal Impacts
During the detailed design stage potential thermal impacts to the water in the East Don River
should be investigated. In the detailed design of the SWM pond and outlet control structure,
bottom-draw outlet pipes and cooling trenches for the pond outflows should be investigated.
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 26
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
8.
Toronto Transit Commission
York Region Rapid Transit Corporation
CONCLUSIONS AND RECOMMENDATIONS
Based on the preceding, the following conclusions can be made:
1)
The proposed commuter parking lot, located south of Highway 407, north of
Longbridge Road and west of Yonge Street, will provide a service for commuters who
will be using the proposed Yonge Subway Extension and other public transportation
services.
2)
The study area is elongated in an east-west direction having a drainage divide almost in
the middle. Under existing conditions, the east half of the study area drains to Pomona
Mills Creek and the west half drains to the East Don River. The study area is an open
space land with thick bushes located under the Hydro One transmission lines.
3)
To maintain the existing drainage patterns approximately one half of the proposed
parking lot will drain west to the East Don River and the remaining half of the parking
lot will drain east to Pomona Mills Creek.
4)
The stormwater management strategy proposed for the parking lot includes two
stormwater management wet ponds, vegetated filter strips, enhanced grassed swales
bio-retention trenches and an exfiltration system, in addition to Goss Traps at the
catchbasins.
5)
Two stormwater management wet ponds will service the parking lot, providing erosion
control, quantity control and quality treatment for the runoff draining from the parking
lot. The West SWM Pond will service approximately one half of the parking lot and the
East SWM Pond will service the remaining half of the parking lot.
6)
The West SWM Pond will control the outflows from the pond to less than the
allowable flow rates to the East Don River.
7)
The East SWM Pond will over control the outflows from the pond to less than the
allowable flow rates to Pomona Mills Creek; however, the allowable flow rates to
Pomona Mills Creek cannot be achieved. Due to elevation constraint the runoff from
Catchment 230 (access road to the parking lot and passenger drop off area) cannot be
conveyed to the East SWM Pond to provide quantity control, and it is not feasible to
construct a second pond in the area. The controlled outflows from the pond plus the
uncontrolled flows from Catchment 230 exceeds the allowable flow rates.
McCormick Rankin Corporation-Hatch Mott MacDonald Joint Venture
August 2011
Page 27
Yonge Subway Extension
Conceptual Design Services
Preliminary Drainage and Stormwater
Management Final Report
for the Commuter Parking Lot
at Langstaff Subway Station
APPENDICES
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
APPENDIX A
Site Investigation Photographs
McCormick Rankin Corporation
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for the Commuter
Parking Lot at Langstaff Subway Station
APPENDIX A
FIELD INVESTIGATION PHOTOGRAPHS
1. Looking east from the west end of the study area (area draining to the East
Don River). Catchment area covered with thick bushes.
2. View of Existing SWM Pond located between Highway 407 and the study
area.
1
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for the Commuter
Parking Lot at Langstaff Subway Station
APPENDIX A
FIELD INVESTIGATION PHOTOGRAPHS
3. Looking west from the middle of the study area (area draining to the East
Don River)
4. Looking east from the middle of the study area (area draining to Pomona
Mills Creek). Catchment area covered with thick bushes.
2
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for the Commuter
Parking Lot at Langstaff Subway Station
APPENDIX A
FIELD INVESTIGATION PHOTOGRAPHS
5. Looking east from the south end at the middle of the study area (area
draining to Pomona Mills Creek)
6. Looking west from the south end at the middle of the study area (area
draining to the East Don River)
3
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for the Commuter
Parking Lot at Langstaff Subway Station
APPENDIX A
FIELD INVESTIGATION PHOTOGRAPHS
7. Overland flow path (low lying area) towards storm inlet located on the west
roadside ditch of Yonge Street
8. Storm inlet (900 mm diameter CSP) located on west roadside ditch of Yonge
Street, Outlets to Pomona Mills Creek
4
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
APPENDIX B
TRCA Unit Flow Rate Information
for Don River Watershed
McCormick Rankin Corporation
&
20
&
2
&
29
ELGIN MILLS RD
20
(
!
&
- &
&
-
17
2
(
!
19
&
4
21.1
!!
(
(19
( 23.4
!
&
8A
VAUGHAN
30
18.1 !
(
( 23.3
!
! 23.2
(
(
!
&
Y O R K
23
5.2
(
!
&
5
&
24
8.1
(
!
&
24
(
!
6
&
HIGHWAY 7
26
23.1
HIGH
WAY
407
(
!
25.2
&
31
(
!
&
&
8B
6 5.1
(
!
( 7.2
!
HIGHWAY 7
25
26
25.1!
(49.2
(
!
(
!
(
!
! 32.2
(
(
!
&
49
27
36A
7
(
!
31
30.1
HIGHWAY 404
&
&
&
HIGHWAY 407
16TH AVE
LESLIE
HIGHW
AY 404
(
!
&
22
4
(
!
( 3.1
!
( 5.3
!
1
MAJOR MACKENZIE DR
BAYVIEW
AVE
18
29
(
!
YONGE
ST
&
T ST
&
3
RUTHERFORD
22
BATHURS
DUFFERI
N RD
KEELE S
T
JANE ST
WESTON
RD
1
RICHMOND HILL
&
17
(
!
MAJOR MACKENZIE
&
21
&
32
MARKHAM
27
( 49.1
!!
(
( 28.2
!
STEELES AVE
&
9A
28
36
(
!
&
35
&
&
11A
KEELE S
T
&
&
(39.5
!!
(
(35.1
!
39A
11.3
&
&
39.4
DVP
BAYVIE
&
W AVE
41B
&
15
11C
&
YONGE
12
ST
&
13
DUFFERIN ST
&
15.1
( 13.2
!!
(
(
!
11.1
( (
!
!16.2
(13.1
!
&
16A
- &
&
-
&
44A
&
42B
&
42
41D
(
!
&
16.1
44.2
(!
!
( 41.1
( 43.1
( !
!
( 43.2
!
ST CLAIR AVE W
48.4
(
!
46
48.3
(
!
43A
ST CLAIR AVE E
O CONNOR DR
&
&
43B
44B
PAPE AVE
BATHURST ST
AVENUE RD
45 44.1
(
(!
!
(
!
EGLINTON AVE E
16B
46B
BLOOR ST W
LAWRENCE AVE E
41C
EGLINTON AVE W
45B
&
42A
12
45A
47B
41.3
ELLESMERE RD
&
&
&
SHEPPARD AVE E
(
!
HIGHWAY 401
&
&
41A
14
(
!
&
&
39B
HIGHWAY 401
11.2
47A
38
14B
WILSON AVE
46A
38
(
!
!39.3
(
(40
!
(!
!
(
40
11B
&
33
&
37.1
14A
(
!
LAWRENCE AVE W
&
37
&
10B
&
BIRCHMOUNT RD
&
36B
28.1
(35.2
(!
!
(34.1
!
WARDEN AVE
!
(
11.7
10
!
(
(
!
&
33
VICTORIA PARK AVE
&
9B
&
STEELES AVE
34.3
(
(!
!
LESLIE
ST
9.2
!
(
9.3
(
!
YONGE ST
10A
BATHUR
ST ST
&
7.1
34
DANFORTH AVE
47
(
!
COLLEGE ST
48.2
(
!
&
T O R O N T O
GERRARD ST E
48
QUEEN ST W
48.1
(
!
Legend
(
!
0
DON RIVER HYDROLOGY: Catchments and Flow Nodes
Flow Node
River
Catchment
Municipal Boundary
2
4
E
8 Kms
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
APPENDIX C
Existing Conditions SWMHYMO Modelling
McCormick Rankin Corporation
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
============================================================================
SSSSS W W M M H H Y Y M M OOO
999 999 =========
S W W W MM MM H H Y Y MM MM O O 9 9 9 9
SSSSS W W W M M M HHHHH Y M M M O O ## 9 9 9 9 Ver. 4.02
S WW M M H H Y M M O O
9999 9999 July 1999
SSSSS W W M M H H Y M M OOO
9 9 =========
9 9 9 9 # 4313781
StormWater Management HYdrologic Model
999 999 =========
***************************************************************************
*************************** SWMHYMO-99 Ver/4.02 ***************************
******* A single event and continuous hydrologic simulation model *******
******* based on the principles of HYMO and its successors *******
*******
OTTHYMO-83 and OTTHYMO-89.
*******
***************************************************************************
******* Distributed by: J.F. Sabourin and Associates Inc.
*******
*******
Ottawa, Ontario: (613) 727-5199
*******
*******
Gatineau, Quebec: (819) 243-6858
*******
*******
E-Mail: swmhymo@jfsa.Com
*******
***************************************************************************
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+++++++ Licensed user: McCormick Rankin Corporation
+++++++
+++++++
Kitchener
SERIAL#:4313781
+++++++
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
***************************************************************************
*******
++++++ PROGRAM ARRAY DIMENSIONS ++++++
*******
Maximum value for ID numbers : 10
*******
*******
Max. number of rainfall points: 15000
*******
*******
Max. number of flow points : 15000
*******
***************************************************************************
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\25mm.stm
| Ptotal= 25.00 mm| Comments: Vaughan 25mm storm 4 hour- 5 min time st
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.08 1.520 | 1.08 6.560 | 2.08 4.190 | 3.08 2.020
.17 1.610 | 1.17 10.050 | 2.17 3.820 | 3.17 1.940
.25 1.720 | 1.25 23.640 | 2.25 3.510 | 3.25 1.870
.33 1.840 | 1.33 83.080 | 2.33 3.260 | 3.33 1.810
.42 1.980 | 1.42 30.710 | 2.42 3.040 | 3.42 1.750
.50 2.150 | 1.50 16.600 | 2.50 2.850 | 3.50 1.690
.58 2.360 | 1.58 11.400 | 2.58 2.690 | 3.58 1.640
.67 2.610 | 1.67 8.730 | 2.67 2.540 | 3.67 1.590
.75 2.940 | 1.75 7.110 | 2.75 2.420 | 3.75 1.550
.83 3.380 | 1.83 6.020 | 2.83 2.300 | 3.83 1.500
.92 4.000 | 1.92 5.240 | 2.92 2.200 | 3.92 1.460
1.00 4.940 | 2.00 4.650 | 3.00 2.110 | 4.00 1.420
------------------------------------------------------------------------------001:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= .049 (i)
TIME TO PEAK (hrs)= 1.750
RUNOFF VOLUME (mm)= 2.691
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .108
*******
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
******************** D E T A I L E D O U T P U T ********************
***************************************************************************
*
DATE: 2010-12-16 TIME: 13:47:22 RUN COUNTER: 000021
*
***************************************************************************
* Input filename: C:\SWMHYMO\7767YSub\7767_EX.dat
*
* Output filename: C:\SWMHYMO\7767YSub\7767_EX.out
*
* Summary filename: C:\SWMHYMO\7767YSub\7767_EX.sum
*
* User comments:
*
* 1:______________________________________________________________________ *
* 2:______________________________________________________________________ *
* 3:______________________________________________________________________ *
***************************************************************************
------------------------------------------------------------------------------001:0001----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
*
*
------------------------------------------------------------------------------001:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
PEAK FLOW
(cms)= .033 (i)
TIME TO PEAK (hrs)= 2.000
RUNOFF VOLUME (mm)= 2.691
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .108
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*
*
*
*
*
*
*
*
*
------------------------------------------------------------------------------001:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 001
NSTORM= 1
# 1=25mm.stm
------------------------------------------------------------------------------001:0002----------------------------------------------------------------------*
.737
.194
PEAK FLOW
(cms)= .009 (i)
TIME TO PEAK (hrs)= 1.750
RUNOFF VOLUME (mm)= 3.400
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .136
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------001:0006-----------------------------------------------------------------------
Page 1 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .033 2.00 2.69 .000
+ID2 03:300
1.37 .009 1.75 3.40 .000
======================================================
SUM 05:700
9.47 .041 1.92 2.79 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------001:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
** END OF RUN : 1
*******************************************************************************
Page 2 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 002
NSTORM= 1
# 1=2yr.stm
------------------------------------------------------------------------------002:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------002:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\2yr.stm
| Ptotal= 42.93 mm| Comments: 2-year, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 1.016 | 6.25 8.128 | 9.25 1.016
.50 1.016 | 3.50 2.032 | 6.50 8.128 | 9.50 2.032
.75 1.016 | 3.75 2.032 | 6.75 3.048 | 9.75 1.016
1.00 .000 | 4.00 1.016 | 7.00 3.048 | 10.00 1.016
1.25 1.016 | 4.25 3.048 | 7.25 3.048 | 10.25 1.016
1.50 1.016 | 4.50 3.048 | 7.50 2.032 | 10.50 1.016
1.75 1.016 | 4.75 3.048 | 7.75 3.048 | 10.75 1.016
2.00 1.016 | 5.00 3.048 | 8.00 2.032 | 11.00 1.016
2.25 1.016 | 5.25 5.080 | 8.25 2.032 | 11.25 .000
2.50 2.032 | 5.50 5.080 | 8.50 2.032 | 11.50 1.016
2.75 2.032 | 5.75 38.608 | 8.75 1.016 | 11.75 1.016
3.00 2.032 | 6.00 38.608 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------002:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
RUNOFF COEFFICIENT =
.232
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
*
*
*
*
*
*
*
*
*
*
*
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .034 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 11.666
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .272
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .127 6.33 9.95 .000
+ID2 03:300
1.37 .034 6.08 11.67 .000
======================================================
SUM 05:700
9.47 .157 6.25 10.20 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------002:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------002:0002----------------------------------------------------------------------*
** END OF RUN : 2
*******************************************************************************
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= .200 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 9.951
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .232
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
.737
PEAK FLOW
(cms)= .127 (i)
TIME TO PEAK (hrs)= 6.333
RUNOFF VOLUME (mm)= 9.951
TOTAL RAINFALL (mm)= 42.926
Page 3 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 003
NSTORM= 1
# 1=5yr.stm
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\5yr.stm
| Ptotal= 55.37 mm| Comments: 5-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 3.048 | 6.25 9.144 | 9.25 1.016
.50 1.016 | 3.50 2.032 | 6.50 10.160 | 9.50 2.032
.75 1.016 | 3.75 2.032 | 6.75 5.080 | 9.75 2.032
1.00 1.016 | 4.00 2.032 | 7.00 4.064 | 10.00 1.016
1.25 1.016 | 4.25 4.064 | 7.25 3.048 | 10.25 1.016
1.50 2.032 | 4.50 4.064 | 7.50 3.048 | 10.50 1.016
1.75 1.016 | 4.75 4.064 | 7.75 4.064 | 10.75 2.032
2.00 1.016 | 5.00 3.048 | 8.00 3.048 | 11.00 1.016
2.25 2.032 | 5.25 7.112 | 8.25 2.032 | 11.25 1.016
2.50 2.032 | 5.50 7.112 | 8.50 2.032 | 11.50 1.016
2.75 2.032 | 5.75 49.784 | 8.75 3.048 | 11.75 1.016
3.00 2.032 | 6.00 49.784 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------003:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
RUNOFF COEFFICIENT =
.302
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
*
*
*
*
*
*
*
*
*
*
*
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .058 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 19.111
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .345
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .222 6.25 16.70 .000
+ID2 03:300
1.37 .058 6.08 19.11 .000
======================================================
SUM 05:700
9.47 .272 6.25 17.05 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------003:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*
** END OF RUN : 3
*******************************************************************************
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= .350 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 16.702
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .302
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
.737
PEAK FLOW
(cms)= .222 (i)
TIME TO PEAK (hrs)= 6.250
RUNOFF VOLUME (mm)= 16.702
TOTAL RAINFALL (mm)= 55.372
Page 4 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 004
NSTORM= 1
# 1=10yr.stm
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\10yr.stm
| Ptotal= 63.75 mm| Comments: 10-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 3.048 | 6.25 11.176 | 9.25 2.032
.50 2.032 | 3.50 2.032 | 6.50 11.176 | 9.50 2.032
.75 1.016 | 3.75 3.048 | 6.75 5.080 | 9.75 2.032
1.00 1.016 | 4.00 2.032 | 7.00 5.080 | 10.00 2.032
1.25 1.016 | 4.25 5.080 | 7.25 4.064 | 10.25 1.016
1.50 2.032 | 4.50 4.064 | 7.50 4.064 | 10.50 1.016
1.75 1.016 | 4.75 4.064 | 7.75 4.064 | 10.75 2.032
2.00 1.016 | 5.00 5.080 | 8.00 3.048 | 11.00 1.016
2.25 3.048 | 5.25 7.112 | 8.25 3.048 | 11.25 1.016
2.50 2.032 | 5.50 8.128 | 8.50 2.032 | 11.50 1.016
2.75 3.048 | 5.75 56.896 | 8.75 3.048 | 11.75 2.032
3.00 2.032 | 6.00 57.912 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------004:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
RUNOFF COEFFICIENT =
.342
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
*
*
*
*
*
*
*
*
*
*
*
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .076 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 24.674
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .387
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .296 6.25 21.82 .000
+ID2 03:300
1.37 .076 6.08 24.67 .000
======================================================
SUM 05:700
9.47 .362 6.25 22.23 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------004:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
** END OF RUN : 4
*******************************************************************************
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= .465 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 21.819
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .342
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
.737
PEAK FLOW
(cms)= .296 (i)
TIME TO PEAK (hrs)= 6.250
RUNOFF VOLUME (mm)= 21.819
TOTAL RAINFALL (mm)= 63.754
Page 5 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 005
NSTORM= 1
# 1=25yr.stm
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\25yr.stm
| Ptotal= 74.42 mm| Comments: 25-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 3.048 | 6.25 13.208 | 9.25 3.048
.50 2.032 | 3.50 3.048 | 6.50 13.208 | 9.50 2.032
.75 1.016 | 3.75 3.048 | 6.75 6.096 | 9.75 2.032
1.00 2.032 | 4.00 3.048 | 7.00 6.096 | 10.00 2.032
1.25 1.016 | 4.25 5.080 | 7.25 5.080 | 10.25 2.032
1.50 2.032 | 4.50 5.080 | 7.50 4.064 | 10.50 1.016
1.75 1.016 | 4.75 6.096 | 7.75 4.064 | 10.75 2.032
2.00 2.032 | 5.00 5.080 | 8.00 5.080 | 11.00 1.016
2.25 3.048 | 5.25 8.128 | 8.25 3.048 | 11.25 2.032
2.50 3.048 | 5.50 9.144 | 8.50 3.048 | 11.50 1.016
2.75 3.048 | 5.75 67.056 | 8.75 3.048 | 11.75 2.032
3.00 2.032 | 6.00 67.056 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------005:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
RUNOFF COEFFICIENT =
.388
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
*
*
*
*
*
*
*
*
*
*
*
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .100 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 32.248
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .433
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .396 6.25 28.86 .000
+ID2 03:300
1.37 .100 6.08 32.25 .000
======================================================
SUM 05:700
9.47 .481 6.25 29.35 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------005:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
** END OF RUN : 5
Unit Hyd Qpeak (cms)= 1.403
*******************************************************************************
PEAK FLOW
(cms)= .618 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 28.858
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .388
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
.737
PEAK FLOW
(cms)= .396 (i)
TIME TO PEAK (hrs)= 6.250
RUNOFF VOLUME (mm)= 28.858
TOTAL RAINFALL (mm)= 74.422
Page 6 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 006
NSTORM= 1
# 1=50yr.stm
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\50yr.stm
| Ptotal= 82.04 mm| Comments: 50-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 2.032 | 3.25 3.048 | 6.25 15.240 | 9.25 3.048
.50 1.016 | 3.50 3.048 | 6.50 14.224 | 9.50 2.032
.75 2.032 | 3.75 4.064 | 6.75 7.112 | 9.75 3.048
1.00 1.016 | 4.00 3.048 | 7.00 6.096 | 10.00 2.032
1.25 2.032 | 4.25 5.080 | 7.25 5.080 | 10.25 2.032
1.50 2.032 | 4.50 6.096 | 7.50 5.080 | 10.50 1.016
1.75 1.016 | 4.75 6.096 | 7.75 5.080 | 10.75 2.032
2.00 2.032 | 5.00 5.080 | 8.00 4.064 | 11.00 2.032
2.25 3.048 | 5.25 10.160 | 8.25 4.064 | 11.25 1.016
2.50 3.048 | 5.50 10.160 | 8.50 3.048 | 11.50 2.032
2.75 4.064 | 5.75 73.152 | 8.75 3.048 | 11.75 1.016
3.00 3.048 | 6.00 74.168 | 9.00 3.048 | 12.00 2.032
------------------------------------------------------------------------------006:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= .737 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 34.185
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .417
RUNOFF COEFFICIENT =
.417
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
*
*
*
*
*
*
*
*
*
*
*
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .118 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 37.934
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .462
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .473 6.25 34.19 .000
+ID2 03:300
1.37 .118 6.08 37.93 .000
======================================================
SUM 05:700
9.47 .575 6.25 34.73 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------006:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
** END OF RUN : 6
*******************************************************************************
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
.737
PEAK FLOW
(cms)= .473 (i)
TIME TO PEAK (hrs)= 6.250
RUNOFF VOLUME (mm)= 34.185
TOTAL RAINFALL (mm)= 82.042
Page 7 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 007
NSTORM= 1
# 1=100yr.stm
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\100yr.stm
| Ptotal= 89.92 mm| Comments: 100-yr 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 2.032 | 3.25 4.064 | 6.25 16.256 | 9.25 3.048
.50 2.032 | 3.50 3.048 | 6.50 16.256 | 9.50 3.048
.75 1.016 | 3.75 4.064 | 6.75 7.112 | 9.75 2.032
1.00 2.032 | 4.00 3.048 | 7.00 7.112 | 10.00 3.048
1.25 2.032 | 4.25 7.112 | 7.25 5.080 | 10.25 2.032
1.50 2.032 | 4.50 6.096 | 7.50 5.080 | 10.50 1.016
1.75 1.016 | 4.75 6.096 | 7.75 6.096 | 10.75 2.032
2.00 2.032 | 5.00 6.096 | 8.00 5.080 | 11.00 2.032
2.25 4.064 | 5.25 11.176 | 8.25 4.064 | 11.25 2.032
2.50 3.048 | 5.50 11.176 | 8.50 3.048 | 11.50 1.016
2.75 4.064 | 5.75 80.264 | 8.75 4.064 | 11.75 2.032
3.00 3.048 | 6.00 81.280 | 9.00 3.048 | 12.00 2.032
------------------------------------------------------------------------------007:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= .864 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 39.911
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .444
RUNOFF COEFFICIENT =
.444
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
*
*
*
*
*
*
*
*
*
*
*
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .137 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 44.012
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .489
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .556 6.25 39.91 .000
+ID2 03:300
1.37 .137 6.08 44.01 .000
======================================================
SUM 05:700
9.47 .673 6.25 40.50 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------007:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
** END OF RUN : 7
*******************************************************************************
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
.737
PEAK FLOW
(cms)= .556 (i)
TIME TO PEAK (hrs)= 6.250
RUNOFF VOLUME (mm)= 39.911
TOTAL RAINFALL (mm)= 89.916
Page 8 of 9
Yonge Subway Extension – Langstaff Subway Station Commuter Parking lot
Appendix C
Existing Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 008
NSTORM= 1
# 1=Reg_Haz.stm
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extnsion - Langstaff Station Parking
JOB: 7767
* EXISTING CONDITIONS
*******************************************************************************
*
* Date
: Dec 16, 2010
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Reg_Haz.stm
| Ptotal= 210.54 mm| Comments: Hurrican HazelStorm: 15 min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 6.170 | 3.25 12.330 | 6.25 23.430 | 9.25 53.020
.50 6.170 | 3.50 13.560 | 6.50 22.190 | 9.50 53.020
.75 6.170 | 3.75 12.330 | 6.75 23.430 | 9.75 53.020
1.00 7.400 | 4.00 12.330 | 7.00 23.430 | 10.00 51.790
1.25 4.930 | 4.25 17.260 | 7.25 12.330 | 10.25 38.220
1.50 3.700 | 4.50 16.030 | 7.50 13.560 | 10.50 36.990
1.75 4.930 | 4.75 17.260 | 7.75 12.330 | 10.75 38.220
2.00 3.700 | 5.00 16.030 | 8.00 12.330 | 11.00 38.220
2.25 6.170 | 5.25 12.330 | 8.25 13.560 | 11.25 12.330
2.50 6.170 | 5.50 13.560 | 8.50 12.330 | 11.50 12.330
2.75 6.170 | 5.75 12.330 | 8.75 12.330 | 11.75 13.560
3.00 6.170 | 6.00 12.330 | 9.00 12.330 | 12.00 12.330
------------------------------------------------------------------------------008:0003----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 9.18 Curve Number (CN)=75.00
| 01:100 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .250
Unit Hyd Qpeak (cms)= 1.403
PEAK FLOW
(cms)= 1.128 (i)
TIME TO PEAK (hrs)= 10.000
RUNOFF VOLUME (mm)= 142.376
TOTAL RAINFALL (mm)= 210.540
RUNOFF COEFFICIENT = .676
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------008:0004----------------------------------------------------------------------*
* FLOW FROM HYD# 100 DRAINS TO EAST DON RIVER.
*
---------------------| CALIB NASHYD
| Area (ha)= 8.10 Curve Number (CN)=75.00
| 02:200 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .420
Unit Hyd Qpeak (cms)=
PEAK FLOW
(cms)= .922 (i)
TIME TO PEAK (hrs)= 10.167
RUNOFF VOLUME (mm)= 142.376
TOTAL RAINFALL (mm)= 210.540
RUNOFF COEFFICIENT = .676
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*
*
*
*
*
*
*
*
*
*
*
------------------------------------------------------------------------------008:0005----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.37 Curve Number (CN)=78.00
| 03:300 DT= 5.00 | Ia (mm)= 7.600 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.194
PEAK FLOW
(cms)= .173 (i)
TIME TO PEAK (hrs)= 10.000
RUNOFF VOLUME (mm)= 149.991
TOTAL RAINFALL (mm)= 210.540
RUNOFF COEFFICIENT = .712
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------008:0006----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:200
8.10 .922 10.17 142.38 .000
+ID2 03:300
1.37 .173 10.00 149.99 .000
======================================================
SUM 05:700
9.47 1.088 10.17 143.48 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------008:0007----------------------------------------------------------------------*
* FLOW FROM HYD# 700 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------008:0002----------------------------------------------------------------------*
FINISH
------------------------------------------------------------------------------*******************************************************************************
WARNINGS / ERRORS / NOTES
------------------------Simulation ended on 2010-12-16 at 13:47:26
=============================================================================
.737
Page 9 of 9
Appendix C
Subcatchment
I.D.
Summary of Hydrologic Modelling Parameters
Existing Conditions Yonge Subway - Langstaff Subway Station Commuter Parking Lot
Imperviousness
SCS
Initial Abstraction
Manning's
Time to Number
(%)
Curve
(mm)
'n'
Peak
of Linear
Direct + Indirect = Total
Number Pervious Impervious Pervious Impervious (hours) Reservoirs
Classification
Drainage
Area
(ha)
100
Nash
9.18
0
+
0
=
0
75
8.5
n/a
n/a
n/a
0.25
3
n/a
n/a
n/a
n/a
200
Nash
8.10
0
+
0
=
0
75
8.5
n/a
n/a
n/a
0.42
3
n/a
n/a
n/a
n/a
300
Nash
1.37
14
+
0
=
14
78
7.6
n/a
n/a
n/a
0.27
3
n/a
n/a
n/a
n/a
18.7
1
+
0
=
1
75
8.4
-
-
-
-
-
-
-
-
-
Instantaneous
Unit Hydrograph
Flow Length
(m)
Pervious Impervious
Slope
(%)
Pervious Impervious
-
Total/Weighted Average =
W:\7k\7767 TTC - Yonge Subway Ext. Conceptual Design\7767.450 Water Resources\21-Hydrology\7767-SWMHYMO Parameters Existing.xls
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
APPENDIX D
Proposed Conditions SWMHYMO Modelling
McCormick Rankin Corporation
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
============================================================================
SSSSS W W M M H H Y Y M M OOO
999 999 =========
S W W W MM MM H H Y Y MM MM O O 9 9 9 9
SSSSS W W W M M M HHHHH Y M M M O O ## 9 9 9 9 Ver. 4.02
S WW M M H H Y M M O O
9999 9999 July 1999
SSSSS W W M M H H Y M M OOO
9 9 =========
9 9 9 9 # 4313781
StormWater Management HYdrologic Model
999 999 =========
***************************************************************************
*************************** SWMHYMO-99 Ver/4.02 ***************************
******* A single event and continuous hydrologic simulation model *******
******* based on the principles of HYMO and its successors *******
*******
OTTHYMO-83 and OTTHYMO-89.
*******
***************************************************************************
******* Distributed by: J.F. Sabourin and Associates Inc.
*******
*******
Ottawa, Ontario: (613) 727-5199
*******
*******
Gatineau, Quebec: (819) 243-6858
*******
*******
E-Mail: swmhymo@jfsa.Com
*******
***************************************************************************
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+++++++ Licensed user: McCormick Rankin Corporation
+++++++
+++++++
Kitchener
SERIAL#:4313781
+++++++
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
***************************************************************************
*******
++++++ PROGRAM ARRAY DIMENSIONS ++++++
*******
Maximum value for ID numbers : 10
*******
*******
Max. number of rainfall points: 15000
*******
*******
Max. number of flow points : 15000
*******
***************************************************************************
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.08 1.520 | 1.08 6.560 | 2.08 4.190 | 3.08 2.020
.17 1.610 | 1.17 10.050 | 2.17 3.820 | 3.17 1.940
.25 1.720 | 1.25 23.640 | 2.25 3.510 | 3.25 1.870
.33 1.840 | 1.33 83.080 | 2.33 3.260 | 3.33 1.810
.42 1.980 | 1.42 30.710 | 2.42 3.040 | 3.42 1.750
.50 2.150 | 1.50 16.600 | 2.50 2.850 | 3.50 1.690
.58 2.360 | 1.58 11.400 | 2.58 2.690 | 3.58 1.640
.67 2.610 | 1.67 8.730 | 2.67 2.540 | 3.67 1.590
.75 2.940 | 1.75 7.110 | 2.75 2.420 | 3.75 1.550
.83 3.380 | 1.83 6.020 | 2.83 2.300 | 3.83 1.500
.92 4.000 | 1.92 5.240 | 2.92 2.200 | 3.92 1.460
1.00 4.940 | 2.00 4.650 | 3.00 2.110 | 4.00 1.420
------------------------------------------------------------------------------001:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
*******
******************** D E T A I L E D O U T P U T ********************
***************************************************************************
*
DATE: 2011-05-13 TIME: 13:35:40 RUN COUNTER: 000157
*
***************************************************************************
* Input filename: C:\SWMHYMO\7767YSub\Proposed\7767_PR.dat
*
* Output filename: C:\SWMHYMO\7767YSub\Proposed\7767_PR.out
*
* Summary filename: C:\SWMHYMO\7767YSub\Proposed\7767_PR.sum
*
* User comments:
*
* 1:______________________________________________________________________ *
* 2:______________________________________________________________________ *
* 3:______________________________________________________________________ *
***************************************************************************
------------------------------------------------------------------------------001:0001----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 001
NSTORM= 1
# 1=25mm.stm
------------------------------------------------------------------------------001:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\25mm.stm
| Ptotal= 25.00 mm| Comments: Vaughan 25mm storm 4 hour- 5 min time st
*
*
*
*
*
*
*
*
*
*
*
*
Max.eff.Inten.(mm/hr)= 83.08
2.11
over (min)
5.00
45.00
Storage Coeff. (min)=
6.14 (ii) 42.97 (ii)
Unit Hyd. Tpeak (min)=
5.00
45.00
Unit Hyd. peak (cms)=
.19
.03
*TOTALS*
PEAK FLOW
(cms)=
.64
.00
.638 (iii)
TIME TO PEAK (hrs)=
1.33
2.33
1.333
RUNOFF VOLUME (mm)= 23.00
2.84
21.791
TOTAL RAINFALL (mm)= 25.00
25.00
25.001
RUNOFF COEFFICIENT =
.92
.11
.872
(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.
------------------------------------------------------------------------------001:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
.438
PEAK FLOW
(cms)= .018 (i)
TIME TO PEAK (hrs)= 1.667
RUNOFF VOLUME (mm)= 3.145
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .126
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------001:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .638 1.33 21.79 .000
+ID2 02:110
2.64 .018 1.67 3.15 .000
======================================================
SUM 04:400
7.19 .640 1.33 14.94 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------001:0006-----------------------------------------------------------------------
Page 1 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
.833
INFLOW HYD. PEAKS AT .640
1.333
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .1075
TOTAL HYDROGRAPH VOLUME (ha.m.)= .1075
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------001:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 .640 1.333 14.945
OUTFLOW<05: (500 )
7.19 .014 4.083 14.944
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 83.08
2.24
over (min)
5.00
40.00
Storage Coeff. (min)=
6.02 (ii) 42.01 (ii)
Unit Hyd. Tpeak (min)=
5.00
40.00
Unit Hyd. peak (cms)=
.19
.03
*TOTALS*
PEAK FLOW
(cms)=
.64
.00
.641 (iii)
TIME TO PEAK (hrs)=
1.33
2.25
1.333
RUNOFF VOLUME (mm)= 23.00
2.84
21.791
TOTAL RAINFALL (mm)= 25.00
25.00
25.001
RUNOFF COEFFICIENT =
.92
.11
.872
(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.
------------------------------------------------------------------------------001:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
PEAK FLOW REDUCTION [Qout/Qin](%)= 2.212
TIME SHIFT OF PEAK FLOW
(min)= 165.00
MAXIMUM STORAGE USED
(ha.m.)=.9365E-01
------------------------------------------------------------------------------001:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
PEAK FLOW
(cms)= .017 (i)
TIME TO PEAK (hrs)= 1.500
RUNOFF VOLUME (mm)= 2.691
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .108
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------001:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .014 4.08 14.94 .000
+ID2 03:120
2.19 .017 1.50 2.69 .000
======================================================
SUM 06:600
9.38 .027 1.50 12.08 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------001:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
.155
PEAK FLOW
(cms)= .006 (i)
TIME TO PEAK (hrs)= 1.833
RUNOFF VOLUME (mm)= 2.691
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .108
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------001:0012----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 83.08
2.24
over (min)
5.00
40.00
Storage Coeff. (min)=
3.34 (ii) 39.33 (ii)
Unit Hyd. Tpeak (min)=
5.00
40.00
Unit Hyd. peak (cms)=
.26
.03
*TOTALS*
PEAK FLOW
(cms)=
.04
.00
.038 (iii)
TIME TO PEAK (hrs)=
1.33
2.25
1.333
RUNOFF VOLUME (mm)= 23.00
2.84
9.092
TOTAL RAINFALL (mm)= 25.00
25.00
25.001
RUNOFF COEFFICIENT =
.92
.11
.364
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------001:0013-----------------------------------------------------------------------
Page 2 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .641 1.33 21.79 .000
+ID2 02:210
1.22 .006 1.83 2.69 .000
+ID3 03:220
.64 .038 1.33 9.09 .000
======================================================
SUM 07:700
6.39 .679 1.33 16.87 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------001:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
Unit Hyd Qpeak (cms)=
------------------------------------------------------------------------------001:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
.833
INFLOW HYD. PEAKS AT .679
1.333
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .1078
TOTAL HYDROGRAPH VOLUME (ha.m.)= .1078
% OF HYDROGRAPH TO STORE
= 99.9996
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------001:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
.178
PEAK FLOW
(cms)= .009 (i)
TIME TO PEAK (hrs)= 1.750
RUNOFF VOLUME (mm)= 3.436
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .137
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------001:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .009 1.75 3.44 .000
+ID2 09:900
8.42 .025 1.67 13.69 .000
======================================================
SUM 06:950
9.68 .033 1.67 12.36 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------001:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
** END OF RUN : 1
*******************************************************************************
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 .679 1.333 16.873
OUTFLOW<08: (800 )
6.39 .009 4.083 16.872
PEAK FLOW REDUCTION [Qout/Qin](%)= 1.285
TIME SHIFT OF PEAK FLOW
(min)= 165.00
MAXIMUM STORAGE USED
(ha.m.)=.9898E-01
------------------------------------------------------------------------------001:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
.388
PEAK FLOW
(cms)= .018 (i)
TIME TO PEAK (hrs)= 1.583
RUNOFF VOLUME (mm)= 3.676
TOTAL RAINFALL (mm)= 25.001
RUNOFF COEFFICIENT = .147
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------001:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .018 1.58 3.68 .000
+ID2 08:800
6.39 .009 4.08 16.87 .000
======================================================
SUM 09:900
8.42 .025 1.67 13.69 .000
Page 3 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 002
NSTORM= 1
# 1=2yr.stm
------------------------------------------------------------------------------002:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
******************************************************************************
*
------------------------------------------------------------------------------002:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\2yr.stm
| Ptotal= 42.93 mm| Comments: 2-year, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 1.016 | 6.25 8.128 | 9.25 1.016
.50 1.016 | 3.50 2.032 | 6.50 8.128 | 9.50 2.032
.75 1.016 | 3.75 2.032 | 6.75 3.048 | 9.75 1.016
1.00 .000 | 4.00 1.016 | 7.00 3.048 | 10.00 1.016
1.25 1.016 | 4.25 3.048 | 7.25 3.048 | 10.25 1.016
1.50 1.016 | 4.50 3.048 | 7.50 2.032 | 10.50 1.016
1.75 1.016 | 4.75 3.048 | 7.75 3.048 | 10.75 1.016
2.00 1.016 | 5.00 3.048 | 8.00 2.032 | 11.00 1.016
2.25 1.016 | 5.25 5.080 | 8.25 2.032 | 11.25 .000
2.50 2.032 | 5.50 5.080 | 8.50 2.032 | 11.50 1.016
2.75 2.032 | 5.75 38.608 | 8.75 1.016 | 11.75 1.016
3.00 2.032 | 6.00 38.608 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------002:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 38.61
8.89
over (min)
10.00
30.00
Storage Coeff. (min)=
8.34 (ii) 29.07 (ii)
Unit Hyd. Tpeak (min)= 10.00
30.00
Unit Hyd. peak (cms)=
.13
.04
*TOTALS*
PEAK FLOW
(cms)=
.44
.00
.445 (iii)
TIME TO PEAK (hrs)=
6.00
6.33
6.000
RUNOFF VOLUME (mm)= 40.93
10.20
39.082
TOTAL RAINFALL (mm)= 42.93
42.93
42.926
RUNOFF COEFFICIENT =
.95
.24
.910
(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.
-------------------------------------------------------------------------------
002:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
*
*
*
*
*
*
*
*
*
*
*
*
*
.438
PEAK FLOW
(cms)= .068 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 11.063
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .258
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .445 6.00 39.08 .000
+ID2 02:110
2.64 .068 6.08 11.06 .000
======================================================
SUM 04:400
7.19 .508 6.00 28.79 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------002:0006----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
2.167
INFLOW HYD. PEAKS AT .508
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .2070
TOTAL HYDROGRAPH VOLUME (ha.m.)= .2070
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------002:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 .508 6.000 28.794
OUTFLOW<05: (500 )
7.19 .019 9.833 28.794
PEAK FLOW REDUCTION [Qout/Qin](%)= 3.682
TIME SHIFT OF PEAK FLOW
(min)= 230.00
MAXIMUM STORAGE USED
(ha.m.)=.1643E+00
------------------------------------------------------------------------------002:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
Page 4 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW
(cms)= .072 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 9.951
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .232
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------002:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .019 9.83 28.79 .000
+ID2 03:120
2.19 .072 6.00 9.95 .000
======================================================
SUM 06:600
9.38 .085 6.00 24.39 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------002:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 38.61
8.89
over (min)
10.00
30.00
Storage Coeff. (min)=
8.19 (ii) 28.92 (ii)
Unit Hyd. Tpeak (min)= 10.00
30.00
Unit Hyd. peak (cms)=
.13
.04
*TOTALS*
PEAK FLOW
(cms)=
.44
.00
.444 (iii)
TIME TO PEAK (hrs)=
6.00
6.33
6.000
RUNOFF VOLUME (mm)= 40.93
10.20
39.082
TOTAL RAINFALL (mm)= 42.93
42.93
42.926
RUNOFF COEFFICIENT =
.95
.24
.910
(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.
------------------------------------------------------------------------------002:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
.155
PEAK FLOW
(cms)= .024 (i)
TIME TO PEAK (hrs)= 6.167
RUNOFF VOLUME (mm)= 9.951
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .232
| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 38.61
9.95
over (min)
5.00
25.00
Storage Coeff. (min)=
4.54 (ii) 24.36 (ii)
Unit Hyd. Tpeak (min)=
5.00
25.00
Unit Hyd. peak (cms)=
.23
.05
*TOTALS*
PEAK FLOW
(cms)=
.02
.01
.026 (iii)
TIME TO PEAK (hrs)=
6.00
6.25
6.000
RUNOFF VOLUME (mm)= 40.93
10.20
19.725
TOTAL RAINFALL (mm)= 42.93
42.93
42.926
RUNOFF COEFFICIENT =
.95
.24
.460
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------002:0013----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .444 6.00 39.08 .000
+ID2 02:210
1.22 .024 6.17 9.95 .000
+ID3 03:220
.64 .026 6.00 19.72 .000
======================================================
SUM 07:700
6.39 .489 6.00 31.58 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------002:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
2.167
INFLOW HYD. PEAKS AT .489
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .2018
TOTAL HYDROGRAPH VOLUME (ha.m.)= .2018
% OF HYDROGRAPH TO STORE
= 99.9996
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------002:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0012----------------------------------------------------------------------*
----------------------
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 .489 6.000 31.582
OUTFLOW<08: (800 )
6.39 .012 11.083 31.581
Page 5 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW REDUCTION [Qout/Qin](%)= 2.367
TIME SHIFT OF PEAK FLOW
(min)= 305.00
MAXIMUM STORAGE USED
(ha.m.)=.1733E+00
------------------------------------------------------------------------------002:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
.388
PEAK FLOW
(cms)= .063 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 12.305
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .287
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .063 6.08 12.30 .000
+ID2 08:800
6.39 .012 11.08 31.58 .000
======================================================
SUM 09:900
8.42 .072 6.08 26.93 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------002:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.178
PEAK FLOW
(cms)= .031 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 11.721
TOTAL RAINFALL (mm)= 42.926
RUNOFF COEFFICIENT = .273
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------002:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .031 6.08 11.72 .000
+ID2 09:900
8.42 .072 6.08 26.93 .000
======================================================
SUM 06:950
9.68 .103 6.08 24.95 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------002:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
------------------------------------------------------------------------------002:0002----------------------------------------------------------------------*
** END OF RUN : 2
*******************************************************************************
Page 6 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 003
NSTORM= 1
# 1=5yr.stm
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
******************************************************************************
*
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\5yr.stm
| Ptotal= 55.37 mm| Comments: 5-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 3.048 | 6.25 9.144 | 9.25 1.016
.50 1.016 | 3.50 2.032 | 6.50 10.160 | 9.50 2.032
.75 1.016 | 3.75 2.032 | 6.75 5.080 | 9.75 2.032
1.00 1.016 | 4.00 2.032 | 7.00 4.064 | 10.00 1.016
1.25 1.016 | 4.25 4.064 | 7.25 3.048 | 10.25 1.016
1.50 2.032 | 4.50 4.064 | 7.50 3.048 | 10.50 1.016
1.75 1.016 | 4.75 4.064 | 7.75 4.064 | 10.75 2.032
2.00 1.016 | 5.00 3.048 | 8.00 3.048 | 11.00 1.016
2.25 2.032 | 5.25 7.112 | 8.25 2.032 | 11.25 1.016
2.50 2.032 | 5.50 7.112 | 8.50 2.032 | 11.50 1.016
2.75 2.032 | 5.75 49.784 | 8.75 3.048 | 11.75 1.016
3.00 2.032 | 6.00 49.784 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------003:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 49.78
17.19
over (min)
10.00
25.00
Storage Coeff. (min)=
7.53 (ii) 23.45 (ii)
Unit Hyd. Tpeak (min)= 10.00
25.00
Unit Hyd. peak (cms)=
.13
.05
*TOTALS*
PEAK FLOW
(cms)=
.58
.01
.582 (iii)
TIME TO PEAK (hrs)=
6.00
6.25
6.000
RUNOFF VOLUME (mm)= 53.37
17.00
51.189
TOTAL RAINFALL (mm)= 55.37
55.37
55.372
RUNOFF COEFFICIENT =
.96
.31
.924
(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.
-------------------------------------------------------------------------------
003:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
*
*
*
*
*
*
*
*
*
*
*
*
*
.438
PEAK FLOW
(cms)= .116 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 18.271
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .330
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .582 6.00 51.19 .000
+ID2 02:110
2.64 .116 6.08 18.27 .000
======================================================
SUM 04:400
7.19 .693 6.00 39.10 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------003:0006----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.667
INFLOW HYD. PEAKS AT .693
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .2811
TOTAL HYDROGRAPH VOLUME (ha.m.)= .2812
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------003:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 .693 6.000 39.102
OUTFLOW<05: (500 )
7.19 .039 9.000 39.102
PEAK FLOW REDUCTION [Qout/Qin](%)= 5.584
TIME SHIFT OF PEAK FLOW
(min)= 180.00
MAXIMUM STORAGE USED
(ha.m.)=.2122E+00
------------------------------------------------------------------------------003:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
Page 7 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW
(cms)= .121 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 16.702
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .302
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------003:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .039 9.00 39.10 .000
+ID2 03:120
2.19 .121 6.00 16.70 .000
======================================================
SUM 06:600
9.38 .137 6.00 33.87 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------003:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 49.78
17.19
over (min)
5.00
25.00
Storage Coeff. (min)=
7.39 (ii) 23.32 (ii)
Unit Hyd. Tpeak (min)=
5.00
25.00
Unit Hyd. peak (cms)=
.17
.05
*TOTALS*
PEAK FLOW
(cms)=
.58
.01
.586 (iii)
TIME TO PEAK (hrs)=
6.00
6.25
6.000
RUNOFF VOLUME (mm)= 53.37
17.00
51.189
TOTAL RAINFALL (mm)= 55.37
55.37
55.372
RUNOFF COEFFICIENT =
.96
.31
.924
(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.
------------------------------------------------------------------------------003:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
.155
PEAK FLOW
(cms)= .041 (i)
TIME TO PEAK (hrs)= 6.167
RUNOFF VOLUME (mm)= 16.702
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .302
| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 49.78
18.56
over (min)
5.00
20.00
Storage Coeff. (min)=
4.10 (ii) 19.55 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.24
.06
*TOTALS*
PEAK FLOW
(cms)=
.03
.01
.040 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 53.37
17.00
28.272
TOTAL RAINFALL (mm)= 55.37
55.37
55.372
RUNOFF COEFFICIENT =
.96
.31
.511
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------003:0013----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .586 6.00 51.19 .000
+ID2 02:210
1.22 .041 6.17 16.70 .000
+ID3 03:220
.64 .040 6.00 28.27 .000
======================================================
SUM 07:700
6.39 .661 6.00 42.31 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------003:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.667
INFLOW HYD. PEAKS AT .661
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .2704
TOTAL HYDROGRAPH VOLUME (ha.m.)= .2704
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------003:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0012----------------------------------------------------------------------*
----------------------
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 .661 6.000 42.310
OUTFLOW<08: (800 )
6.39 .026 9.833 42.308
Page 8 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW REDUCTION [Qout/Qin](%)= 3.972
TIME SHIFT OF PEAK FLOW
(min)= 230.00
MAXIMUM STORAGE USED
(ha.m.)=.2195E+00
------------------------------------------------------------------------------003:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
.388
PEAK FLOW
(cms)= .103 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 19.992
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .361
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .103 6.00 19.99 .000
+ID2 08:800
6.39 .026 9.83 42.31 .000
======================================================
SUM 09:900
8.42 .114 6.08 36.93 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------003:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.178
PEAK FLOW
(cms)= .053 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 19.175
TOTAL RAINFALL (mm)= 55.372
RUNOFF COEFFICIENT = .346
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------003:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .053 6.08 19.18 .000
+ID2 09:900
8.42 .114 6.08 36.93 .000
======================================================
SUM 06:950
9.68 .167 6.08 34.62 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------003:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------003:0002----------------------------------------------------------------------*
** END OF RUN : 3
*******************************************************************************
Page 9 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 004
NSTORM= 1
# 1=10yr.stm
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
******************************************************************************
*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\10yr.stm
| Ptotal= 63.75 mm| Comments: 10-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 3.048 | 6.25 11.176 | 9.25 2.032
.50 2.032 | 3.50 2.032 | 6.50 11.176 | 9.50 2.032
.75 1.016 | 3.75 3.048 | 6.75 5.080 | 9.75 2.032
1.00 1.016 | 4.00 2.032 | 7.00 5.080 | 10.00 2.032
1.25 1.016 | 4.25 5.080 | 7.25 4.064 | 10.25 1.016
1.50 2.032 | 4.50 4.064 | 7.50 4.064 | 10.50 1.016
1.75 1.016 | 4.75 4.064 | 7.75 4.064 | 10.75 2.032
2.00 1.016 | 5.00 5.080 | 8.00 3.048 | 11.00 1.016
2.25 3.048 | 5.25 7.112 | 8.25 3.048 | 11.25 1.016
2.50 2.032 | 5.50 8.128 | 8.50 2.032 | 11.50 1.016
2.75 3.048 | 5.75 56.896 | 8.75 3.048 | 11.75 2.032
3.00 2.032 | 6.00 57.912 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------004:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 57.91
24.32
over (min)
5.00
20.00
Storage Coeff. (min)=
7.09 (ii) 20.95 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.17
.05
*TOTALS*
PEAK FLOW
(cms)=
.68
.01
.688 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 61.75
22.14
59.377
TOTAL RAINFALL (mm)= 63.75
63.75
63.754
RUNOFF COEFFICIENT =
.97
.35
.931
(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.
-------------------------------------------------------------------------------
004:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
*
*
*
*
*
*
*
*
*
*
*
*
*
.438
PEAK FLOW
(cms)= .152 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 23.683
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .371
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .688 6.00 59.38 .000
+ID2 02:110
2.64 .152 6.08 23.68 .000
======================================================
SUM 04:400
7.19 .833 6.00 46.27 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------004:0006----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.417
INFLOW HYD. PEAKS AT .833
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .3327
TOTAL HYDROGRAPH VOLUME (ha.m.)= .3327
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------004:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 .833 6.000 46.271
OUTFLOW<05: (500 )
7.19 .058 7.917 46.270
PEAK FLOW REDUCTION [Qout/Qin](%)= 6.916
TIME SHIFT OF PEAK FLOW
(min)= 115.00
MAXIMUM STORAGE USED
(ha.m.)=.2415E+00
------------------------------------------------------------------------------004:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
Page 10 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW
(cms)= .158 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 21.819
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .342
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------004:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .058 7.92 46.27 .000
+ID2 03:120
2.19 .158 6.00 21.82 .000
======================================================
SUM 06:600
9.38 .176 6.00 40.56 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------004:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 57.91
24.32
over (min)
5.00
20.00
Storage Coeff. (min)=
6.96 (ii) 20.82 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.17
.05
*TOTALS*
PEAK FLOW
(cms)=
.68
.01
.685 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 61.75
22.14
59.377
TOTAL RAINFALL (mm)= 63.75
63.75
63.754
RUNOFF COEFFICIENT =
.97
.35
.931
(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.
------------------------------------------------------------------------------004:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
.155
PEAK FLOW
(cms)= .055 (i)
TIME TO PEAK (hrs)= 6.167
RUNOFF VOLUME (mm)= 21.819
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .342
| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 57.91
24.32
over (min)
5.00
20.00
Storage Coeff. (min)=
3.86 (ii) 17.72 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.25
.06
*TOTALS*
PEAK FLOW
(cms)=
.03
.02
.049 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 61.75
22.14
34.418
TOTAL RAINFALL (mm)= 63.75
63.75
63.754
RUNOFF COEFFICIENT =
.97
.35
.540
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------004:0013----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .685 6.00 59.38 .000
+ID2 02:210
1.22 .055 6.17 21.82 .000
+ID3 03:220
.64 .049 6.00 34.42 .000
======================================================
SUM 07:700
6.39 .782 6.00 49.71 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------004:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.417
INFLOW HYD. PEAKS AT .782
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .3176
TOTAL HYDROGRAPH VOLUME (ha.m.)= .3176
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------004:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0012----------------------------------------------------------------------*
----------------------
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 .782 6.000 49.707
OUTFLOW<08: (800 )
6.39 .037 8.917 49.705
Page 11 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW REDUCTION [Qout/Qin](%)= 4.747
TIME SHIFT OF PEAK FLOW
(min)= 175.00
MAXIMUM STORAGE USED
(ha.m.)=.2497E+00
** END OF RUN : 4
*******************************************************************************
------------------------------------------------------------------------------004:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
.388
PEAK FLOW
(cms)= .134 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 25.707
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .403
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .134 6.00 25.71 .000
+ID2 08:800
6.39 .037 8.92 49.71 .000
======================================================
SUM 09:900
8.42 .147 6.08 43.92 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------004:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.178
PEAK FLOW
(cms)= .070 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 24.743
TOTAL RAINFALL (mm)= 63.754
RUNOFF COEFFICIENT = .388
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------004:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .070 6.08 24.74 .000
+ID2 09:900
8.42 .147 6.08 43.92 .000
======================================================
SUM 06:950
9.68 .217 6.08 41.42 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------004:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------004:0002----------------------------------------------------------------------*
Page 12 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 005
NSTORM= 1
# 1=25yr.stm
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
*******************************************************************************
*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\25yr.stm
| Ptotal= 74.42 mm| Comments: 25-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 1.016 | 3.25 3.048 | 6.25 13.208 | 9.25 3.048
.50 2.032 | 3.50 3.048 | 6.50 13.208 | 9.50 2.032
.75 1.016 | 3.75 3.048 | 6.75 6.096 | 9.75 2.032
1.00 2.032 | 4.00 3.048 | 7.00 6.096 | 10.00 2.032
1.25 1.016 | 4.25 5.080 | 7.25 5.080 | 10.25 2.032
1.50 2.032 | 4.50 5.080 | 7.50 4.064 | 10.50 1.016
1.75 1.016 | 4.75 6.096 | 7.75 4.064 | 10.75 2.032
2.00 2.032 | 5.00 5.080 | 8.00 5.080 | 11.00 1.016
2.25 3.048 | 5.25 8.128 | 8.25 3.048 | 11.25 2.032
2.50 3.048 | 5.50 9.144 | 8.50 3.048 | 11.50 1.016
2.75 3.048 | 5.75 67.056 | 8.75 3.048 | 11.75 2.032
3.00 2.032 | 6.00 67.056 | 9.00 2.032 | 12.00 1.016
------------------------------------------------------------------------------005:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 67.06
31.96
over (min)
5.00
20.00
Storage Coeff. (min)=
6.69 (ii) 19.11 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.18
.06
*TOTALS*
PEAK FLOW
(cms)=
.79
.02
.803 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 72.42
29.20
69.829
TOTAL RAINFALL (mm)= 74.42
74.42
74.422
RUNOFF COEFFICIENT =
.97
.39
.938
(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.
-------------------------------------------------------------------------------
005:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
*
*
*
*
*
*
*
*
*
*
*
*
.438
PEAK FLOW
(cms)= .200 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 31.077
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .418
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .803 6.00 69.83 .000
+ID2 02:110
2.64 .200 6.08 31.08 .000
======================================================
SUM 04:400
7.19 .995 6.00 55.60 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------005:0006----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.333
INFLOW HYD. PEAKS AT .995
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .3998
TOTAL HYDROGRAPH VOLUME (ha.m.)= .3998
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------005:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 .995 6.000 55.600
OUTFLOW<05: (500 )
7.19 .081 7.417 55.600
PEAK FLOW REDUCTION [Qout/Qin](%)= 8.097
TIME SHIFT OF PEAK FLOW
(min)= 85.00
MAXIMUM STORAGE USED
(ha.m.)=.2810E+00
------------------------------------------------------------------------------005:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
Page 13 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW
(cms)= .205 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 28.858
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .388
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------005:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .081 7.42 55.60 .000
+ID2 03:120
2.19 .205 6.00 28.86 .000
======================================================
SUM 06:600
9.38 .233 6.00 49.36 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------005:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 67.06
31.96
over (min)
5.00
20.00
Storage Coeff. (min)=
6.56 (ii) 18.99 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.18
.06
*TOTALS*
PEAK FLOW
(cms)=
.79
.02
.800 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 72.42
29.20
69.829
TOTAL RAINFALL (mm)= 74.42
74.42
74.422
RUNOFF COEFFICIENT =
.97
.39
.938
(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.
------------------------------------------------------------------------------005:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
.155
PEAK FLOW
(cms)= .073 (i)
TIME TO PEAK (hrs)= 6.167
RUNOFF VOLUME (mm)= 28.858
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .388
| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 67.06
33.71
over (min)
5.00
15.00
Storage Coeff. (min)=
3.64 (ii) 15.81 (ii)
Unit Hyd. Tpeak (min)=
5.00
15.00
Unit Hyd. peak (cms)=
.25
.07
*TOTALS*
PEAK FLOW
(cms)=
.04
.03
.064 (iii)
TIME TO PEAK (hrs)=
6.00
6.08
6.000
RUNOFF VOLUME (mm)= 72.42
29.20
42.599
TOTAL RAINFALL (mm)= 74.42
74.42
74.422
RUNOFF COEFFICIENT =
.97
.39
.572
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------005:0013----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .800 6.00 69.83 .000
+ID2 02:210
1.22 .073 6.17 28.86 .000
+ID3 03:220
.64 .064 6.00 42.60 .000
======================================================
SUM 07:700
6.39 .929 6.00 59.28 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------005:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.333
INFLOW HYD. PEAKS AT .929
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .3788
TOTAL HYDROGRAPH VOLUME (ha.m.)= .3788
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------005:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0012----------------------------------------------------------------------*
----------------------
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 .929 6.000 59.279
OUTFLOW<08: (800 )
6.39 .054 8.250 59.278
Page 14 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW REDUCTION [Qout/Qin](%)= 5.769
TIME SHIFT OF PEAK FLOW
(min)= 135.00
MAXIMUM STORAGE USED
(ha.m.)=.2891E+00
------------------------------------------------------------------------------005:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
** END OF RUN : 5
*******************************************************************************
.388
PEAK FLOW
(cms)= .176 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 33.462
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .450
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .176 6.00 33.46 .000
+ID2 08:800
6.39 .054 8.25 59.28 .000
======================================================
SUM 09:900
8.42 .198 6.08 53.05 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------005:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.178
PEAK FLOW
(cms)= .092 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 32.321
TOTAL RAINFALL (mm)= 74.422
RUNOFF COEFFICIENT = .434
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------005:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .092 6.08 32.32 .000
+ID2 09:900
8.42 .198 6.08 53.05 .000
======================================================
SUM 06:950
9.68 .290 6.08 50.36 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------005:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------005:0002----------------------------------------------------------------------*
Page 15 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 006
NSTORM= 1
# 1=50yr.stm
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
******************************************************************************
*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\50yr.stm
| Ptotal= 82.04 mm| Comments: 50-yr, 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 2.032 | 3.25 3.048 | 6.25 15.240 | 9.25 3.048
.50 1.016 | 3.50 3.048 | 6.50 14.224 | 9.50 2.032
.75 2.032 | 3.75 4.064 | 6.75 7.112 | 9.75 3.048
1.00 1.016 | 4.00 3.048 | 7.00 6.096 | 10.00 2.032
1.25 2.032 | 4.25 5.080 | 7.25 5.080 | 10.25 2.032
1.50 2.032 | 4.50 6.096 | 7.50 5.080 | 10.50 1.016
1.75 1.016 | 4.75 6.096 | 7.75 5.080 | 10.75 2.032
2.00 2.032 | 5.00 5.080 | 8.00 4.064 | 11.00 2.032
2.25 3.048 | 5.25 10.160 | 8.25 4.064 | 11.25 1.016
2.50 3.048 | 5.50 10.160 | 8.50 3.048 | 11.50 2.032
2.75 4.064 | 5.75 73.152 | 8.75 3.048 | 11.75 1.016
3.00 3.048 | 6.00 74.168 | 9.00 3.048 | 12.00 2.032
------------------------------------------------------------------------------006:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 74.17
37.80
over (min)
5.00
20.00
Storage Coeff. (min)=
6.42 (ii) 18.04 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.18
.06
*TOTALS*
PEAK FLOW
(cms)=
.87
.02
.890 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 80.04
34.54
77.312
TOTAL RAINFALL (mm)= 82.04
82.04
82.042
RUNOFF COEFFICIENT =
.98
.42
.942
(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.
-------------------------------------------------------------------------------
006:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
*
*
*
*
*
*
*
*
*
*
*
*
*
.438
PEAK FLOW
(cms)= .237 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 36.644
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .447
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .890 6.00 77.31 .000
+ID2 02:110
2.64 .237 6.08 36.64 .000
======================================================
SUM 04:400
7.19 1.118 6.00 62.38 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------006:0006----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.167
INFLOW HYD. PEAKS AT 1.118
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .4485
TOTAL HYDROGRAPH VOLUME (ha.m.)= .4485
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------006:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 1.118 6.000 62.380
OUTFLOW<05: (500 )
7.19 .093 7.333 62.379
PEAK FLOW REDUCTION [Qout/Qin](%)= 8.332
TIME SHIFT OF PEAK FLOW
(min)= 80.00
MAXIMUM STORAGE USED
(ha.m.)=.3125E+00
------------------------------------------------------------------------------006:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
Page 16 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW
(cms)= .243 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 34.185
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .417
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------006:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .093 7.33 62.38 .000
+ID2 03:120
2.19 .243 6.00 34.19 .000
======================================================
SUM 06:600
9.38 .283 6.00 55.80 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------006:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 74.17
37.80
over (min)
5.00
20.00
Storage Coeff. (min)=
6.30 (ii) 17.92 (ii)
Unit Hyd. Tpeak (min)=
5.00
20.00
Unit Hyd. peak (cms)=
.19
.06
*TOTALS*
PEAK FLOW
(cms)=
.87
.02
.887 (iii)
TIME TO PEAK (hrs)=
6.00
6.17
6.000
RUNOFF VOLUME (mm)= 80.04
34.54
77.312
TOTAL RAINFALL (mm)= 82.04
82.04
82.042
RUNOFF COEFFICIENT =
.98
.42
.942
(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.
------------------------------------------------------------------------------006:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
.155
PEAK FLOW
(cms)= .087 (i)
TIME TO PEAK (hrs)= 6.167
RUNOFF VOLUME (mm)= 34.185
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .417
| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 74.17
39.84
over (min)
5.00
15.00
Storage Coeff. (min)=
3.50 (ii) 14.88 (ii)
Unit Hyd. Tpeak (min)=
5.00
15.00
Unit Hyd. peak (cms)=
.26
.08
*TOTALS*
PEAK FLOW
(cms)=
.04
.04
.074 (iii)
TIME TO PEAK (hrs)=
6.00
6.08
6.000
RUNOFF VOLUME (mm)= 80.04
34.54
48.647
TOTAL RAINFALL (mm)= 82.04
82.04
82.042
RUNOFF COEFFICIENT =
.98
.42
.593
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------006:0013----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .887 6.00 77.31 .000
+ID2 02:210
1.22 .087 6.17 34.19 .000
+ID3 03:220
.64 .074 6.00 48.65 .000
======================================================
SUM 07:700
6.39 1.039 6.00 66.21 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------006:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.167
INFLOW HYD. PEAKS AT 1.039
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .4231
TOTAL HYDROGRAPH VOLUME (ha.m.)= .4231
% OF HYDROGRAPH TO STORE
= 99.9996
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------006:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0012----------------------------------------------------------------------*
----------------------
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 1.039 6.000 66.207
OUTFLOW<08: (800 )
6.39 .064 8.250 66.206
Page 17 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW REDUCTION [Qout/Qin](%)= 6.117
TIME SHIFT OF PEAK FLOW
(min)= 135.00
MAXIMUM STORAGE USED
(ha.m.)=.3179E+00
------------------------------------------------------------------------------006:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
** END OF RUN : 6
*******************************************************************************
.388
PEAK FLOW
(cms)= .207 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 39.268
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .479
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .207 6.00 39.27 .000
+ID2 08:800
6.39 .064 8.25 66.21 .000
======================================================
SUM 09:900
8.42 .237 6.08 59.71 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------006:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.178
PEAK FLOW
(cms)= .109 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 38.010
TOTAL RAINFALL (mm)= 82.042
RUNOFF COEFFICIENT = .463
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------006:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .109 6.08 38.01 .000
+ID2 09:900
8.42 .237 6.08 59.71 .000
======================================================
SUM 06:950
9.68 .345 6.08 56.89 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------006:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------006:0002----------------------------------------------------------------------*
Page 18 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
-------------------| START
| Project dir.: C:\SWMHYMO\7767YSub\Proposed\
-------------------- Rainfall dir.: C:\SWMHYMO\7767YSub\Proposed\
TZERO = .00 hrs on
0
METOUT= 2 (output = METRIC)
NRUN = 007
NSTORM= 1
# 1=100yr.stm
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*******************************************************************************
* Yonge Subway Extension - Langstaff Station Parking
JOB: 7767
*
*
PROPOSED CONDITIONS
******************************************************************************
* Date
: May 12, 2011
* Modeller : [MB]
* Company : McCormick Rankin Corporation
*
* - 2, 5, 10, 25, 50 and 100yr, 12-hr SCS Storm Distribution
* - Rainfall depths from Toronto Bloor Station,
* - 25mm, 4hr Chicago for Vaughan Station
*
******************************************************************************
*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
*
-------------------| READ STORM
| Filename: C:\SWMHYMO\7767YSub\Proposed\100yr.stm
| Ptotal= 89.92 mm| Comments: 100-yr 12-hr SCS Storm: 15min time step
-------------------TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN
hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr
.25 2.032 | 3.25 4.064 | 6.25 16.256 | 9.25 3.048
.50 2.032 | 3.50 3.048 | 6.50 16.256 | 9.50 3.048
.75 1.016 | 3.75 4.064 | 6.75 7.112 | 9.75 2.032
1.00 2.032 | 4.00 3.048 | 7.00 7.112 | 10.00 3.048
1.25 2.032 | 4.25 7.112 | 7.25 5.080 | 10.25 2.032
1.50 2.032 | 4.50 6.096 | 7.50 5.080 | 10.50 1.016
1.75 1.016 | 4.75 6.096 | 7.75 6.096 | 10.75 2.032
2.00 2.032 | 5.00 6.096 | 8.00 5.080 | 11.00 2.032
2.25 4.064 | 5.25 11.176 | 8.25 4.064 | 11.25 2.032
2.50 3.048 | 5.50 11.176 | 8.50 3.048 | 11.50 1.016
2.75 4.064 | 5.75 80.264 | 8.75 4.064 | 11.75 2.032
3.00 3.048 | 6.00 81.280 | 9.00 3.048 | 12.00 2.032
------------------------------------------------------------------------------007:0003----------------------------------------------------------------------*
---------------------| CALIB STANDHYD | Area (ha)= 4.55
| 01:100 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.28
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 330.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 81.28
46.32
over (min)
5.00
15.00
Storage Coeff. (min)=
6.19 (ii) 16.90 (ii)
Unit Hyd. Tpeak (min)=
5.00
15.00
Unit Hyd. peak (cms)=
.19
.07
*TOTALS*
PEAK FLOW
(cms)=
.96
.02
.981 (iii)
TIME TO PEAK (hrs)=
6.00
6.08
6.000
RUNOFF VOLUME (mm)= 87.92
40.28
85.058
TOTAL RAINFALL (mm)= 89.92
89.92
89.916
RUNOFF COEFFICIENT =
.98
.45
.946
(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.
-------------------------------------------------------------------------------
007:0004----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.64 Curve Number (CN)=77.00
| 02:110 DT= 5.00 | Ia (mm)= 7.900 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .230
Unit Hyd Qpeak (cms)=
*
*
*
*
*
*
*
*
*
*
*
*
*
.438
PEAK FLOW
(cms)= .276 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 42.604
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .474
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0005----------------------------------------------------------------------*
-------------------| ADD HYD (400 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:100
4.55 .981 6.00 85.06 .000
+ID2 02:110
2.64 .276 6.08 42.60 .000
======================================================
SUM 04:400
7.19 1.249 6.00 69.47 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------007:0006----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:04 (400 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.083
INFLOW HYD. PEAKS AT 1.249
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .4995
TOTAL HYDROGRAPH VOLUME (ha.m.)= .4995
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------007:0007----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>04:(400 ) |
| OUT<05:(500 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .042 .2186E+00
.008 .3430E-01 | .075 .2665E+00
.012 .7090E-01 | .095 .3170E+00
.015 .1100E+00 | .111 .3702E+00
.017 .1305E+00 | .125 .4261E+00
.019 .1733E+00 | .000 .0000E+00
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >04: (400 )
7.19 1.249 6.000 69.470
OUTFLOW<05: (500 )
7.19 .104 7.167 69.469
PEAK FLOW REDUCTION [Qout/Qin](%)= 8.336
TIME SHIFT OF PEAK FLOW
(min)= 70.00
MAXIMUM STORAGE USED
(ha.m.)=.3470E+00
------------------------------------------------------------------------------007:0008----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.19 Curve Number (CN)=75.00
| 03:120 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .100
Unit Hyd Qpeak (cms)=
.836
Page 19 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW
(cms)= .282 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 39.911
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .444
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
------------------------------------------------------------------------------007:0009----------------------------------------------------------------------*
-------------------| ADD HYD (600 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 05:500
7.19 .104 7.17 69.47 .000
+ID2 03:120
2.19 .282 6.00 39.91 .000
======================================================
SUM 06:600
9.38 .339 6.00 62.57 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------007:0010----------------------------------------------------------------------*
* FLOW FROM HYD# 600 DRAINS TO EAST DON RIVER.
***************************************************************************
*
---------------------| CALIB STANDHYD | Area (ha)= 4.53
| 01:200 DT= 5.00 | Total Imp(%)= 94.00 Dir. Conn.(%)= 94.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
4.26
.27
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 320.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 81.28
46.32
over (min)
5.00
15.00
Storage Coeff. (min)=
6.08 (ii) 16.79 (ii)
Unit Hyd. Tpeak (min)=
5.00
15.00
Unit Hyd. peak (cms)=
.19
.07
*TOTALS*
PEAK FLOW
(cms)=
.95
.02
.978 (iii)
TIME TO PEAK (hrs)=
6.00
6.08
6.000
RUNOFF VOLUME (mm)= 87.92
40.28
85.058
TOTAL RAINFALL (mm)= 89.92
89.92
89.916
RUNOFF COEFFICIENT =
.98
.45
.946
(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.
------------------------------------------------------------------------------007:0011----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.22 Curve Number (CN)=75.00
| 02:210 DT= 5.00 | Ia (mm)= 8.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .300
Unit Hyd Qpeak (cms)=
.155
PEAK FLOW
(cms)= .103 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 39.911
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .444
| CALIB STANDHYD | Area (ha)= .64
| 03:220 DT= 5.00 | Total Imp(%)= 31.00 Dir. Conn.(%)= 31.00
---------------------IMPERVIOUS PERVIOUS (i)
Surface Area (ha)=
.20
.44
Dep. Storage (mm)=
2.00
8.00
Average Slope (%)=
1.00
2.00
Length
(m)= 120.00
40.00
Mannings n
=
.015
.300
Max.eff.Inten.(mm/hr)= 81.28
46.32
over (min)
5.00
15.00
Storage Coeff. (min)=
3.37 (ii) 14.09 (ii)
Unit Hyd. Tpeak (min)=
5.00
15.00
Unit Hyd. peak (cms)=
.26
.08
*TOTALS*
PEAK FLOW
(cms)=
.04
.04
.085 (iii)
TIME TO PEAK (hrs)=
6.00
6.08
6.000
RUNOFF VOLUME (mm)= 87.92
40.28
55.048
TOTAL RAINFALL (mm)= 89.92
89.92
89.916
RUNOFF COEFFICIENT =
.98
.45
.612
*** WARNING: Storage Coefficient is smaller than DT!
Use a smaller DT or a larger area.
(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.
------------------------------------------------------------------------------007:0013----------------------------------------------------------------------*
-------------------| ADD HYD (700 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:200
4.53 .978 6.00 85.06 .000
+ID2 02:210
1.22 .103 6.08 39.91 .000
+ID3 03:220
.64 .085 6.00 55.05 .000
======================================================
SUM 07:700
6.39 1.154 6.00 73.43 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------007:0014----------------------------------------------------------------------*
-------------------| COMPUTE VOLUME |
| ID:07 (700 ) |
DISCHARGE TIME
-------------------(cms)
(hrs)
START CONTROLLING AT .000
1.083
INFLOW HYD. PEAKS AT 1.154
6.000
STOP CONTROLLING AT .000
.000
REQUIRED STORAGE VOLUME (ha.m.)= .4692
TOTAL HYDROGRAPH VOLUME (ha.m.)= .4692
% OF HYDROGRAPH TO STORE
= 99.9997
NOTE: Storage was computed to reduce the Inflow
------------------------------------------------------------------------------007:0015----------------------------------------------------------------------*
--------------------| ROUTE RESERVOIR | Requested routing time step = 5.0 min.
| IN>07:(700 ) |
| OUT<08:(800 ) | ========= OUTLFOW STORAGE TABLE =========
--------------------- OUTFLOW STORAGE | OUTFLOW STORAGE
(cms) (ha.m.) | (cms) (ha.m.)
.000 .0000E+00 | .032 .2377E+00
.005 .3920E-01 | .061 .3061E+00
.007 .5990E-01 | .078 .3792E+00
.009 .1146E+00 | .092 .4571E+00
.012 .1739E+00 | .000 .0000E+00
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0012----------------------------------------------------------------------*
----------------------
ROUTING RESULTS
AREA QPEAK TPEAK
R.V.
-------------------(ha) (cms) (hrs)
(mm)
INFLOW >07: (700 )
6.39 1.154 6.000 73.433
OUTFLOW<08: (800 )
6.39 .071 8.167 73.432
Page 20 of 21
Yonge Subway Extension –Langstaff Subway Station Commuter Parking lot
Appendix D
Proposed Conditions SWMHYMO Modelling
using 12-Hr SCS Distribution
PEAK FLOW REDUCTION [Qout/Qin](%)= 6.192
TIME SHIFT OF PEAK FLOW
(min)= 130.00
MAXIMUM STORAGE USED
(ha.m.)=.3509E+00
------------------------------------------------------------------------------007:0016----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 2.03 Curve Number (CN)=79.00
| 01:230 DT= 5.00 | Ia (mm)= 7.300 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .200
Unit Hyd Qpeak (cms)=
.388
PEAK FLOW
(cms)= .241 (i)
TIME TO PEAK (hrs)= 6.000
RUNOFF VOLUME (mm)= 45.462
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .506
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0017----------------------------------------------------------------------*
-------------------| ADD HYD (900 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 01:230
2.03 .241 6.00 45.46 .000
+ID2 08:800
6.39 .071 8.17 73.43 .000
======================================================
SUM 09:900
8.42 .280 6.08 66.69 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------007:0018----------------------------------------------------------------------*
---------------------| CALIB NASHYD
| Area (ha)= 1.26 Curve Number (CN)=78.00
| 02:300 DT= 5.00 | Ia (mm)= 7.500 # of Linear Res.(N)= 3.00
---------------------- U.H. Tp(hrs)= .270
Unit Hyd Qpeak (cms)=
.178
PEAK FLOW
(cms)= .127 (i)
TIME TO PEAK (hrs)= 6.083
RUNOFF VOLUME (mm)= 44.090
TOTAL RAINFALL (mm)= 89.916
RUNOFF COEFFICIENT = .490
(i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.
------------------------------------------------------------------------------007:0019----------------------------------------------------------------------*
-------------------| ADD HYD (950 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF
-------------------(ha) (cms) (hrs) (mm) (cms)
ID1 02:300
1.26 .127 6.08 44.09 .000
+ID2 09:900
8.42 .280 6.08 66.69 .000
======================================================
SUM 06:950
9.68 .407 6.08 63.75 .000
NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.
------------------------------------------------------------------------------007:0020----------------------------------------------------------------------*
* FLOW FROM HYD# 950 DRAINS TO POMONA MILLS CREEK.
*
********************************************************************************
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
------------------------------------------------------------------------------007:0002----------------------------------------------------------------------*
FINISH
------------------------------------------------------------------------------*******************************************************************************
WARNINGS / ERRORS / NOTES
------------------------001:0008 CALIB NASHYD
*** WARNING: Time step is too large for value of TP.
R.V. may be ok. Peak flow could be off.
Simulation ended on 2011-05-13 at 13:35:52
=============================================================================
Page 21 of 21
Appendix D
Subcatchment
I.D.
Summary of Hydrologic Modelling Parameters
Proposed Conditions Yonge Subway - Langstaff Subway Station Commuter Parking Lot
Imperviousness
SCS
Initial Abstraction
Manning's
Time to
Number
(%)
Curve
(mm)
'n'
Peak
of Linear
Direct + Indirect = Total
Number Pervious Impervious Pervious Impervious (hours) Reservoirs
Classification
Drainage
Area
(ha)
100
Standard
4.55
94
+
0
=
94
75
8.0
2.0
0.30
0.015
n/a
n/a
40
330
2.00
1.00
110
Nash
2.64
8
+
0
=
8
77
7.9
n/a
n/a
n/a
0.23
3
n/a
n/a
n/a
n/a
120
Nash
2.19
0
+
0
=
0
75
8.5
n/a
n/a
n/a
0.09
3
n/a
n/a
n/a
n/a
200
Standard
4.53
94
+
0
=
94
75
8.0
2.0
0.30
0.015
n/a
n/a
40
320
2.00
1.00
210
Nash
1.22
0
+
0
=
0
75
8.5
n/a
n/a
n/a
0.30
3
n/a
n/a
n/a
n/a
220
Standard
0.64
31
+
0
=
31
75
8.0
2.0
0.30
0.015
n/a
n/a
40
120
2.00
1.00
230
Nash
2.03
18
+
0
=
18
79
7.3
n/a
n/a
n/a
0.20
3
n/a
n/a
n/a
n/a
300
Nash
1.26
15
+
0
=
15
78
7.5
n/a
n/a
n/a
0.27
3
n/a
n/a
n/a
n/a
19.06
50
+
0
=
50
76
8.0
-
-
-
-
-
-
-
-
-
Instantaneous
Unit Hydrograph
Total/Weighted Average =
W:\7k\7767 TTC - Yonge Subway Ext. Conceptual Design\7767.450 Water Resources\21-Hydrology\7767-SWMHYMO Parameters Proposed.xls
Flow Length
(m)
Pervious Impervious
Slope
(%)
Pervious
Impervious
Yonge Subway Extension Conceptual Design Services
Preliminary Drainage and SWM Report for
the Commuter Parking Lot at Langstaff Subway Station
Toronto Transit Commission
York Region Rapid Transit Corporation
APPENDIX E
Stormwater Management Calculations
McCormick Rankin Corporation
Appendix E
Yonge Subway Extension – Langstaff Subway Station Commuter Parking Lot
Pond Calculations
WEST SWM POND
a) Permanent Pool Volume Calculation
Total Drainage Area for the Pond
Percentage of Imperviousness
=
=
7.19 ha
65%
As per Table 3.2 of the Stormwater Management Planning and Design Manual
of the Ministry of Environment,
Storage requirement for Enhanced 80% S.S. removal for 65% imperviousness is 215 m3/ha, which
also includes 40 m3/ha for water quality requirement
Therefore, Required Permanent Pool volume = 7.19 ha x (215 - 40) m3/ha = 1260 m3
Provided Permanent Pool volume
= 1420 m3.
(Cell 1)
b) Drawdown Time Calculation for 25 mm Event
Pond data:
Bottom Elevation of Pond
Permanent Pool Elevation
Orifice Invert Elevation
Orifice size
Elevation at Orifice C.L.
=
=
=
=
=
178.00 m
178.30 m
178.30 m
100 mm dia.
178.35 m
Required storage volume for 25 mm rainfall event = 1075 m3
Corresponding storage level = 178.89 m
Pond area at Elev. 178.30 m, (A1)
Pond area at Elev. 178.89 m, (A2)
Area of Pond, AP =
=
=
1655 m2
2009 m2
A1 + A2 1655 + 2009
=
= 1832 m2
2
2
πd 2
3.14 × 0.100 2
= 0.00785 m2
4
4
h1 = 178.89 – 178.30 = 0.59 m
h2 = 178.35 – 178.30 = 0.05 m
Area of Orifice, A0 =
Drawdown Time, t =
2 AP
=
(
h1 − h2
CA0 . 2 g
) sec
=
2 × 1832 ×
(
0.59 − 0.05
0.6 × 0.00785 × 19.62
= 95629 sec
= 26.6 hours ≅ 27 hours
) sec
Appendix E
Yonge Subway Extension – Langstaff Subway Station Commuter Parking Lot
EAST SWM POND
a) Permanent Pool Volume Calculation
Total Drainage Area for the Pond
Percentage of Imperviousness
=
=
6.39 ha
70%
As per Table 3.2 of the Stormwater Management Planning and Design Manual
of the Ministry of Environment,
Storage requirement for Enhanced 80% S.S. removal for 65% imperviousness is 225 m3/ha, which
also includes 40 m3/ha for water quality requirement
Therefore, Required Permanent Pool volume = 6.39 ha x (225 - 40) m3/ha = 1185 m3
= 1580 m3.
Provided Permanent Pool volume
b) Drawdown Time Calculation for 25 mm Event
Pond data:
Bottom Elevation of Pond
Permanent Pool Elevation
Orifice Invert Elevation
Orifice size
Elevation at Orifice C.L.
=
=
=
=
=
191.70 m
192.70 m
192.70 m
80 mm dia.
192.74 m
Required storage volume for 25 mm rainfall event = 1078 m3
Corresponding storage level = 193.22 m
Pond area at Elev. 192.7 m, (A1)
Pond area at Elev. 178.89 m, (A2)
Area of Pond, AP =
=
=
1895 m2
2245 m2
A1 + A2 1895 + 2245
=
= 2070 m2
2
2
πd 2
3.14 × 0.080 2
Area of Orifice, A0 =
=
= 0.005024 m2
4
4
h1 = 193.22 – 192.70 = 0.52 m
h2 = 192.74 – 192.70 = 0.04 m
Drawdown Time, t =
2 AP
(
h1 − h2
CA0 . 2 g
) sec
=
2 × 2070 ×
(
0.52 − 0.04
0.6 × 0.005024 × 19.62
= 161577 sec
≅ 45 hours
) sec
7767 Yonge Subway Extension
Appendix E
Stage-Storage-Discharge Summary - Langstaff Subway Station Commuter Parking Lot - West SWM Pond
Storage
Stage
Discharge
(m)
178.00
178.30
178.50
178.70
178.90
179.00
179.20
179.40
179.60
179.80
180.00
180.20
3
5yr
100yr
(m /s)
0.0000
0.0000
0.0081
0.0123
0.0155
0.0168
0.0192
0.0419
0.0748
0.0950
0.1112
0.1251
MAX W.L.
MAX W.L.
Active
3
(m )
0
0
343
709
1,100
1,305
1,733
2,186
2,665
3,170
3,702
4,261
Total
3
(m )
0
471
813
1,180
1,571
1,776
2,203
2,657
3,136
3,641
4,173
4,731
226 m3
226 m3
Stage
Area
2
(m)
178.00
178.30
178.50
178.70
178.90
179.00
179.20
179.40
179.60
179.80
180.00
180.20
(m )
Forebays
Incremental
Accumulated
Volume
Volume
3
(m )
3
(m )
Main Pool (Excluding Forebay)
Incremental
Accumulated
Volume
Volume
Storage
Area
2
(m )
1,483
1,655
1,773
1,893
2,015
2,077
2,202
2,330
2,460
2,592
2,726
2,863
3
(m )
0
471
343
367
391
205
428
453
479
505
532
559
Sediment
3
3
(m )
0
471
813
1,180
1,571
1,776
2,203
2,657
3,136
3,641
4,173
4,731
(m )
0
0
0
0
0
0
0
0
0
0
Estimated
Detention
Time
Total
3
(m )
0
471
813
1,180
1,571
1,776
2,203
2,657
3,136
3,641
4,173
4,731
(hrs)
0
0
12
20
27
30
37
40
41
43
Permanent Pool
Q5
Q100
7767 Yonge Subway Extension
Detailed Outlet Structure Discharge Calculations
Discharge (m3/s)
Elevation
Spillway
Parameters
Outlet Riser
DICB
Total
Overflow Weir 1
Discharge
Crest Elevation
Orifice 1
(m)
Weir 1
Weir 2
Total
Orifice 1
Weir 1
Orifice 2
Total
Orifice Centre
178.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.000
0.000
0.000
9999.00 m
178.30
0.000
0.000
0.000
0.00000
0.000
0.000
0.000
0.000
0.000
Crest Width
178.50
0.000
0.000
0.000
0.00808
0.000
0.000
0.008
0.000
0.008
178.70
0.000
0.000
0.000
0.01235
0.000
0.000
0.012
0.000
0.012
Slope (x:1)
3
178.90
0.000
0.000
0.000
0.01548
0.000
0.000
0.0155
0.000
0.015
Weir Coeff.
1.670
179.00
0.000
0.000
0.000
0.01683
0.000
0.000
0.0168
0.000
0.017
Weir Top Width (m)
-58910.8
Orifice Diameter
0.000
0.000
0.000
0.01924
0.000
0.000
0.0192
0.000
0.019
Overflow Weir 2
0.000
0.000
0.02139
0.000
0.020
0.0419
0.000
0.042
Crest Elevation
179.60
0.000
0.000
0.000
0.02334
0.000
0.051
0.0748
0.000
0.075
9999.0 m
179.80
0.000
0.000
0.000
0.02513
0.000
0.070
0.0950
0.000
0.095
Crest Width
180.00
0.000
0.000
0.000
0.02681
0.000
0.084
0.1112
0.000
0.111
Vertical
180.20
0.000
0.000
0.000
0.02839
0.000
0.097
0.1251
0.000
0.125
Slope (x:1)
0
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Weir Coeff.
1.670
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Weir Top Width (m)
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
DICB
Side Walls
Vertical
Weir 1
Top of Weir Structure
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
T/G Invert
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
9999.00 m
CB Size
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
by
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
600 mm
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Weir Dimensions (Height x Length)
0.000
0 mm Height
0 mm L
Weir Coeff.
1.670
Orifice 2
Orifice Centre
Perimeter
179.36 m
707 mm
Orifice Invert
179.25 m
Area
2
39,761 mm
Orifice Diameter
Orifice Coeff.
4 :1
Q = CA
Max Open Area
2
0 mm
9999.0 m
Grate Slope
Area (m )
Perimeter (m)
0 mm
Weir Crest Invert
1200 mm
2
Max Perimeter
9999.0 m
0 m
0.000
0.6
Orientation
0.000
0.000
Orifice Coeff.
100 mm
179.20
0.000
Area
2
7,854 mm
178.30 m
179.40
0.00
314 mm
Orifice Invert
2 m
0.00
Perimeter
178.35 m
225 mm
0.720
3.600
D 

2 g  h2 − h1 +

2000 

0.6
Orientation
Vertical
Operates Above (m)
179.36
Q = CL(h2 − h1 ) + 1.268 z (h2 − h1 )
1 .5
2.5
7767 Yonge Subway Extension
Appendix E
Stage-Storage-Discharge Summary - Langstaff Subway Station Commuter Parking Lot - East SWM Pond
Storage
Stage
Discharge
(m)
191.70
192.70
192.90
193.00
193.25
193.50
193.75
194.00
194.25
194.50
3
5yr
100yr
(m /s)
0.0000
0.0000
0.0053
0.0068
0.0095
0.0116
0.0321
0.0607
0.0783
0.0924
MAX W.L.
MAX W.L.
Active
3
(m )
0
0
392
599
1,146
1,739
2,377
3,061
3,792
4,571
Total
3
(m )
0
1,579
1,971
2,178
2,725
3,318
3,956
4,640
5,371
6,150
226 m3
226 m3
Stage
Area
2
(m)
191.70
192.70
192.90
193.00
193.25
193.50
193.75
194.00
194.25
194.50
(m )
Forebays
Incremental
Accumulated
Volume
Volume
3
(m )
3
(m )
Main Pool (Excluding Forebay)
Incremental
Accumulated
Volume
Volume
Storage
Area
2
(m )
1,262
1,896
2,028
2,095
2,282
2,462
2,644
2,830
3,020
3,212
3
(m )
0
1,579
392
206
547
593
638
684
731
779
Sediment
3
3
(m )
0
1,579
1,971
2,178
2,725
3,318
3,956
4,640
5,371
6,150
(m )
0
0
0
0
0
0
0
0
Estimated
Detention
Time
Total
3
(m )
0
1,579
1,971
2,178
2,725
3,318
3,956
4,640
5,371
6,150
(hrs)
0
0
20
29
45
59
64
68
70
72
Permanent Pool
Q5
Q100
7767 Yonge Subway Extension
Detailed Outlet Structure Discharge Calculations
Discharge (m3/s)
Elevation
Spillway
Parameters
Outlet Riser
DICB
Total
Overflow Weir 1
Discharge
Crest Elevation
Orifice 1
(m)
Weir 1
Weir 2
Total
Orifice 1
Weir 1
Orifice 2
Total
Orifice Centre
191.70
0.000
0.000
0.000
0.00000
0.000
0.000
0.000
0.000
0.0000
9999.00 m
192.70
0.000
0.000
0.000
0.00000
0.000
0.000
0.000
0.000
0.0000
Crest Width
192.90
0.000
0.000
0.000
0.00534
0.000
0.000
0.005
0.000
0.0053
193.00
0.000
0.000
0.000
0.00681
0.000
0.000
0.007
0.000
0.0068
Slope (x:1)
3
Orifice Diameter
Orifice Coeff.
193.25
0.000
0.000
0.000
0.00954
0.000
0.000
0.0095
0.000
0.0095
Weir Coeff.
1.670
80 mm
0.6
193.50
0.000
0.000
0.000
0.01165
0.000
0.000
0.0116
0.000
0.0116
Weir Top Width (m)
-58825.0
Orientation
193.75
0.000
0.000
0.000
0.01343
0.000
0.019
0.0321
0.000
0.0321
Overflow Weir 2
0.000
0.000
0.000
0.01500
0.000
0.046
0.0607
0.000
0.0607
Crest Elevation
194.25
0.000
0.000
0.000
0.01642
0.000
0.062
0.0783
0.000
0.0783
9999.0 m
194.50
0.000
0.000
0.000
0.01772
0.000
0.075
0.0924
0.000
0.0924
Crest Width
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Vertical
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Slope (x:1)
0
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Weir Coeff.
1.670
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Weir Top Width (m)
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
DICB
Side Walls
Vertical
Weir 1
Top of Weir Structure
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
T/G Invert
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
9999.00 m
CB Size
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
by
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
600 mm
0.00
0.000
0.000
0.000
0.00000
0.000
0.000
0.0000
0.000
0.000
Weir Dimensions (Height x Length)
0.000
0 mm Height
0 mm L
Weir Coeff.
1.670
Orifice 2
Orifice Centre
Perimeter
193.70 m
628 mm
Orifice Invert
Area
2
31,416 mm
193.6 m
Orifice Diameter
4 :1
Q = CA
Max Open Area
2
0 mm
9999.0 m
Grate Slope
Area (m )
Perimeter (m)
0 mm
Weir Crest Invert
1200 mm
2
Max Perimeter
9999.0 m
0 m
0.000
Area
2
5,027 mm
192.70 m
194.00
0.00
251 mm
Orifice Invert
2 m
0.00
Perimeter
192.74 m
Orifice Coeff.
200 mm
0.720
3.600
D 

2 g  h2 − h1 +

2000 

0.6
Orientation
Vertical
Operates Above (m)
193.70
Q = CL(h2 − h1 ) + 1.268 z (h2 − h1 )
1 .5
2.5