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Stormwater Management & Servicing Report
Type of Document
Site Plan Submission
Project Name
Petrie’s Landing, Phase II
Project Number
OTT-00214935-A0
Prepared By
exp Services Inc.
100-2650 Queensview Drive
Ottawa, ON K2B 8H6
Canada
Date Submitted
November 2013
Brigil Homes
Stormwater Management and Servicing Report
Type of Document:
Site Plan Submission
Project Name:
Petrie’s Landing, Phase II
Project Number:
OTT-214935-A0
Prepared By:
exp
100-2650 Queensview Drive
Ottawa, ON K2B 8H6
Canada
T: 613 688-1899
F: 613 225-7337
www.exp.com
_______________________________________
Jason Fitzpatrick, P.Eng.
Project Engineer
Infrastructure Services
Date Submitted:
November 2013
____________________________________
Bruce Thomas, P.Eng.
Senior Project Manager
Infrastructure Services
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Legal Notification
This report was prepared by exp Services Inc. for the account of Brigil Homes.
Any use which a third party makes of this report, or any reliance on or decisions to be made based on it,
are the responsibility of such third parties. Exp Services Inc. accepts no responsibility for damages, if
any, suffered by any third party as a result of decisions made or actions based on this project.
EX-i
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Table of Contents
Page
1
Introduction ............................................................................................................. 1
2
Existing Conditions ................................................................................................ 1
3
Development Proposal ........................................................................................... 1
4
Background Information ........................................................................................ 2
5
Watermain Servicing .............................................................................................. 2
5.1
Methodology ................................................................................................................ 3
5.2
Design Criteria ............................................................................................................ 3
5.3
Water Demands .......................................................................................................... 3
5.4
Fire Flow Requirements .............................................................................................. 4
5.5
Boundary Conditions ................................................................................................... 4
5.6
Modelling Results ........................................................................................................ 4
6
Sanitary Sewer System .......................................................................................... 5
7
Storm Sewer Servicing ........................................................................................... 6
8
9
7.1
Storm Servicing Criteria .............................................................................................. 6
7.2
Storm Sewer Design ................................................................................................... 7
Stormwater Management ....................................................................................... 7
8.1
Summary of Previous Design ...................................................................................... 7
8.2
Stormwater Management Criteria ............................................................................... 8
8.3
Allowable Release Rate .............................................................................................. 8
8.4
Uncontrolled Storm Drainage Areas............................................................................ 9
8.5
Quantity Control ........................................................................................................ 10
8.6
Quality Control .......................................................................................................... 10
Erosion and Sediment Controls during Construction ....................................... 11
10 Summary................................................................................................................ 12
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November 2013
List of Appendices
Appendix A – Figures
Appendix B – Storm Design Sheets
Appendix C – Sanitary Sewer Calculation Sheets
Appendix D – Hydraulic Analysis Tables
Appendix E – H20Net Hydraulic Analysis Model Results
Appendix F – Stormwater Management Tables
List of Figures
Figure 1: Site Location Plan ....................................................................... Appendix A
Figure 2: Architectural Site Plan ................................................................ Appendix A
Figure 3: Sanitary Drainage Area Plan ...................................................... Appendix A
Figure 4: Storm Drainage Area Plan .......................................................... Appendix A
Drawings
Included Separately.
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November 2013
List of Tables
Table 3-1: Summary of Petrie’s Landing Development .......................................................... 1
Table 7-1: Summary of Post Development Conditions .......................................................... 6
Table B-1: 5-year Storm Sewer Calculation Sheet
Table B-2: 100-year Storm Sewer Calculation Sheet
Table C-1: Sanitary Sewer Calculation Sheet
Table D-1: Water Consumption/Demand Allocation Table
Table D-2: Sample Calculation of Fire Flow Requirements (Phase 2)
Table D-3: Calculation of Fire Flow Requirements (All Buildings)
Table F-1: Pre-Development Runoff Calculations
Table F-2: Allowable Runoff Calculations
Table F-3: Average Runoff Coefficients (Post Development)
Table F-4: Summary of Post Development Runoff (Uncontrolled and Controlled)
Table F-5: Storage Volumes for 5-Year and 100-Year Storms
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exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
1
Introduction
Exp Services Inc. (exp) was retained by Brigil Homes to complete the site servicing and stormwater
management design for the second phase of Petrie’s Landing, a high-rise condominium development.
The development is located at 8911 North Service Road in the City of Ottawa. Phase II of this
development will be located immediately east of Phase I, which is also a 15 storey high-rise
condominium. The site abuts the Ottawa River to the north, Highway 174 to the south, vacant land to the
east and an existing City of Ottawa public works yard to the west. The entire development will consist of
five residential high-rise condominiums buildings. The site location is shown on Figure 1 in Appendix A .
2
Existing Conditions
Currently the site is occupied by an existing 15 storey residential condominium tower which was
constructed in 2007 and 2008 as Phase I of this development. The total site area is 5.77 hectares, of
which approximately 1.1 hectares was developed as part of Phase 1. The remaining 4.67 hectares
remains undeveloped and consists of brush, woods and meadows.
Existing municipal services were provided for Phase II as part of the servicing of Phase I. A 250mm
diameter sanitary sewer, 375mm and 600mm diameter storm sewers, and two 200mm watermains were
stubbed at the limits of Phase 1 for the second phase of this development. An onsite stormwater
management facility consisting of a dry pond and oil/grit separator was provided up-front during the
construction of Phase 1 to service the entire development. Additional information on the existing services
is provided in the appropriate sections of this report.
3
Development Proposal
It is intended to construct Phase II of this overall development, which will consist of a 15 storey residential
condominium building. The following Table 3-1 below summarizes the breakdown of the existing,
currently proposed and future phases of Petrie’s Landing development by Brigil. A site plan showing
Petrie’s Landing, Phase II, is provided on Figure 2 in Appendix A.
Table 3-1: Summary of Petrie’s Landing Development
Phase
Status
Area (hectares)
No. of Storeys
No. of Units
Phase 1
Existing (Built 2007 & 2008)
1.080
15
89
Phase 2
Phase 3
Phase 4
Phase 5
Total =
Current
Future
Future
Future
0.697
0.590
0.586
0.959
3.912
15
15
15
15
138
138
138
336
839
This report will demonstrate that the existing infrastructure will support the proposed development. The
report will identify the servicing and stormwater management requirements and provide a servicing
design brief for submission with the engineering drawings for City of Ottawa Site Plan approval.
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Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
4
Background Information
The original “Stormwater Management and Site Servicing Report” for this entire development was
prepared by David McManus Engineering (DME), with the latest report revision August 2008.
The report was prepared to address the following:
•
Determine the appropriate water and sanitary and storm sewer services for the development,
•
Determine; the allowable stormwater release rate based on pre-development conditions, post
development runoff, and storage volume requirements,
•
Determine method of achieving stormwater quality objectives.
Although additional information on each individual servicing requirement will be identified in Sections 5, 6
and 7, a brief summary of the results of the Phase 1 DME servicing report is as follows:
5
•
Two 200mm watermains service the development. These twin (parallel) watermains are
connected to the existing 400mm watermain near the west limits of Phase 1. Two watermains
were installed for reliability in the event one watermain is down for service. Additional information
on the watermain servicing is provided in Section 5.
•
A 300mm sanitary sewer was extended from the intersection of North Service Road and Trim
Road to service the development. Please refer to Section 6 for the Sanitary Servicing.
•
The site is serviced by a gravity storm sewer system, dry pond and oil/grit separator which is
located adjacent to Phase 1. Strom sewer stubs were left at the limits of Phases 1 for future
phases. The dry pond was sizes to accommodate the entire directly connected storm drainage
areas. Additional information on stormwater management is provided in Section 7.
Watermain Servicing
The two existing 200mm diameter watermains will be extended into Phase 2 to service the second 15
storey residential high-rise building. Construction will proceed in a phased manner with the watermain
being extended for each phase.
As part of the original DME report, a Watercad hydraulic model was prepared based on boundary
conditions provided by the City of Ottawa. The proposed watermain diameter was selected based on
providing adequate pressures and flow to service the entire development.
For Phase 2, a re-confirmation of the anticipated water system pressure and fire flows that will be
available was completed based the latest City of Ottawa Design Guidelines. H20Net modelling software
was used to calculate pressures and flows under maximum day plus fire flow and peak hour conditions.
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OTT-00214935-A0
November 2013
5.1
Methodology
The water distribution system proposed for this development is designed in accordance with the City of
Ottawa Design Guidelines (July 2010). The following steps indicate the basic methodology that was used
in the hydraulic analysis:
•
Create the water distribution model adding junction nodes at intersections and creating
watermains between junctions.
•
Determine demands based on populations for each junction node based on the number of
contributing residential units.
•
Based on the populations determined above calculate water consumption rates for maximum day
and maximum hour.
•
Set boundary conditions from information obtained from the City of Ottawa.
•
Determine the required fire flow, and
•
Proceed with the simulation of the proposed water distribution model and compare the results
with the City of Ottawa criteria.
5.2
Design Criteria
A summary of design parameters used in the water distribution model were taken from Section 4.0 of the
City’s Guidelines, and are as follows:
•
•
•
•
•
•
•
•
•
5.3
Population Density (1-bedroom) =
Population Density (2-bedroom) =
Average daily water consumption (Residential) =
Maximum Day Factor
Maximum Hour Factor
C factor (200 mm – 300 mm)
Minimum Allowable Pressure =
Maximum Allowable Pressure =
Minimum Static Pressure (Under Fire Flow Conditions) =
1.4 person/unit
2.1 person/unit
350 L/cap/day
(2.5 x Avg. Day)
(2.2 x Max. Day)
110
275 kPa (40 psi)
690 kPa (100 psi)
140 kPa (20 psi)
Water Demands
The total average, maximum day and peak hour demands were calculated at 5.8 L/sec, 14.5 L/sec and
31.8 L/sec respectively. A complete breakdown of the demand allocations for each junction is provided in
Table D-1 located in Appendix D.
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5.4
Fire Flow Requirements
Water for fire protection will be available utilizing the proposed fire hydrants located within the site. The
Phase 2 building will have a sprinkler system as per NFPA 13, however the required fire flow for the
proposed development was calculated based on typical values as established by the Fire Underwriters
Survey 1999, as required by the City of Ottawa Design Guidelines.
The following equation from the Fire Underwriters document “Water Supply for Public Fire Protection”,
1991, was used for calculation of the on-site supply rates required to be supplied by the hydrants:
F = 200 * C * √ (A)
where
F = Required Fire Flow in Litres per minute
C = Coefficient related to type of Construction
A = Effective Floor Area in square metres
Phase 2 Building
F = 200 * 1.5 * √ (5,493)
F = 9,783L/min or 10,000 L/min (rounded to closest 1,000)
A reduction for low hazard occupancy of -25% for residential dwellings, -30% for an automatic sprinkler
system, and an increase for fire area exposure of +50% results in a required fire flow of 7,875 L/min (132
L/sec). A complete breakdown of fire flow requirements for all buildings is provided in Table D-2 and
Table D-3 Appendix D. The fire flow requirements range from 123 L/sec to a maximum of 136 L/sec.
5.5
Boundary Conditions
The original boundary conditions that were provided by the City of Ottawa during the servicing of Phase 1
were used for the purpose of hydraulic modeling. Boundary conditions were provided at the connection
point to the existing 400mm watermain, at the west limits of Phase 1. The following summarizes the
boundary conditions used:
Maximum Day Plus Fire Flow HGL
Peak Hour HGL
High Pressure Check HGL
5.6
= 110.0m
= 108.0m
= 115.0m
Modelling Results
The calculated minimum and maximum working pressures anticipated within the development are 517
kPa (75 psi) and 565 kPa (82 psi) under peak hour conditions. The estimated fire flows available are in
excess of 200 L/sec at all junctions based on two watermains in service. A scenario was run to
determine the available fire flows with one of the existing watermains in Phase 1 out of service. Based on
this scenario an estimated 150 L/sec would be available to Phases 2 - 4. Detailed results are included in
Appendix E. Based on the modelling results there is sufficient water pressures under peak hour
conditions and adequate fire flows under maximum day plus fire flow conditions available under all
phases of this development.
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6
Sanitary Sewer System
The sanitary sewer system was designed in accordance with City of Ottawa design guidelines. It is
designed on a population based flow, and area based infiltration allowance as indicated below. A
sanitary sewer design sheet, which is provided in Appendix C, was prepared for the entire site, and
included an allowance for lands west of the site on the North Service Road. Please refer to the Sanitary
Drainage Area Plan provided on Figure 3 in Appendix A.
The original design sheet prepared for Phase I was updated to reflect the latest City of Ottawa design
standards, updated unit counts, and population densities. Updated pipe lengths and slopes, based on AsBuilt information, were used for existing sanitary sewers in Phase 1 and along the North Service Road.
Site Area (Phases 1 - 5)
External Commercial Area
= 3.91 hectares
= 9.90 hectares
Number of Residential Units
Residential Unit Type
Unit Density (1-bed)
Unit Density(2-bed)
Avg. Residential Flow =
Avg. Commercial Flow =
Minimum Sewer Velocity
= 584 (1-bed) + 255 (2-bed)
= apartments
= 1.4 persons per unit
= 2.1 persons per unit
= 350 L/cap/day
= 50,000 L/gross ha/day
= 0.80 m/s
Total Residential Population
Residential Peaking Factor
Commercial Peaking Factor
= 584 x 1.4 + 255 x 2.1 = 1352
= 1 + 14 / (4 + (P/1000))0.5 = 1 + 14 / (4+1.352/1000)0.5 = 3.71
= 1.5
QDOMESTIC
QCOMMERCIAL
QINFILTRATION
QSAN
= 1352 x 350 x 3.71 x (1/86,400 sec/day) = 20.32 L/sec
= 50,000 x 9.9 x 1.5 x (1/86,400 sec/day) = 8.59 L/sec
= 0.28 L/ha/sec x 13.81 ha = 3.87 L/sec
= 20.32 + 8.59 + 3.87 = 32.78 L/sec
A total peak sewage rate of 32.8 L/sec was estimated for the entire development, with sewage flow from
Phase 2 estimated at 3.7 L/sec. Please refer to Appendix D for the Sanitary Sewer Design Sheet.
The minimum reserve capacity in the sanitary sewer is estimated at 4.5 L/sec within the last manhole run
on the North Service Road (MH116 – ExSanMH). This is due to the flat slope of the last run at 0.15%,
which is under the minimum velocity of 0.60 m/s at 0.47 m/s. It should be noted that the peak sanitary
flow calculated is for the ultimate condition with all Phases and additional offsite lands being serviced.
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7
Storm Sewer Servicing
This section will outline the storm sewer servicing requirements for Phase 2 of this development and
confirm that the previously installed storm sewer infrastructure is appropriate to service this next phase.
The following summarizes the steps completed:
•
Calculated average runoff coefficients for all phases
•
Calculated the 5-year and 100-year runoff for each phase based on updated runoff coefficients
•
New storm design sheets were created based on the Phase 2 Site Plan and As-Built pipe
information for existing sewers in Phase 1.
•
Calculated 5-year and 100-year storage requirements for entire site.
•
Reviewed the existing SWM facility size to accommodate the storage requirements.
Table 7-1: Summary of Post Development Conditions
7.1
Phase
Area (hectares)
Average Runoff Coefficient
Phase 1
1.080
0.57
Phase 2
Phase 3
Phase 4
Phase 5
Total =
0.697
0.590
0.586
0.959
3.912
0.52
0.53
0.47
0.66
0.56
0.56
Storm Servicing Criteria
Currently there are no inlet control devices in catch basins within Phase 1 to control peak runoff into the
minor system. All runoff is directed to the SWM facility located in Phase 1. The SWM facility is controlled
within the outlet structure using a single orifice to control outflow. For each phase, the majority of surface
runoff is captured by area drains, as the area drains are located on top of the underground parking
structure. The building area drains will be connected directly into the internal plumbing system and
connected to the storm sewer system north of the buildings. The access road along the south and west
portion of the site has a separate storm sewer system connected to the SWM facility.
A new storm sewer system will be installed to service Phase 2 of the development. It will consist of a
storm sewer with a diameter of 375mm or 600mm. The storm sewers were sized based on the Rational
Method using average runoff coefficients based on computed areas of hard and soft surfaces.
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Design of the storm sewer system was completed in conformance with the City of Ottawa Design
Guidelines (November 2004), specifically Section 5 “Storm and Combined Sewer Design” and Technical
Bulletin ISDTB-2012-4 issued June 20, 2012.
A summary of the design criteria that relates to this design report is listed below.
•
Storm sewers have been designed and sized based on the rational formula and Manning’s Equation
under free flow conditions for the 5-year storm using a 20-minute inlet time.
•
Since a detailed site plan was available for the site including building footprints, calculations of the
average runoff coefficients for each drainage area was completed.
•
Average runoff coefficients were calculated for each inlet drainage area using a runoff coefficient of
0.20 for pervious surfaces and 0.90 for impervious surfaces.
•
Minimum sewer slopes to be based on minimum velocities for storm sewers of 0.60 m/s.
7.2
Storm Sewer Design
Average runoff coefficients were calculated for all drainage areas for sizing of the storm sewers. Inlet
times of 20 minutes were used for the street storm sewer, consistent with the original Servicing Report.
The average post development runoff coefficient was calculated as 0.56.
The Storm Drainage Plan is illustrated on Figure 4 in Appendix A. A total of nineteen (19) drainage areas
are shown on this drawing with average runoff coefficients calculated for each drainage area. The
directly-connected post development 5-year and 100-year peak flows (uncontrolled) from the site are 326
L/sec and 563 L/sec respectively.
Under the 5-year storm event, pipe capacity is adequately provided with no overcapacity within the
proposed development. Under the 100-year storm event, 3 of the 17 storm sewer runs upstream of the
SWM facility have minor surcharging (max 10% over capacity). Design sheets for the 5-year sizing of the
storm sewer system and the 100-year calculations for runoff are included for reference in Appendix D.
8
Stormwater Management
8.1
Summary of Previous Design
The following is a summary of the stormwater management (SWM) servicing design for the previous
phase.
•
Total directly connected drainage area
= 3.77 ha
•
Allowable Runoff Coefficient
= 0.25
•
Allowable Release rate based on pre-development
= 184.2 L/sec
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•
5-year and 100-year storage requirements
= 296 m3 and 680 m3
•
Post-development runoff coefficient (calculated)
= 0.58
•
Maximum available storage in SWM facility
= 708 cubic metres
•
Flow Control from Pond
= 270mm dia Orifice
•
5-year and 100-year elevation in Pond
= 49.47m & 50.07m
•
Overflow Elevation of Pond
= 50.07m
•
Orifice Flow from Pond based on Maximum head
=1.42m
•
Quality Control Requirements (RVCA)
=80% TSS
•
Vortech Separator. Design Treatment capacity
= 240 L/sec
•
Vortech Separator. Design TSS removal efficiency
= 83% TSS
8.2
Stormwater Management Criteria
A summary of the major system design is listed below.
•
The major system has been designed to accommodate on-site detention with sufficient capacity to
attenuate the 100-year design storm. On site storage is calculated based on the 100-year design
storm with on-site detention storage provided in the SWM facility.
•
Calculation of the 100-year storage requirements was completed based on the Modified Rational
Method as noted in the City of Ottawa’s Design Guidelines.
•
Overland flow routes are provided.
•
No surface ponding is provided on the surface of roadways or parking areas.
8.3
Allowable Release Rate
The pre-development parameters used to determine the allowable release rates from the proposed site
using the Rational Formula are re-iterated below:
Q5ALL = 2.78 CAVG IT A
where:
Q5ALL
CAVG
=
=
5-year Peak Allowable Discharge (L/s)
Average Runoff Coefficient (0<C<1)
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IT
=
A
=
Average Rainfall Intensity (mm/h) for return period T (years) and time
of concentration, Tc, (minutes)
Drainage Area (hectares)
Using a time of concentration (TC) of 20 minutes and a runoff coefficient of 0.25, the allowable release
rate (Q5ALL) from the site is determined for the 5-year storm (City of Ottawa Guidelines), I5, using the IDF
Curve as follows:
0.814
I5
=
998.071 / (20 + 6.053)
Q5ALL
=
2.78 (0.25) (70.25 mm/hr) (3.77 ha)
= 70.3 mm/hr
= 184.2 L/sec
The allowable release rate from the proposed site is 184.2 L/sec based on a 5-year storm event. The
remaining runoff above the 5-year rate, up to the 100-year storm event, will be controlled on site.
The original release rate from the site, as identified in Section 7.1 of the Phase 1 Stormwater
Management and Servicing Report, is 184.2 L/sec. This release rate was also based on an area of 3.77
hectares, runoff coefficient of 0.25 and a 5 year storm intensity of 70.3 mm/hour (Tc = 20 min). Therefore
the allowable release rate of 184.2 L/sec will be maintained.
8.4
Uncontrolled Storm Drainage Areas
There are two drainage areas (Areas A17, A18) that will flow overland offsite. To account for this
additional flow, it is necessary to subtract the quantity of uncontrolled flow from the allowable release
rate. Using a post-development time of concentration (TC) of 15 minutes and a runoff coefficient of 0.20
for each area, the 100-year uncontrolled flow rate, Q100UNC, from the proposed site is determined using
the Rational Method as follows:
Q100UNC = 2.78 C I100 A
where:
Q100UNC =
C
=
I100
=
A
=
Peak Discharge (L/s)
Runoff Coefficient [0<C<1] (C = 0.25)
Average Rainfall Intensity (mm/h) for 100 year return period
Drainage Area (0.024+0.052 hectares)
I100
1735.688/ (15 + 6.014)
=
Q100UNC =
0.820
= 142.89 mm/hr
2.78 x 0.20*1.25 x 142.89 x 0.076 ha
= 7.5 L/sec
Therefore the allowable capture rate to the storm sewers (minor system) is determined from:
Q100REL =
=
=
QALL - Q100UNC
184.2 – 7.5
176.6 L/s
Therefore the total captured rate into the minor system from the proposed site is restricted to 176.6 L/sec,
along with the uncontrolled runoff of 7.5 L/sec. This results in a total allowable flow of 184.2 L/sec.
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8.5
Quantity Control
During the establishment of the grading for Phase 1, it was determined that because the majority of the
site was above the underground parking structure, surface ponding would not be utilized in the
stormwater design. All drainage was to discharge to a central stormwater facility.
Since not all runoff from the 100 year storm will be captured into the storm sewer, additional flow will be
stored onsite within the existing dry pond. The required 5-year and 100-year storage volumes based on
the Modified Rational Method is 302 and 687 cubic metres respectively.
As indicated in the Phase 1 report, the pond has a maximum capacity of 708 cubic metres, and therefore
has adequate volume to accommodate Phase 2.
8.6
Quality Control
During the design of Phase 1, the Conservation Authority established that the water quality criteria for the
site as “enhanced” protection which is an 80% total suspended solids (TSS) removal.
As part of the construction of Phase 1, a hydro dynamic Vortech separator model 5000 was installed.
The separator, manufactured by Contech Stormwater Solutions Inc, was designed for a maximum
treatment capacity of 240 L/sec for a drainage area of 3.9 hectares and maximum runoff coefficient of
0.60. The design net annual TSS removal efficiency is 83%. Details on the design of the chamber can
be found in the original Phase 1 report.
Therefore quality control for the entire site is achieved using the existing Vortech separator. It is located
downstream of the dry pond prior to outletting into the existing ravine. For Phase 2 no additional quality
control will be required.
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9
Erosion and Sediment Controls during
Construction
During all construction activities, erosion and sedimentation shall be controlled by the following
techniques:
•
extent of exposed soils shall be limited at any given time,
•
exposed areas shall be re-vegetated as soon as possible,
•
filter cloth shall be installed between frame and cover on all proposed catch basins and catch basin
manholes,
•
silt fence shall be installed 0.3 meters inside and along the site property line to locations shown on
drawing (GP – Grading, Erosion and Sediment Control Plan),
•
visual inspection shall be completed daily on sediment control barriers and any damage repaired
immediately. Care will be taken to prevent damage during construction operations,
•
in some cases barriers may be removed temporarily to accommodate the construction operations.
The affected barriers will be reinstated at night when construction is completed,
•
sediment control devices will be cleaned of accumulated silt as required. The deposits will be
disposed of as per the requirements of the contract,
•
during the course of construction, if the engineer believes that additional prevention methods are
required to control erosion and sedimentation, the contractor will install additional silt fences or other
methods as required to the satisfaction of the engineer, and
•
construction and maintenance requirements for erosion and sediment controls are to comply with
Ontario Provincial Standard Specification (OPSS) OPSS 805, and City of Ottawa specifications.
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10
Summary
This servicing design brief outlines the rationale which will be used to service the proposed development.
•
The storm sewer system is sized to accommodate the 5-year design storm under free flow conditions.
•
Runoff from the site is controlled to less than the allowable rate of 184.2 L/sec. This includes the
controlled runoff from the SWM facility and the uncontrolled areas. No modifications are proposed to
the existing orifice controls.
•
On-site storage is utilized to control runoff to allowable rates up to the 100 year storm. All storage is
provided in one centralized SWM facility, rather than controlling at the source (i.e. catch basins)
•
The total required 100-year storage is 687 m3, with a total storage volume of 708 m3 provided.
•
An overland flow route is provided for the major storm event.
•
The sanitary sewer from the development will discharge to the existing sanitary sewer which was left
at the limits of Phase 1. The total estimated sewage flow is 32.8 L/sec from all five phases combined
with an allowance for a 9.9 hectare commercial development adjacent to the North Service Road.
•
The estimated fireflow requirements for Phase 2 is 131 L/sec. Fire flow requirements for all phase
were estimated between 123 L/sec and 136 L/sec as calculated in accordance with the Fire
Underwriters Survey, 1999.
•
Adequate flows are available within the entire development under maximum day plus fireflow
conditions.
•
The calculated minimum and maximum working pressures anticipated within the development are
517 kPa (75 psi) and 565 kPa (82 psi) under peak hourly conditions. This meet the City of Ottawa’s
design requirements.
•
Erosion and sediment control methods will be used during construction to limit erosion potential.
12
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Appendix A – Figures
Figure 1: Site Location Plan
Figure 2: Architectural Site Plan
Figure 3: Sanitary Drainage Area Plan
Figure 4: Storm Drainage Area Plan
exp Services Inc.
t: +1.613.688.1899 | f: +1.613.225.7330
2650 Queensview Drive, Unit 100
Ottawa, ON K2B 8H6
Canada
www.exp.com
BUILDINGS
INDUSTRIAL
EARTH & ENVIRONMENT
INFRASTRUCTURE
ENERGY
SUSTAINABILITY
P. I. N.
1453
8
-
89.22 (P
0069
1&Set)
N56
°24'0
0"E
(Me
as)
PROJECT INFORMATION
5497
4
7177
61478
Me
a
2(
0"E
°20'3
N19 2.44
2
93.46
4402
°01'4
21.9 0"E
8
N59
ND
N56
°25
10.3 '20"E
6
W
0"
4'4
°3 .36
N0 10
°04
'30"E
30.2
4
PO
3
M
Landscape open space
PH 2
Roof plan
"E
ND
55.1
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
333,4 m²
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
UP
3 588 ft²
O/H
806,8 m²
806,8 m²
8 684 ft²
8 684 ft²
913,0 m²
913,0 m²
9 827 ft²
9 827 ft²
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
8
O/H
O/H
O/H
"E
1'05
O/H
O/H
O/H
°0
N18
6.68
=11 1
CBasement
928,3 m²
9 992 ft²
9 992 ft²
9 992 ft²
4 512,8 m²
4 182,1 m²
4 147,5 m²
48 575 ft²
45 016 ft²
44 643 ft²
3 717,0 m²
4 182,1 m²
4 147,5 m²
40 009 ft²
45 016 ft²
O/H
O/H
O/H
928,3 m²
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
FIRE ROUTE
928,3 m²
O/H
O/H
O/H
O/H
O/H
O/H
O/H
BIKE
RACK
O/H
O/H
O/H
RAMP TO U/G
PARKING @
±13% SLOPE
R90
00
3 588 ft²
O/H
Floors 2 to 13
Ground floor
NO
.1
PH4
333,4 m²
3 588 ft²
)
eas 806,8 m²
6(M
8 684
16.7
Seft²t)
1
A=1
P &
88 ( 913,0 m²
20.1
9
=
9 827 ft²
R
Penthouse
'30
PHASE 4
PHASE 1
PH3
333,4 m²
O/H
PO
PHASE 3
PHASE 2
148 ft
0,0 m²
GROSS BUILDING AREA
N59
600
0
"
'39
°52Set)
52 &PH4
(P1 45,0 m
0 ft²
BO
TT
O
Building Height
°24
O/H
O/H
GW
O/H
Basement 2
O/H
O/H
O/H
O/H
O/H
O/H
44 643 ft²
O/H
O/H
O/H
00
0
O/H
24
20
60
O/H
O/H
00
TOTAL AREA
O/H
R1
5
0
R17
000
75 137 ft²
45 0°53
.38 '4
5" PH3
PH12
3
5
E
(M45,0 m
(P1m1°44'0 (P1
45,0
&S 0" &S ea
148 ft
et) 148 sft)
et)
PROJECT STATISTICS
N41°03'40"E
ED
)
6 980,49 m²
N54
TOWER 'A'
ST
RE
ET
R5AH(101)A.S.L.
et)
N7
OS
3m
128.92 (P1&S
2
3000 min.
N36°39'00"E
N38°34'40"E
10.00
OP
(33
City of Ottawa
zoning By-law No.
2008-250
Zoning
as)
70654
5.0
15
N42°37'45"E (Me
34.01
PR
ND
IN
G
EL
EV
BO
=4
TT
9.6
OM
5
41694
PO
ND
O/H
O/H
22 195,0 m²
22 125,8 m²
O/H
O/H
00
O/H
237 457 ft²
238 905 ft²
238 159 ft²
PH 2
PH3
PH4
6700
FIRE ROUTE
00
0
FIRE ROUTE
211
5698
PAVERS
ONE WAY
ONE WAY
R9
0
O/H
R3
5200
FIRE ROUTE
UP
FIRE ROUTE
O/H
O/H
O/H
O/H
O/H
O/H
O/H
3900 3900
O/H
6700
O/H
2600
15 STOREYS
OWER ABOVE
5
.73
O/H
O/H
O/H
)
eas
M
P1&
(
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
ENTRANCE FOR
PHASE 4
O/H
O/H
O/H
O/H
O/H
7200
6700
22 060,5 m²
O/H
FIRE ROUTE
O/H
R
O/H
O/H
O/H
as
(Me
)
O/H
O/H
00
80
UNIT STATISTICS
Bachelor units
TOTAL
1
1
1
1 Bedroom Units
12
12
12
36
1 Bedroom + Den Units
65
65
65
195
2 Bedroom Units
TOTAL
3
60
60
60
180
138
138
138
414
PH 2
PH3
PH4
TOTAL
196
196
196
588
TOTAL
O/H
O/H
O/H
O/H
O/H
8%
SLOPE
5200
O/H
O/H
FIRE ROUTE
15% SLOPE
13414
N1
O/H
O/H
3°2
9'3
0"E
O/H
O/H
O/H
O/H
CAR PARKING REQUIRED
ratio/units
O/H
O/H
O/H
O/H
O/H
O/H
Residential
1,4
O/H
O/H
O/H
O/H
O/H
CAR PARKING
O/H
O/H
O/H
O/H
O/H
O/H
O/H
UP
PH 2
PH3
PH4
Basement 2
93
133
117
Basement 1
127
133
110
O/H
O/H
O/H
O/H
O/H
O/H
O/H
8%
STEPS
PAVERS
6700
SLOPE
PO
et)
0"W
N60°34'4
10.35
5y
"
'45
13 t)
6° Se
16 1&
(P
1&S
Property Area
0"W
°33'42.54
1
N71
0"E
°30'1
N20
0
27.4
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
7920
7200
O/H
O/H
Exterior
19
13
6
TOTAL
239
279
233
751
PH 2
PH3
PH4
TOTAL
70
70
70
210
TOTAL
O/H
O/H
O/H
O/H
O/H
O/H
BIKE PARKING REQUIRED
O/H
O/H
O/H
ENT HOME
O/H
ratio/units
O/H
R90
00
O/H
O/H
O/H
O/H
7200
0
25
16
O/H
O/H
O/H
O/H
R
)
O/H
O/H
O/H
FIRE ROUTE
O/H
O/H
O/H
6.89
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
6
UP
as
(Me
GW
ENTRANCE FOR
PHASES 2 & 3
Residential
43)
63-
O/H
O/H
O/H
O/H
5"E
°21'5
N17
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
O/H
UP
14
O/H
O/H
O/H
(Meas)
O/H
O/H
O/H
CLIENT Client
.
GW
53
OUVRAGE Project
8
8
Petrie's LandingAI, N
Phase 2
41
PL
EMPLACEMENT Location
OTTAWA
DESSINE PAR Drawn by
A.B.
NO.PROJET Project No.
10557
VÉRIFIÉ PAR Checked by
ANT.C.
8
08
0,5
BIKE PARKING
O/H
O/H
9000
4.01
4 (P
3
s)
81.5
(P1
PH 2
PH3
PH4
Basement 2
54
40
37
Basement 1
39
40
37
93
80
74
247
TOTAL
TOTAL
STORAGE SPACES (LOCKERS)
PH 2
PH3
PH4
Basement 2
68
74
79
Basement 1
76
74
62
144
148
141
TOTAL
433
TITRE DU DESSIN Drawing Title
Site plan global
DATE (aa.mm.jj)
13.06.05
RÉVISION Revision
--
ÉCHELLE Scale
1:1000
NO. DESSIN Dwg Number
A100
10
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Appendix B – Storm Design Sheets
Table B-1: 5-year Storm Sewer Calculation Sheet
Table B-2: 100-year Storm Sewer Calculation Sheet
TABLE B-1: 5-YEAR STORM SEWER CALCULATION SHEET
Return Period Storm =
Default Inlet Time=
5
20
Manning Coefficient =
0.013
(5-years, 100-years)
(minutes) Frontyards
(dimensionless)
LOCATION
AREA (hectares)
FLOW (UNRESTRICTED)
SEWER DATA
Velocity (m/s)
Location
From Node
To Node
Area No.
Area
(ha)
∑ Area
(ha)
Average
R
Indiv.
2.78*A*R
Accum.
2.78*A*R
NORTH DRAINAGE
MH207
MH212
1
6
0.4840
0.0180
0.47
0.47
0.63
0.02
MH212
MH206
MH206
MH205
2
7
0.446
0.036
0.53
0.53
0.66
0.05
MH205
MH204
MH203
MH204
H203
MH202
MH202
MH201
MH201
POND-IN
3
8
4
9
5
0.523
0.043
0.472
0.033
0.194
0.484
0.502
0.502
0.502
0.948
0.984
0.984
0.984
1.507
1.550
2.022
2.055
2.249
0.52
0.52
0.57
0.57
0.57
0.76
0.06
0.75
0.05
0.31
0.63
0.66
0.66
0.66
1.31
1.37
1.37
1.37
2.12
2.18
2.93
2.98
3.29
MH211
MH213
MH214
MH213
MH214
MH215
10
12
13
14
0.099
0.094
0.108
0.148
0.099
0.193
0.301
0.449
0.53
0.52
0.57
0.57
0.15
0.14
0.17
0.23
19
0.035
0.035
0.57
0.06
SOUTH DRAINAGE
CB9
MH215
MH215
MH208
MH208
MH209
TEMP CB
CBMH1
CBMH1
MH209
MH209
POND-IN
0.968
0.120
POND-OUT Vortech MH
Vortech MH
MH210
MH210
MH210A
MH210A
OUTLET
TOTALS =
Definitions:
Q = 2.78*AIR, where
Q = Peak Flow in Litres per second (L/s)
A = Watershed Area (hectares)
I = Rainfall Intensity (mm/h)
R = Runoff Coefficients (dimensionless)
3.821
Indiv.
Flow
Return
Period
Q
(L/s)
1.65
5.00
46.1
447.87
5.00
45.1
Dia (mm) Dia (mm)
Actual Nominal
Type
Slope (%)
Length
(m)
Capacity
(L/sec)
Vf
Va
450
PVC
0.20
23.00
125.9
0.80
0.57
447.87
450
PVC
0.20
15.50
125.9
0.80
Time in
Pipe, Tt
(min)
Hydraulic Ratios
Qa/Qf
Va/Vf
0.68
0.37
0.71
0.56
0.46
0.36
0.70
20.00
70.25
20.68
68.80
21.14
21.83
22.39
67.85
66.48
65.41
3.60
5.00
5.00
5.00
92.7
90.8
89.4
533
533
533
525
525
525
CONC
CONC
CONC
0.20
0.16
0.16
26.00
19.00
21.00
200.2
179.1
179.1
0.89
0.79
0.79
0.63
0.56
0.56
0.69
0.56
0.62
0.46
0.51
0.50
0.71
0.71
0.71
23.01
64.26
3.99
5.00
140.4
610
600
CONC
0.14
47.50
240.1
0.81
0.73
1.08
0.58
0.90
24.10
24.93
62.38
61.01
3.26
18.75
5.00
5.00
186.2
200.8
610
610
600
600
CONC
CONC
0.25
0.25
49.00
3.50
320.8
320.8
1.09
1.09
0.98
0.99
0.84
0.06
0.58
0.63
0.90
0.91
0.15
0.28
0.45
0.69
20.00
23.26
24.08
24.08
70.25
63.83
62.40
62.40
10.25
8.67
10.68
14.63
5.00
5.00
5.00
5.00
10.2
18.0
28.3
42.9
366.42
366.42
375
375
PVC
PVC
0.25
0.25
88.40
26.00
82.4
82.4
0.79
0.79
0.45
0.52
3.26
0.83
0.12
0.22
0.57
0.66
366.42
375
PVC
0.25
55.00
82.4
0.79
0.56
1.63
0.52
0.71
0.06
20.00
70.25
3.90
5.00
3.9
366.42
375
PVC
0.87
31.00
153.7
1.48
0.46
1.13
0.03
0.31
0.74
0.74
25.72
21.83
59.77
66.48
5.00
5.00
44.4
49.4
366.42
366.42
375
375
PVC
PVC
0.87
2.00
69.00
18.00
153.7
233.1
1.48
2.25
1.04
1.48
1.11
0.20
0.29
0.21
0.70
0.66
0.67
0.86
20.00
20.59
70.25
68.99
5.00
5.00
47.3
59.5
299.36
299.36
300
300
PVC
PVC
1.00
1.97
34.00
35.00
96.2
135.0
1.37
1.92
0.97
1.36
0.59
0.43
0.49
0.44
0.71
0.71
1.572
1.61
21.02
68.10
5.00
109.4
366.42
375
PVC
4.75
8.00
359.3
3.46
2.42
0.06
0.30
0.70
3.821
3.821
3.821
3.821
4.90
4.90
4.90
4.90
21.07
21.23
21.33
21.77
67.99
67.67
67.47
66.58
5.00
5.00
5.00
5.00
333.0
331.4
330.4
326.1
533
533
533
533
525
525
525
525
CONC
CONC
CONC
CONC
1.50
1.50
1.50
1.30
20.50
13.00
59.00
13.00
548.4
548.4
548.4
510.5
2.43
2.43
2.43
2.27
2.19
2.19
2.19
2.08
0.16
0.10
0.45
0.10
0.61
0.60
0.60
0.64
0.90
0.90
0.90
0.92
0.484
0.484
16
15
Tc (mins) I (mm/h)
0.968
1.088
0.25
0.57
0.67
0.19
47.26
13.12
4.90
Notes:
Ottawa Rainfall Intensity Values:
From Sewer Desing Guidelines, 2004
674.40
5yr
a = 998.071
b= 0.814
c = 6.053
100yr
1735.688
0.820
6.014
Designed:
J. Fitzpatrick, P.Eng.
Project:
Petrie Landings Phase II
Checked:
B. Thomas, P.Eng.
Location:
Ottawa, Ontario
Dwg Reference:
Overall Storm Drainage Plan, SD1
File Ref:
214935 Storm Design Sheets
Sheet No:
1 of 1
TABLE B-2: 100-YEAR STORM SEWER CALCULATION SHEET
Return Period Storm =
Default Inlet Time=
100
20
Manning Coefficient =
0.013
(5-years, 100-years)
(minutes) Frontyards
(dimensionless)
LOCATION
AREA (hectares)
FLOW (UNRESTRICTED)
SEWER DATA
Velocity (m/s)
Location
From Node
To Node
Area No.
Area
(ha)
∑ Area
(ha)
Average
R
Indiv.
2.78*A*R
Accum.
2.78*A*R
NORTH DRAINAGE
MH207
MH212
1
6
0.4840
0.0180
0.47
0.47
0.63
0.02
MH212
MH206
MH206
MH205
2
7
0.446
0.036
0.53
0.53
0.66
0.05
MH205
MH204
MH203
MH204
H203
MH202
MH202
MH201
MH201
POND-IN
3
8
4
9
5
0.523
0.043
0.472
0.033
0.194
0.484
0.502
0.502
0.502
0.948
0.984
0.984
0.984
1.507
1.550
2.022
2.055
2.249
0.52
0.52
0.57
0.57
0.57
0.76
0.06
0.75
0.05
0.31
0.63
0.66
0.66
0.66
1.31
1.37
1.37
1.37
2.12
2.18
2.93
2.98
3.29
MH211
MH213
MH214
MH213
MH214
MH215
10
12
13
14
0.099
0.094
0.108
0.148
0.099
0.193
0.301
0.449
0.53
0.52
0.57
0.57
0.15
0.14
0.17
0.23
19
0.035
0.035
0.57
0.06
SOUTH DRAINAGE
CB9
MH215
MH215
MH208
MH208
MH209
TEMP CB
CBMH1
CBMH1
MH209
MH209
POND-IN
0.968
0.120
POND-OUT Vortech MH
Vortech MH
MH210
MH210
MH210A
MH210A
OUTLET
TOTALS =
3.821
Q
(L/s)
2.82
100.00
78.7
447.87
100.00
77.4
Dia (mm) Dia (mm)
Actual Nominal
Type
Slope (%)
Length
(m)
Capacity
(L/sec)
Vf
Va
450
PVC
0.20
23.00
125.9
0.80
0.73
447.87
450
PVC
0.20
15.50
125.9
0.80
Time in
Pipe, Tt
(min)
Hydraulic Ratios
Qa/Qf
Va/Vf
0.53
0.62
0.91
0.73
0.35
0.61
0.91
20.53
118.00
20.88
21.38
21.74
116.72
114.98
113.75
6.19
100.00
100.00
100.00
159.5
157.1
155.4
533
533
533
525
525
525
CONC
CONC
CONC
0.20
0.20
0.16
26.00
19.00
21.00
200.2
200.2
179.1
0.89
0.89
0.79
0.87
0.87
0.79
0.50
0.36
0.44
0.80
0.78
0.87
0.98
0.98
1.00
22.18
112.29
6.98
100.00
245.3
610
600
CONC
0.14
47.50
240.1
0.81
0.85
0.94
1.02
1.04
23.12
23.84
109.32
107.14
5.72
32.94
100.00
100.00
326.3
352.7
610
610
600
600
CONC
CONC
0.25
0.25
49.00
3.50
320.8
320.8
1.09
1.09
1.13
1.13
0.72
0.05
1.02
1.10
1.04
1.04
0.15
0.28
0.45
0.69
20.00
22.81
23.58
23.58
119.95
110.27
107.90
107.90
17.50
14.98
18.47
25.31
100.00
100.00
100.00
100.00
17.5
31.1
48.9
74.2
366.42
366.42
375
375
PVC
PVC
0.25
0.25
88.40
26.00
82.4
82.4
0.79
0.79
0.52
0.56
2.81
0.77
0.21
0.38
0.66
0.71
366.42
375
PVC
0.25
55.00
82.4
0.79
0.79
1.15
0.90
1.00
0.06
20.00
119.95
6.65
100.00
6.7
366.42
375
PVC
0.87
31.00
153.7
1.48
0.46
1.13
0.04
0.31
0.74
0.74
24.74
21.38
104.57
114.98
100.00
100.00
77.7
85.4
366.42
366.42
375
375
PVC
PVC
0.87
2.00
69.00
18.00
153.7
233.1
1.48
2.25
1.05
1.59
1.10
0.19
0.51
0.37
0.71
0.71
0.67
0.86
20.00
20.41
119.95
118.41
100.00
100.00
80.7
102.2
299.36
299.36
300
300
PVC
PVC
1.00
1.97
34.00
35.00
96.2
135.0
1.37
1.92
1.37
1.88
0.41
0.31
0.84
0.76
1.00
0.98
1.572
1.61
20.72
117.28
100.00
188.3
366.42
375
PVC
4.75
8.00
359.3
3.46
2.45
0.05
0.52
0.71
3.821
3.821
3.821
3.821
4.90
4.90
4.90
4.90
20.78
20.91
21.00
21.39
117.08
116.60
116.30
114.95
100.00
100.00
100.00
100.00
573.4
571.1
569.6
563.0
533
533
533
533
525
525
525
525
CONC
CONC
CONC
CONC
1.50
1.50
1.50
1.30
20.50
13.00
59.00
13.00
548.4
548.4
548.4
510.5
2.43
2.43
2.43
2.27
2.53
2.53
2.53
2.36
0.14
0.09
0.39
0.09
1.05
1.04
1.04
1.10
1.04
1.04
1.04
1.04
0.968
1.088
0.25
0.57
0.46
0.67
0.19
80.70
22.52
4.90
Notes:
Q = 2.78*AIR, where
Q = Peak Flow in Litres per second (L/s)
Ottawa Rainfall Intensity Values:
From Sewer Desing Guidelines, 2004
I = Rainfall Intensity (mm/h)
R = Runoff Coefficients (dimensionless)
Return
Period
119.95
Definitions:
A = Watershed Area (hectares)
Indiv.
Flow
20.00
0.484
0.484
16
15
Tc (mins) I (mm/h)
674.40
5yr
a = 998.071
b= 0.814
c = 6.053
100yr
1735.688
0.820
6.014
Designed:
J. Fitzpatrick, P.Eng.
Project:
Petrie Landings Phase II
Checked:
B. Thomas, P.Eng.
Location:
Ottawa, Ontario
Dwg Reference:
Overall Storm Drainage Plan, SD1
File Ref:
214935 Storm Design Sheets
Sheet No:
1 of 1
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Appendix C – Sanitary Sewer Calculation Sheets
Table C-1: Sanitary Sewer Calculation Sheet
TABLE C-1: SANITARY SEWER CALCULATION SHEET
Petrie Landings, Phase II
LOCATION
Street
COMMERCIAL/RETAIL
RESIDENTIAL AREA AND POPULATION
From
To
Area No.
Singles
1-bed
Apart
POPULATION
2-bed
Apart Indiv Pop
Cumul
Pop
Peak
Factor
Peak Flow
ACCU AREA PEAK FLOW
(L/sec)
AREA (Ha)
(Ha)
(L/s)
INFILTRATION
SEWER DATA
AREA
(ha)
ACCU
AREA
(Ha)
INFILT
FLOW (L/s)
TOTAL
FLOW
(L/s)
(mm)
Reserve
Capacity Capacity
Slope
Length
actual
(%)
(m)
(L/s)
(L/s)
Full
Velocity
(m/s)
Dia.
Phase 4
104
105
6
78
60
235
235
4.00
3.81
0.59
0.59
0.16
3.97
250
251.46
0.30
69.0
33.08
29.11
0.66
Phase 2, 3
105
106
106
107
4, 5
156
120
470
705
705
3.89
3.89
11.11
11.11
1.29
1.87
1.87
0.52
11.63
11.11
250
250
251.46
251.46
0.30
0.30
16.0
28.5
33.08
33.08
21.45
21.97
0.66
0.66
705
705
705
882
882
882
1352
1352
1352
1352
1352
3.89
3.89
3.89
3.83
3.83
3.83
3.71
3.71
3.71
3.71
3.71
11.11
11.11
11.11
13.68
13.68
13.68
20.32
20.32
20.32
20.32
20.32
1.87
1.87
1.87
2.95
2.95
2.95
3.91
13.81
13.81
13.81
13.81
0.52
11.63
11.11
11.63
13.68
13.68
13.68
21.41
28.91
32.78
28.91
32.78
250
250
250
250
250
250
300
300
300
300
300
251.46
251.46
251.46
251.46
251.46
251.46
299.36
299.36
299.36
299.36
299.36
0.29
0.24
0.50
0.54
0.63
0.29
0.15
0.32
0.19
0.25
0.15
62.9
37.9
12.0
14.9
12.6
38.2
79.4
34.7
85.0
59.5
61.2
32.53
29.59
42.71
44.38
47.94
32.53
37.24
54.39
41.91
48.08
37.24
20.89
18.48
31.07
30.70
34.26
18.84
15.82
25.48
9.13
19.16
4.46
0.65
0.59
0.86
0.89
0.96
0.65
0.47
0.69
0.53
0.61
0.47
Phase 1
Phase 5
ExMh107 ExMh108
ExMh108 ExMh109
ExMh109 ExMh110
ExMh110 ExMh111
ExMh111 ExMh111A
ExMh111A ExMh112
ExMh112 ExMh113
ExMh113 ExMh114
ExMh114 ExMh115
ExMh115 ExMh116
ExMh116 Ex San MH
3
14
2
1
336
584
75
177
470
Industrial Flow =
350
50,000
L/cap/day)
(L/ha/day)
Pop. Densities
Persons
Per Unit
or = 0.579
35,000
or = 0.405
(L/ha/sec)
(L/ha/day)
(L/ha/sec)
Singles =
1-Bed Apt =
2-Bed Apt =
3.4
1.4
2.1
Max Res Peak Factor =
4.0
Comm Peak Factor =
1.5
9.90
9.90
9.90
9.90
9.90
8.59
8.59
8.59
8.59
0.96
9.90
0.52
1.10
3.87
3.87
255
1352
Average Daily Flow =
Commercial Flow =
1.08
9.90
Q(p) = Peak Population Flow = PqM/86.4 + Iac
Q(i) = Peak Extraneous Flow = I * Ac
Ai = Individual; Area (hectares)
Ac = Cumulative Area (hectares)
M = Peaking Factor = 1 + (14/(4+P^0.5))
P = Population (thousands)
Qcap, (Manning) = 1/n S1/2 R 2/3 Ac
Manning N =
0.013
I = Peak Extran Flow (L/s/ha) =
0.28
13.81
10.567
Designed:
J. Fitzpatrick, P.Eng.
Project:
Petrie Landings, Phase II
Checked:
B. Thomas, P.Eng.
Location:
Ottawa, Ontario
Dwg Reference:
File Ref:
Sheet No:
Figure A-3: Sanitary Draiange Area Plan
214935 Sanitary Design Sheet,
October 2013
1 of 1
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Appendix D – Hydraulic Analysis Tables
Table D-1: Water Consumption/Demand Allocation Table
Table D-2: Sample Calculation of Fire Flow Requirements (Phase 2)
Table D-3: Calculation of Fire Flow Requirements (All Buildings)
TABLE D-1 - WATER CONSUMPTION/DEMAND ALLOCATION TABLE
Location:
Project No:
Designed by:
Checked By:
Date:
Petrie's Landing, Phase II
214935
F. Lacasse
B.Thomas
October 2013
Water Consumption
Residential =
350
Population Densities
Bachelor =
1 Bedroom =
2 Bedroom =
3 Bedroom =
L/cap/day
1.4
1.4
2.1
3.1
person/unit
person/unit
person/unit
person/unit
Residental
No. of Units
Junction
Bachelor
1 Bedroom
2 bedroom
J-6*
J-2
J-1
J-5
2
1
14
154
77
336
75
120
60
Totals =
3
581
255
Total
Persons
Phase 1
Phase 2&3
Phase 4
Phase 5
Commercial
Average
Demand
(L/day)
Maximum
Demand
(L/day)
Peak Hourly
Demand (L/day)
2.5 x Avg Day
2.2 x Max Day
Area
(m2)
Average
Demand
(L/day)
Demands in (L/sec)
Maximum
Demand
(L/day)
Peak Hourly
Demand
(L/day)
1.5 x Avg Day
1.8 x Max Day
Avg
Max Day
Day
(L/s)
(L/s)
Max
Hour
(L/s)
253
470
235
470
88,550
164,640
82,320
164,640
221,375
411,600
205,800
411,600
487,025
905,520
452,760
905,520
1.02
1.91
0.95
1.91
2.56
4.76
2.38
4.76
5.64
10.48
5.24
10.48
1429
500,150
1,250,375
2,750,825
5.79
14.47
31.84
* Phase 1 was approved and constructed based on previous criteria in force at the time of review - see Stormwater Management and Servicing Report, 2008 in appendix for details
214935 Water Demand Chart, November 2013.xlsx
Table D-1
Page 1 of 1
TABLE D-2: SAMPLE CALCULATION OF FIRE FLOW REQURIEMENTS (Phase 2)
Calculation Based on Fire Underwriters Survey, 1999
Sample Calculation Based on Phase 2
1) An estimate of the Fire Flow required for a given fire area may be estimated by:
F = 220 x C x
where
A
F = required fire flow in litres per minute
A = total floor area in m2 (including all storeys, but excluding basements at least 50% below grade)
C = coefficient related to the type of construction:
1.5
1.0
0.8
0.6
for wood construction (structure essentially combustible)
for ordinary construction (brick or other masonry walls, combustible floor and interior)
for noncombustible construction (unprotected metal structural components, masonary or metal walls)
for fire-resistive construction (fully protected frame, floors, roof)
No. of Floor =
15
Area / Floor =
928.3
Area / Floor =
913
m (Floors 2 -13)
806.8
m2 (Penthouse)
m2 (Ground Floor)
2
A=
12691.1
m2
Ai =
C=
F=
5493.3
0.6
9,783
m2 (Two Largest Floors + 50% of each floor immediateley above to a maximum of 8 floors)
L/min
----------------------->
Rounded to nearest 1000 =
10,000
L/min
7,500
L/min
5,250
L/min
2,625
L/min
5,250
2,625
7,875
131.3
L/min
L/sec
2) The value obtained in 1. may be reduced by as much as 25% for occupancies having a low
contents fire hazard.
Non-combustible =
Limited Combustible =
Combustible =
Free Burning =
Rapid Burning =
-25%
-15%
0%
15%
25%
Reduction due to low occupancy hazard =
-25%
x 10,000
=
=
3) The value above my be reduced by up to 50% for automatic sprinlker system
Reduction due to automatic sprinker system =
-30%
x 7,500
=
4) The value obtained in 2. may be increased for structures exposed within 45 metres by the fire
area under consideration.
Separation (metres)
0m to 3.0m
3.1m to 10.0m
10.1m to 20.0m
20.1m to 30.0m
30.1m to 45.0m
45.1m to
Exposures
Side 1
Side 2
Front
Back
Distance(m)
16.0
13.0
75.0
8.0
Increase due to separation =
Condtion
3
3
6
2
Condtion
1
2
3
4
5
6
Charge
25%
20%
15%
10%
5%
0%
-------->
-------->
-------->
-------->
Charge
15%
15%
0%
20%
50%
50% x 5,250
=
The fire flow requirement is =
Increase due to Separation =
or
TABLE D-2: SAMPLE CALCULATION OF FIRE FLOW REQURIEMENTS (Phase 2)
Calculation Based on Fire Underwriters Survey, 1999
Floor Areas (m2)
Total
Effective
Calculated Fire Flow Occupancy Fire Flow Reduction Fire Flow
Area, Ai Const. Fire Flow Required Reduction Required Due to
Required
Side 1
(s.m)
Coeff, C (L/min)
(L/min)
(%)
(L/min)
Sprinkler (L/min)
Exposure Distance / Charge
Bldg No
No.
Bldg of
Type Floors
Ground Floors PentFloor
2-13
house
COL1
COL2
COL3
COL4
COL5
COL6
COL7
COL8
COL9
COL10
COL11
COL12
COL13
COL14
COL15
COL16 COL17 COL18 COL19 COL20 COL21 COL22 COL23 COL24
COL25
COL26
Phase 1
Phase 2
Phase 3
Phase 4
Res
Res
Res
Res
15
15
15
15
928.3
928.3
928.3
928.3
913
913
913
913
806.8
806.8
806.8
806.8
12,691
12,691
12,691
12,691
5,493
5,493
5,493
5,493
0.60
0.60
0.60
0.60
9,783
9,783
9,783
9,783
10,000
10,000
10,000
10,000
-25%
-25%
-25%
-25%
7,500
7,500
7,500
7,500
30%
30%
30%
30%
5,250
5,250
5,250
5,250
42.0
16.0
13.0
14.0
2,100
2,625
2,363
2,888
7,350
7,875
7,613
8,138
Notes
COL7: All Floor Areas = No. of Floors * Total Building Footprint = COL4 + COL4 + COL6
COL8: Total Effective Area = Two largest Floors + 50% of each floor above them to a maximum of 8 floors
COL9: Coefficent Related to Construction, (1.5, 1.0, 0.8, 0.6)
COL10: Calcualed Fire Flow Required is based on Fire Underwriter Survey, F = 220 * C * sqrt(A), = 220 * COL7 * sqrt(COL6)
COL11: Fire Flow Required is calculated Fire Flow rounded to nearest 1000
COL16 to COL23: Exposure Charges are Based on Exposure Distances
Separation (m)
Condtion
Charge
0m to 3.0m
1
25%
3.1m to 10.0m
2
20%
10.1m to 20.0m
3
15%
20.1m to 30.0m
4
10%
30.1m to 45.0m
5
5%
45.1m to
6
0%
Side 2
5%
15%
15%
15%
16.0
13.0
14.0
22.0
Front
15%
15%
15%
10%
101.0
75.0
55.0
22.0
Total
Exposure
Charge
(%)
Fire Flow
Increase
Due to
Fire Flow
Explosures Requried
(L/min)
L/min (L/s)
Total All
Floor
Areas
(s.m)
Back
0%
0%
0%
10%
7.0
8.0
11.0
10.0
20%
20%
15%
20%
40%
50%
45%
55%
(123)
(131)
(127)
(136)
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Appendix E – H20Net Hydraulic Analysis Model
Results
Filename: p:\projects\civil engineering services\214000\ott-00214935-a0 - petrie's landing, phase 2 - brigil construction\p - h2onet\214935 - h2onet.dwg
Last Plotted: 10/23/2013 10:36:09 AM Plotted by: lacassef
References:
PO
ND
exp Services Inc.
t: +1.613.688.1899 | f: +1.613.225.7337
2650 Queensview Drive, Suite 100
Ottawa, ON K2B 8H6
Canada
www.exp.com
INDUSTRIAL
BUILDINGS
INFRASTRUCTURE
EARTH & ENVIRONMENT
SUSTAINABILITY
ENERGY
Petrie's Landing Phase 2
Client: Brigil Construction
Project: OTT 00214935 A0
Date: 21st October, 2013
HGL LOCATION A
Maximum Day Analysis Junction Report
ID
J-1
J-2
J-3
J-4
J-5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J-13
Demand
(L/s)
2.38
4.76
0
0
4.76
2.56
0
0
0
0.00
0.00
0.00
0.00
Elevation
(m)
52.28
52.27
50.85
54.25
53.44
51.8
50.33
53.44
50.85
52.27
54.77
54.93
52.62
Head
(m)
107.92
107.92
107.93
107.93
107.93
107.96
107.99
107.96
107.94
107.92
107.93
107.92
107.93
Pressure
(psi)
79
79
81
76
77
80
82
78
81
79
76
75
79
Pressure
(kPa)
545
546
559
526
534
550
565
534
560
546
521
519
542
Maximum Day Analysis Pipe Report
ID
From
Node
To
Node
Length
(m)
Diameter
(mm)
Roughness
Flow
(L/s)
Velocity
(m/s)
Headloss
(m)
HL/1000
(m/km)
Status
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P12
P14
P20
P22
P24
P26
P28
P30
RES9000
J-7
J-6
J-4
J-3
J-2
J-7
J-5
J-10
J-13
J-13
J-12
J-8
J-9
J-10
J-7
J-6
J-5
J-13
J-2
J-1
J-8
J-4
J-2
J-3
J-11
J-2
J-9
J-10
J-1
8.27
41.76
60.67
67.68
49.02
42.37
98.7
16.36
2.98
23.96
37.38
13.2
110.5
52.5
41.3
203
203
203
203
203
203
203
203
203
203
203
203
203
203
203
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
14.46
9.38
6.82
2.06
2.06
0.99
5.08
2.06
3.7
2.06
0
0.00
5.08
5.08
1.39
0.45
0.29
0.21
0.06
0.06
0.03
0.16
0.06
0.11
0.06
0
0.00
0.16
0.16
0.04
0.01
0.03
0.02
0
0
0
0.02
0
0
0
0
0.00
0.03
0.01
0.00
1.63
0.73
0.41
0.04
0.04
0.01
0.24
0.04
0.13
0.04
0
0.00
0.24
0.24
0.02
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Static Head
(m)
Fire-Flow
Demand
(L/s)
Residual
Pressure (psi)
107.92
107.92
107.93
107.93
107.93
107.96
107.99
107.96
107.94
107.92
107.93
107.92
107.93
135
135
135
135
135
135
135
135
135
135
135
135
135
64
66
68
66
68
74
81
68
68
66
58
60
66
Maximum Day Analysis Fireflow Report
ID
J-1
J-2
J-3
J-4
J-5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J-13
Static
Static Pressure
Demand
(psi)
(L/s)
2.38
4.76
0
0
4.76
2.56
0
0
0
0
0
0
0
79
79
81
76
77
80
82
78
81
79
76
75
79
Maximum Day Analysis Reservoir Report
ID
RES9000
Flow (L/s)
-14.46
Head (m)
108
Available Available
Flow at
Flow
Hydrant Pressure
(L/s)
(psi)
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
> 200
20
Flow
Reversal
Count
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Petrie's Landing Phase 2
Client: Brigil Construction
Project: OTT 00214935 A0
Date: 21st October, 2013
HGL LOCATION A
Peak Hour Analysis Junction Report
ID
J-1
J-2
J-3
J-4
J-5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J-13
Demand
(L/s)
5.24
10.48
0.00
0.00
10.48
5.64
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elevation
(m)
52.28
52.27
50.85
54.25
53.44
51.80
50.33
53.44
50.85
52.27
54.77
54.93
52.62
Head
(m)
107.67
107.67
107.68
107.70
107.70
107.81
107.94
107.84
107.73
107.68
107.69
107.67
107.69
Pressure
(psi)
79
79
81
76
77
80
82
77
81
79
75
75
78
Pressure
(kPa)
543
543
557
524
532
549
565
533
558
543
519
517
540
Peak Hour Analysis Pipe Report
ID
From
Node
To
Node
Length
(m)
Diameter
(mm)
Roughness
Flow
(L/s)
Velocity
(m/s)
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P12
P14
P20
P22
P24
P26
P28
P30
RES9000
J-7
J-6
J-4
J-3
J-2
J-7
J-5
J-10
J-13
J-13
J-12
J-8
J-9
J-10
J-7
J-6
J-5
J-13
J-2
J-1
J-8
J-4
J-2
J-3
J-11
J-2
J-9
J-10
J-1
8.27
41.76
60.7
67.7
49.0
42.4
98.7
16.36
2.98
23.96
37.38
13.22
110.52
52.54
41.27
203
203
203
203
203
203
203
203
203
203
203
203
203
203
203
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
31.84
20.64
15.00
4.52
4.52
2.19
11.2
4.52
8.14
4.52
0
0
11.2
11.2
3.05
0.98
0.64
0.46
0.14
0.14
0.07
0.35
0.14
0.25
0.14
0
0
0.35
0.35
0.09
Peak Hour Analysis Reservoir Report
ID
RES9000
Flow (L/s) Head (m)
-31.84
108
Headloss HL/1000
(m)
(m/km)
0.06
0.13
0.11
0.01
0.01
0.00
0.1
0
0
0
0
0
0.11
0.05
0
7.05
3.16
1.75
0.19
0.19
0.05
1.02
0.19
0.56
0.19
0
0
1.02
1.02
0.09
Status
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Open
Flow
Reversal
Count
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
November 2013
Appendix F – Stormwater Management Tables
Table F-1: Pre-Development Runoff Calculations
Table F-2: Allowable Runoff Calculations
Table F-3: Average Runoff Coefficients (Post Development)
Table F-4: Summary of Post Development Runoff (Uncontrolled and Controlled)
Table F-5: Storage Volumes for 5-year and 100-year Storms
TABLE F-1: PRE-DEVELOPMENT RUNOFF CALCULATIONS
Time of
Storm = 5 yr
I5
Q5PRE
Conc, Tc
Area Description Area (ha) (min)
(mm/hr)
Cavg
(L/sec)
Total Site
3.7700
20
70.25
0.25
184.1
0.814
1) Intensity, I = 998.071/(Tc+6.035)
(5-year, City of 0ttawa)
2) Intensity, I = 1735.688/(Tc+6.014)0.820 (100-year, City of Ottawa)
3) Cavg for 100-year is increased by 25% to a maximum of 0.95
Storm = 100 yr
I5 (mm/hr)
119.95
Cavg
0.31
CGRASS =
0.20
Q100PRE
(L/sec)
32.6
TABLE F-2: ALLOWABLE RUNOFF CALCULATIONS
Time of
Storm = 5 yr
I5
QALLOW
Conc, Tc
(mm/hr)
Cavg
(L/sec)
Area Description Area (ha) (min)
Total Site
3.7700
20
70.29
0.25
184.2
3.7700
184.2
1) Allowable Capture Rate is based on 5-year storm at Tc=20 minutes.
0.814
2) Intensity, I = 998.071/(Tc+6.035)
(5-year, City of 0ttawa)
0.820
3) Intensity, I = 1735.688/(Tc+6.014)
(100-year, City of Ottawa)
4) Cavg for 100-year is increased by 25% to a maximum of 0.95
5) External area A8 will be directed through site, with no storage provided.
TABLE F3: AVERAGE RUNOFF COEFFICIENTS (Post Development)
CASPH =
Runoff Coeffients
Area No.
Asphalt
Areas
(m2)
Phase 1
Phase 2
Phase 3
Phase 4
Future Phase
Total
4842
2297
1819
1300
2733
12,991
A * CASPH
4357.8
2067.3
1637.1
1170.0
2459.7
11,692
0.90
Roof
Areas
(m2)
870
928
928
928
3527
7,181
Site % IMP = 52%
CROOF =
0.90
Grassed
Areas (m2) A * CGRASS
5091
1018.2
3749
749.8
3157
631.4
3631
726.2
3328
665.6
18,956
3,791
A * CROOF
783.0
835.2
835.2
835.2
3174.3
Average Runoff Coeff (All Areas) =
Sum AC
6159.0
3652.3
3103.7
2731.4
6299.6
21,946
CAVG =
Total Area
(m2)
10803
6974
5904
5859
9588
39,128
21,946
39,128
CAVG
0.57
0.52
0.53
0.47
0.66
0.56
= 0.56
TABLE F-4: SUMMARY OF POST DEVELOPMENT RUNOFF (Uncontrolled and Controlled)
CAVG
Total
Indiv
Area (ha) Area (ha)
1.0803
1.0803
0.6974
0.6974
0.5904
0.5904
5.7830
5.8590
0.0760
0.9588
0.9588
9.1859
9.1859
Storm = 100 yr
Storm = 5 yr
I5 (mm/hr)
Area No
0.57
83.56
Phase 1
Phase 2
0.52
83.56
Phase 3
0.53
83.56
Phase 4
0.47
83.56
17, 18
0.20
83.56
Future Phase
0.66
83.56
Totals
Notes
1) Captured Flow from Future Phase is included with Phase 1 - 4
I5 = 998.071 / (Tc + 6.053)0.814
Q (L/sec)
143.1
84.8
72.1
626.2
3.5
146.3
1076.1
I100 =1735.688 / (Tc + 6.014) 0.820
Time of Concentration (min), Tc =
15 mins
For Flows under column Qcap which are bold, denotes flows that are controlled
QCAP
(L/sec)
176.6
3.5
Note1
180.2
CAVG
(100-yr)
0.71
0.65
0.66
0.58
0.25
0.82
I100
(mm/hr)
142.89
142.89
142.89
142.89
142.89
142.89
Q (L/sec) QCAP (L/sec)
305.8
181.4
176.6
154.1
1338.7
7.5
7.5
312.8
Note1
2300.4
184.2
Table F-5: Storage Volumes for 5 Year and 100 Year Storms
Area No:
CAVG =
Time Interval =
Drainage Area =
Duration
(min)
All
0.56
5
3.913
(mins)
(hectares)
Release Rate =
176.6
Return Period =
5
IDF Parameters, A = 998.071
( I = A/(Tc+C)
Rainfall
Intensity, I
(mm/hr)
(L/sec)
(years)
,B=
,C=
0.814
6.053
Release Rate =
176.6
(L/sec)
Return Period =
100
(years)
IDF Parameters, A = 1735.688
( I = A/(Tc+C)
,C=
Rainfall
Peak Flow
Release
Storage
Storage (m3) Intensity, I
(L/sec)
Rate (L/sec) Rate (L/sec)
(mm/hr)
0.820
6.014
Peak Flow
Release
Storage
Storage (m3)
(L/sec)
Rate (L/sec) Rate (L/sec)
0
230.5
1406.2
176.62
1229.5
0.00
398.6
2432.0
176.624
2255.3
0.00
5
141.2
861.3
176.62
684.7
205.41
242.7
1480.7
176.624
1304.1
391.23
10
104.2
635.7
176.62
459.1
275.43
178.6
1089.4
176.624
912.8
547.66
15
83.6
509.8
176.62
333.2
299.84
142.9
871.8
176.624
695.2
625.65
20
70.3
428.6
176.62
252.0
302.37
120.0
731.8
176.624
555.2
666.23
25
60.9
371.5
176.62
194.9
292.35
103.8
633.6
176.624
456.9
685.42
30
53.9
329.0
176.62
152.4
274.30
91.9
560.5
176.624
383.9
180.16
35
48.5
296.0
176.62
119.4
250.70
82.6
503.8
176.624
327.2
687.09
40
44.2
269.6
176.62
92.9
223.07
75.1
458.5
176.624
281.8
676.41
45
40.6
247.9
176.62
71.3
192.38
69.1
421.3
176.624
244.7
660.56
50
37.7
229.7
176.62
53.1
159.29
64.0
390.2
176.624
213.6
640.68
55
35.1
214.3
176.62
37.7
124.29
59.6
363.8
176.624
187.1
617.56
60
32.9
201.0
176.62
24.4
87.71
55.9
341.0
176.624
164.4
591.80
65
31.0
189.4
176.62
12.8
49.81
52.6
321.2
176.624
144.6
563.83
70
29.4
179.2
176.62
2.6
10.81
49.8
303.8
176.624
127.1
533.99
75
27.9
170.1
176.62
-6.5
-29.15
47.3
288.3
176.624
111.7
502.56
80
26.6
162.1
176.62
-14.6
-69.93
45.0
274.5
176.624
97.9
469.75
85
25.4
154.8
176.62
-21.9
-111.44
43.0
262.1
176.624
85.4
435.73
90
24.3
148.2
176.62
-28.4
-153.58
41.1
250.8
176.624
74.2
400.64
95
23.3
142.2
176.62
-34.4
-196.30
39.4
240.6
176.624
64.0
364.61
-39.9
-239.51
302.37
37.9
231.2
176.624
54.6
327.73
687.09
100
22.4
136.7
176.62
Max =
Notes
1 ) Peak flow is equal to the product of 2.78 x C x I x A
2) Rainfall Intensity, I = A/(Tc+C)B
3) Release Rate = Min (Release Rate, Peak Flow)
4 ) Storage Rate = Peak Flow - Release Rate
5) Storage = Duration x Storage Rate
6) Maximium Storage = Max Storage Over Duration
7) Parameters a,b,c are for City of Ottawa