Brigil Homes - City of Ottawa

• Brigil Homes
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
June 2016
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:
June 2016
____________________________________
Bruce Thomas, P.Eng.
Senior Project Manager
Infrastructure Services
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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
June 2016
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........................................................................................................ 9
8.6
Quality Control ........................................................................................................ 10
Erosion and Sediment Controls during Construction ...................................... 10
10 Summary ............................................................................................................... 12
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exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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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Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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 ............................................... Appendix B
Table B-2: 100-year Storm Sewer Calculation Sheet ........................................... Appendix B
Table C-1: Sanitary Sewer Calculation Sheet....................................................... Appendix C
Table D-1: Water Consumption/Demand Allocation Table ................................... Appendix D
Table D-2: Sample Calculation of Fire Flow Requirements (Phase 2) ................. Appendix D
Table D-3: Calculation of Fire Flow Requirements (All Buildings) ...................... Appendix D
Table F-1: Pre-Development Runoff Calculations................................................ Appendix F
Table F-2: Allowable Runoff Calculations ............................................................ Appendix F
Table F-3: Average Runoff Coefficients (Post Development) ............................. Appendix F
Table F-4: Summary of Post Development Runoff
(Uncontrolled and Controlled) ........................................................... Appendix F
Table F-5: Storage Volumes for 5-year and 100-year Storms .............................. Appendix F
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exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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 8900 Jeanne D’Arc Blvd North in the City of Ottawa (City). Phase II of this
development will be located immediately east of Phase I. A new 16 storey high-rise will be constructed
east of the existing 15 storey high-rise condominium. The site abuts the Ottawa River to the north, Regional
Road 174 to the south, vacant land to the east and an existing 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 0.87092 hectares was developed in Phase 1. The remaining 4.67 hectares is undeveloped
and consists of brush, woods and meadows.
Existing municipal services were extended 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
installed 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
Phase II of this overall development, which will consist of a 16 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 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)
0.871
15
89
Phase 2
Phase 3
Phase 4
Phase 5
Current
Future
Future
Future
0.698
0.590
0.586
1.168
16
9
19
145
175
145
448
Total =
3.913
16
16
1002
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 Site Plan approval.
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exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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, 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 that 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 Jeanne D’Arc Blvd 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 are
located adjacent to Phase 1. Storm sewer stubs were left at the limits of Phase 1 for future phases.
The dry pond was sized to accommodate the entire volume of the 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 16
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. 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 upon the latest City Design Guidelines. WaterGems modelling software was used
to calculate pressures and flows under maximum day, plus fire flow and peak hour conditions.
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exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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.
•
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.
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:
•
•
•
•
•
•
•
•
•
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 7.38 L/sec, 18.46 L/sec and
40.60 L/sec respectively. A complete breakdown of the demand allocations for each junction is provided
in Table D-1 located in Appendix D. These demands were based on the number of units as summarized in
Table 3-1.
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Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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 (FUS), as required by the City Design Guidelines.
The following equation from the FUS 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=
C=
A=
Required Fire Flow in Litres per minute
Coefficient related to type of Construction
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). The detailed FUS calculations for the fire flow requirements for Phase II is provided in Table
D-2 and a summary of the FUS fire flow requirements for all phases is provided in Table D-3 Appendix D.
The fire flow requirements range from 123 L/sec to a maximum of 136 L/sec.
Boundary Conditions
The original boundary conditions that were provided by the City 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
= 110.0m
= 108.0m
= 115.0m
Modelling Results
The calculated minimum and maximum working pressures anticipated within the development are 510 kPa
(74 psi) and 545 kPa (79 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 170 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 Sewer Design Guidelines SDG002. 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 Jeanne D’Arc Blvd. Please refer to the Sanitary Drainage Area Plan
provided on Figure 4 in Appendix A.
The original design sheet prepared for Phase I was updated to reflect the latest City design standards,
updated unit counts, and population densities. Updated pipe lengths and slopes, based on As-Built
information, were used for existing sanitary sewers in Phase 1 and along Jeanne D’Arc Blvd.
Site Area (Phases 1 - 5)
External Commercial Area
= 3.92 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
= 511 (1-bed) + 491 (2-bed)
= apartments
= 1.4 persons per unit
= 2.1 persons per unit
= 350 L/cap/day
= 50,000 L/gross ha/day
= 0.47 m/s
Total Residential Population
= (103+85+85+224) * 1.4 + (72+60+60+224) * 2.1+253** = 1822
** This is the population for the Phase one development based on as constructed information.
Residential Peaking Factor
Commercial Peaking Factor
= 1 + 14 / (4 + (P/1000)0.5) = 1 + 14 / (4 + (1822/1000)0.5) = 3.62
= 1.5
QDOMESTIC
QCOMMERCIAL
QINFILTRATION
QSAN
= 1822 x 350 x 3.62 x (1/86,400 sec/day) = 26.72 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
= 26.72 + 8.59 + 3.87 = 39.18 L/sec
A total peak sewage rate of 39.18 L/sec was estimated for the entire development, with sewage flow from
Phase 2 estimated at 4.49 L/sec. Please refer to Appendix C for the Sanitary Sewer Design Sheet.
The minimum reserve capacity in the sanitary sewer is estimated at 1.6 L/sec within the last manhole run
on Jeanne D’Arc Blvd (MH116 – ExSanMH). This is due to the flat slope of the last run at 0.18%, which is
slightly under the minimum velocity of 0.60 m/s at 0.51 m/s. The City may elect to schedule regular
maintenance on the sanitary sewer run on Jeanne D’Arc Blvd east of Trim Road. 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
Phase
Area (hectares)
Average Runoff Coefficient
Phase 1
1.080
0.58
Phase 2
Phase 3
Phase 4
Phase 5
Total =
0.697
0.590
0.586
0.959
3.912
0.52
0.47
0.42
0.66
0.56
0.52
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 stormwater (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 are connected directly into the internal plumbing system and
outlet 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 (southern) or 600mm (northern). The storm sewers were sized based on
the Rational Method using average runoff coefficients based on computed areas of hard and soft surfaces.
Design of the storm sewer system was completed in conformance with the City of Ottawa Design Guidelines
Second Edition, 0ct 2012, specifically Section 5 “Storm and Combined Sewer Design”.
A summary of the design criteria that relates to this design report is listed below.
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•
Storm sewers have been designed and sized based on the Rational Method 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.
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 0.52 for both Phase two and the overall site.
The Storm Drainage Plan is illustrated on Figure 3 in Appendix A. A total of twenty-six (26) drainage areas
are shown on this drawing with average runoff coefficients calculated for each drainage area. The directlyconnected post development 5-year and 100-year peak flows (uncontrolled) from the site are 307.7 L/sec
and 537.2 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, 7 of the 21 storm sewer runs upstream of the
SWM facility would have minor surcharging (max 10% over capacity) assuming free flow conditions (no
inlet restrictions). 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
Summary of Previous Design
The following is a summary of the 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
•
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
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•
Quality Control Requirements (RVCA)
=80% TSS
•
Vortech Separator. Design Treatment capacity
= 240 L/sec
•
Vortech Separator. Design TSS removal efficiency
= 83% TSS
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’s Design Guidelines.
•
Overland flow routes are provided.
•
Surface ponding may occur on the surface of roadways or parking areas to a maximum depth of 0.3m
as per City Guidelines.
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
IT
=
=
=
A
=
5-year Peak Allowable Discharge (L/s)
Average Runoff Coefficient (0<C<1)
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:
I5
=
998.071 / (20 + 6.053)0.814
= 70.3 mm/hr
Q5ALL
=
2.78 (0.25) (70.25 mm/hr) (3.77 ha)
= 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.
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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, a
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.
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 = 0.20)
Average Rainfall Intensity (mm/h) for 100 year return period
Drainage Area (0.024 + 0.052 hectares)
I100
1735.688/ (15 + 6.014)0.820 = 142.89 mm/hr
=
Q100UNC =
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 L/sec – 7.5 L/sec
176.6 L/sec
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.
Quantity Control
During the establishment of the grading for Phase 1, although some surface ponding would occur, the SWM
facility was sized and designed to accommodate the entire 100-year storm within the facility. A review of
the stormwater drainage systems in Phase 1 indicates that flow controlled roof drains were used, however
the 11 area drains did not include flow control.
For Phase 2 of the development it is anticipated that a similar number of roof drains will be used by the
Mechanical Consultant. These roof drains will similarly control runoff to the allowable 30gpm (1.89 L/sec)
at 150mm depth as required by the Building Code. It is recommended that the new area drains in Phase
2 be controlled to ensure that ponding occurs and that capture rates are limited to the 5-year event
consistent with the Building Code requirements for the sizing of plumbing. It is also recommended, and
which is identified in the design, that the trench drain located at the base of the underground parking
structure ramp be connected to the south storm sewer and include a backflow preventer.
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As not all runoff from the 100-year storm will be captured into the storm sewer, flows in excess of the
captured rate 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, and the remaining Phases 3, 4 and 5 based on the runoff
coefficients illustrated in Figure 3 in Appendix A.
Quality Control
During the design of Phase 1, the Rideau Valley 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.
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,
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•
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 specifications.
11
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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 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. Stormwater
detention is provided in one centralized SWM facility that was constructed in Phase 1. Flow controlled
roof drains were used for Phase 1, however surface area drains and other surface inlets (CB’s) are not
flow controlled. For new drainage works in Phase 2 it is recommended that flow controlled roof drains
and flow controlled area drains be used to limit the capture rate in the internal plumbing system.
•
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 39.2 L/sec from all five phases combined
with an allowance for a 9.9 hectare commercial development adjacent to 8900 Jeanne D’Arc Blvd.
•
The estimated fireflow requirements for Phase 2 is 131 L/sec. Fire flow requirements for all phases
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 fire flow
conditions. Flow in excess of 200L/sec is available at all junctions.
•
The calculated minimum and maximum working pressures anticipated within the development are 510
kPa (74 psi) and 545 kPa (79 psi) under peak hourly conditions. This meet the City’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
June 2016
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
NOTES GÉNÉRALES General Notes
1. Ces documents d'architecture sont la propriété exclusive de
NEUF architect(e)s et ne pourront être utilisés, reproduits ou copiés
sans autorisation écrite préalable. / These architectural documents are
the exclusive property of NEUF architect(e)s and cannot be used, copied
or reproduced without written pre-authorisation
2. Les dimensions apparaissant aux documents devront être vérifiées par
l'entrepreneur avant le début des travaux. / All dimensions which appear
on the documents must be verify by the contractor before to start the
work.
3. Veuillez aviser l'architecte de toute dimension erreur et/ou divergences
entre ces documents et ceux des autres professionnels. / The architect
must be notified of all errors, omissions and discrepancies between
these documents and those of the others professionnals.
4. Les dimensions sur ces documents doivent être lues et non mesurées. /
The dimensions on these documents must be read and not measured.
ARCHITECTURE DE PAYSAGE Landscape Architect
Nom de la firme
Adresse de la firme
Téléphone et adresse courriel
CIVIL Civil
Nom de la firme
Adresse de la firme
Téléphone et adresse courriel
ARCHITECTES Architect
NEUF architect(e)s
630, boul. René-Lévesque O. 32e étages, Montréal QC H3B 1S6
T 514 847 1117 NEUFarchitectes.com
SCEAU / Seal
CLIENT Client
OUVRAGE Project
C:\Fichiers Revit Locaux\10557_PHASE_2_ARCHITECTURE_Central_mdoth.rvt
PETRIE'S LANDING I PHASE 2
EMPLACEMENT Location
NO PROJET No.
ORLEANS, ONTARIO
10557.00
NO
RÉVISION
I
L
SITE PLAN APPROVAL 4th-revision
75% COMPLETION
DATE (aa-mm-jj)
2015.12.11
2016.05.06
R
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P
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NN
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LI TTIIOO
Pr T
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C
C
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NO
S
RRUU
DPOA NSSTT
NE CCOON
DESSINÉ PAR Drawn by
Auteur
DATE (aa.mm.jj)
07/18/14
VÉRIFIÉ PAR Checked by
Vérificateur
ÉCHELLE Scale
1 : 250
TITRE DU DESSIN Drawing Title
PETRIE'S LANDING 1,
PHASE 2
RÉVISION Revision
L
Figure 2
NO. DESSIN Dwg Number
A100a
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(fo ANN
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OR C B
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PH
TO ASE 1
15 S WER A
T
89 UOREYS
NITS
PH
TO ASE 2
16 SWER B
T
145 OREYS
UNI
TS
PH
TO ASE 3
19 S WER C
T
175 OREYS
UNI
TS
PH
TO ASE 4
16 S WER D
T
145 OREYS
UNI
TS
PHASE 5
FUTURE RETIREMENT HOME
448 UNITS
ROAD
L
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exp Services Inc.
100-2650 Queensview Drive
Ottawa, ON K2B 8H6
www.exp.com
174
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PH
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15 STWER A
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89 UN
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PH
TOWASE 2
ER
16 ST
B
145 OREYS
UNIT
S
PH
TO ASE 3
19 STWER C
175 OREYS
UNIT
S
PH
TOWASE 4
16 ST ER D
145 OREYS
UNIT
S
PHASE 5
FUTURE RETIREMENT HOME
448 UNITS
REGIONAL
ROAD 174
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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)
∑ Area
(ha)
Average
R
Indiv.
2.78*A*R
Accum.
2.78*A*R
0.47
0.47
0.63
0.02
0.53
0.53
0.66
0.05
0.45
0.90
0.55
0.52
0.90
0.30
0.52
0.57
0.09
0.23
0.29
0.09
0.22
0.32
0.05
0.31
0.63
0.66
0.66
0.66
1.31
1.37
1.37
1.37
1.46
1.69
1.98
2.07
2.28
2.60
2.65
2.95
Location
From Node
To Node
Area No.
Area
(ha)
NORTH DRAINAGE
MH207
MH212
C1
C6
0.4840
0.0180
MH212
MH206
MH206
MH205
C2
C7
0.446
0.036
MH205
MH204
MH203
MH204
MH203
MH202
MH202
MH201
MH201
POND-IN
3A
3B
3C
C8
C4A
C4B
C9
C5
0.073
0.093
0.190
0.059
0.087
0.379
0.033
0.194
0.484
0.502
0.502
0.502
0.948
0.984
0.984
0.984
1.057
1.150
1.340
1.399
1.486
1.865
1.898
2.092
MH211
MH213
MH213
MH214
C10
C12
C17B
C19B
C14A
C14B
C14C
C14D
0.099
0.086
0.005
0.010
0.138
0.081
0.021
0.072
0.099
0.185
0.190
0.200
0.338
0.419
0.440
0.512
0.53
0.60
0.20
0.20
0.70
0.55
0.90
0.60
0.15
0.14
0.00
0.01
0.27
0.12
0.05
0.12
MH214
CBMH2
MH215
MH208
CBMH2
MH215
MH208
MH209
C13
C19A
0.108
0.020
0.620
0.640
0.640
0.57
0.20
0.17
0.01
TEMP CB
CBMH1
CBMH1
MH209
C16
C15
0.968
0.120
0.968
1.088
0.50
0.80
1.35
0.27
MH209
POND-IN
SOUTH DRAINAGE
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)
3.820
Tc (mins) I (mm/h)
Return
Period
Q
(L/s)
Dia (mm) Dia (mm)
Actual Nominal
Type
Slope (%)
Length
(m)
Capacity
(L/sec)
Vf
Va
Time in
Pipe, Tt
(min)
Hydraulic Ratios
Qa/Qf
Va/Vf
20.00
70.25
5.00
46.1
447.87
450
PVC
0.20
23.00
125.9
0.80
0.57
0.68
0.37
0.71
20.68
68.80
5.00
45.1
447.87
450
PVC
0.20
15.50
125.9
0.80
0.56
0.46
0.36
0.70
21.14
21.69
22.25
67.85
66.75
65.67
5.00
5.00
5.00
92.7
91.2
89.7
447.87
533
610
450
525
525
PVC
CONC
CONC
0.20
0.16
0.26
26.00
19.00
19.40
125.9
179.1
327.2
0.80
0.79
1.01
0.79
0.56
0.71
0.55
0.56
0.46
0.74
0.51
0.27
0.98
0.71
0.70
22.71
64.82
5.00
133.9
610
600
CONC
0.14
62.40
240.1
0.81
0.57
1.81
0.56
0.71
24.52
25.36
61.68
60.33
5.00
5.00
163.3
178.2
610
610
600
600
CONC
CONC
0.17
0.36
41.20
5.60
264.6
385.0
0.90
1.30
0.81
0.92
0.84
0.10
0.62
0.46
0.91
0.71
0.15
0.29
0.29
0.30
0.57
0.69
0.74
0.86
0.86
1.03
1.04
1.04
20.00
70.25
5.00
10.2
366.42
375
PVC
0.25
88.50
82.4
0.79
0.45
3.26
0.12
0.57
23.26
23.85
24.63
25.02
26.12
63.83
62.79
62.79
60.86
59.17
5.00
5.00
5.00
5.00
5.00
55.1
54.2
54.2
63.6
61.8
366.42
366.42
366.42
366.42
366.42
375
375
375
375
375
PVC
PVC
PVC
PVC
PVC
0.25
0.21
0.69
0.87
2.01
26.00
33.30
21.70
69.00
17.50
82.4
75.5
136.9
153.7
233.7
0.79
0.73
1.32
1.48
2.25
0.73
0.71
0.93
1.05
1.58
0.59
0.78
0.39
1.10
0.19
0.67
0.72
0.40
0.41
0.26
0.92
0.98
0.71
0.71
0.70
1.35
1.61
20.00
20.40
70.25
69.38
5.00
5.00
94.5
111.9
299.36
299.36
300
300
PVC
PVC
1.00
1.40
34.00
35.70
96.2
113.8
1.37
1.62
1.41
1.67
0.40
0.36
0.98
0.98
1.03
1.03
1.728
2.66
26.30
58.89
5.00
156.5
366.42
375
PVC
1.60
8.00
208.5
2.01
1.97
0.07
0.75
0.98
3.820
3.820
3.820
3.820
5.61
5.61
5.61
5.61
26.37
26.52
26.63
27.10
58.79
58.57
58.42
57.74
5.00
5.00
5.00
5.00
329.9
328.7
327.8
324.1
533
533
533
533
525
525
525
525
CONC
CONC
CONC
CONC
1.56
1.31
1.37
1.00
20.50
13.00
59.30
15.00
559.3
512.5
524.1
447.8
2.48
2.27
2.33
1.99
2.23
2.09
2.12
1.95
0.15
0.10
0.47
0.13
0.59
0.64
0.63
0.72
0.90
0.92
0.91
0.98
0.54
5.61
Notes:
Ottawa Rainfall Intensity Values:
From Sewer Desing Guidelines, 2004
653.60
5yr
a = 998.071
0.814
b=
c = 6.053
Designed:
100yr A. O'Beirn, E.I.T.
1735.688
0.820 Checked:
6.014 B. Thomas, P.Eng.
Dwg Reference:
Storm Drainage Area Plan, Fig-3
Project:
Petrie Landings Phase II
Location:
Ottawa, Ontario
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
NORTH DRAINAGE
MH207
MH212
MH212
MH206
SOUTH DRAINAGE
Area
No.
Area
(ha)
C1
C6
0.4840
0.0180
∑ Area Average
(ha)
R
C2
C7
0.446
0.036
3A
3B
3C
C8
C4A
C4B
C9
C5
0.073
0.093
0.190
0.059
0.087
0.379
0.033
0.194
0.484
0.502
0.502
0.502
0.948
0.984
0.984
0.984
1.057
1.150
1.340
1.399
1.486
1.865
1.898
2.092
C10
C12
C17B
C19B
C14A
C14B
C14C
C14D
0.099
0.086
0.005
0.010
0.138
0.081
0.021
0.072
CBMH2
MH215
MH208
MH209
C13
C19A
TEMP CB
CBMH1
CBMH1
MH209
C16
C15
MH209
POND-IN
MH206
MH205
MH205
MH204
MH203
MH204
MH203
MH202
MH202
MH201
MH201
POND-IN
MH211
MH213
MH213
MH214
MH214
CBMH2
MH215
MH208
Accum.
2.78*A*R
0.63
0.02
0.63
0.66
0.66
0.66
1.31
1.37
1.37
1.37
1.46
1.69
1.98
2.07
2.28
2.60
2.65
2.95
0.53
0.53
0.66
0.05
0.45
0.90
0.55
0.52
0.90
0.30
0.52
0.57
0.09
0.23
0.29
0.09
0.22
0.32
0.05
0.31
0.099
0.185
0.190
0.200
0.338
0.419
0.440
0.512
0.53
0.60
0.20
0.20
0.70
0.55
0.90
0.60
0.15
0.14
0.00
0.01
0.27
0.12
0.05
0.12
0.108
0.020
0.620
0.640
0.640
0.57
0.20
0.17
0.01
0.968
0.120
0.968
1.088
0.50
0.80
1.35
0.27
POND-OUT Vortech MH
Vortech MH
MH210
MH210
MH210A
MH210A
OUTLET
TOTALS =
0.47
0.47
Indiv.
2.78*A*R
3.820
Tc (mins) I (mm/h)
Dia (mm) Dia (mm)
Actual Nominal
Type
Slope
(%)
Length
(m)
Capacity
(L/sec)
Vf
Va
Time in
Pipe, Tt
(min)
Hydraulic Ratios
Qa/Qf
119.95
100.00
78.7
447.87
450
PVC
0.20
23.00
125.9
0.80
0.73
0.53
0.62
0.91
118.00
100.00
77.4
447.87
450
PVC
0.20
15.50
125.9
0.80
0.73
0.35
0.61
0.91
20.88
21.40
21.80
116.72
114.91
113.55
100.00
100.00
100.00
159.5
157.0
155.1
447.87
533
610
450
525
525
PVC
CONC
CONC
0.20
0.16
0.26
26.00
19.00
19.40
125.9
179.1
327.2
0.80
0.79
1.01
0.83
0.79
0.72
0.52
0.40
0.45
1.27
0.88
0.47
1.04
1.00
0.71
22.25
112.06
100.00
231.5
610
600
CONC
0.14
62.40
240.1
0.81
0.85
1.23
0.96
1.04
23.48
24.22
108.22
106.05
100.00
100.00
286.5
313.3
610
610
600
600
CONC
CONC
0.17
0.36
41.20
5.60
264.6
385.0
0.90
1.30
0.93
1.28
0.74
0.07
1.08
0.81
1.04
0.98
0.15
0.29
0.29
0.30
0.57
0.69
0.74
0.86
0.86
1.03
1.04
1.04
20.00
119.95
100.00
17.5
366.42
375
PVC
0.25
88.50
82.4
0.79
0.52
2.82
0.21
0.66
22.82
23.41
24.14
24.43
25.23
63.83
108.43
108.43
105.43
103.23
100.00
100.00
100.00
100.00
100.00
55.1
93.5
93.5
110.2
107.9
366.42
366.42
366.42
366.42
366.42
375
375
375
375
375
PVC
PVC
PVC
PVC
PVC
0.25
0.21
0.69
0.87
2.01
26.00
33.30
21.70
69.00
17.50
82.4
75.5
136.9
153.7
233.7
0.79
0.73
1.32
1.48
2.25
0.73
0.76
1.24
1.45
1.59
0.59
0.73
0.29
0.79
0.18
0.67
1.24
0.68
0.72
0.46
0.92
1.04
0.94
0.98
0.71
1.35
1.61
20.00
20.40
119.95
118.47
100.00
100.00
161.4
191.0
299.36
299.36
300
300
PVC
PVC
1.00
1.40
34.00
35.70
96.2
113.8
1.37
1.62
1.42
1.68
0.40
0.35
1.68
1.68
1.04
1.04
1.728
2.66
25.41
102.73
100.00
273.0
366.42
375
PVC
1.60
8.00
208.5
2.01
2.09
0.06
1.31
1.04
3.820
3.820
3.820
3.820
5.61
5.61
5.61
5.61
25.47
25.61
25.70
26.11
102.56
102.21
101.97
100.90
100.00
100.00
100.00
100.00
575.6
573.6
572.3
566.3
533
533
533
533
525
525
525
525
CONC
CONC
CONC
CONC
1.56
1.31
1.37
1.00
20.50
13.00
59.30
15.00
559.3
512.5
524.1
447.8
2.48
2.27
2.33
1.99
2.58
2.36
2.42
2.07
0.13
0.09
0.41
0.12
1.03
1.12
1.09
1.26
1.04
1.04
1.04
1.04
0.54
5.61
Notes:
Ottawa Rainfall Intensity Values:
From Sewer Desing Guidelines, 2004
653.60
5yr
a = 998.071
0.814
b=
c = 6.053
100yr
Designed:
A. O'Beirn, E.I.T.
Project:
Petrie Landings Phase II
Checked:
B. Thomas, P.Eng.
Location:
Ottawa, Ontario
Dwg Reference:
Storm Drainage Area Plan, Fig-3
File Ref:
214935 Storm Design Sheets
1735.688
0.820
6.014
I = Rainfall Intensity (mm/h)
R = Runoff Coefficients (dimensionless)
Va/Vf
20.53
Definitions:
Q = Peak Flow in Litres per second (L/s)
Q
(L/s)
20.00
Q = 2.78*AIR, where
A = Watershed Area (hectares)
Return
Period
Sheet No:
1 of 1
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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
From
To
Area No.
Phase 5
Phase 1
104
106
106
107
107
108
108
109
ExMh109 ExMh110
ExMh110 ExMh111
ExMh111 ExMh111A
ExMh111A ExMh112
ExMh112 ExMh113
ExMh113 ExMh114
ExMh114 ExMh115
ExMh115 ExMh116
ExMh116 Ex San MH
POPULATION
2-bed
Apart Indiv Pop
540
132
245
60
224
784
1569
3.67
23.33
1.16795
3.04
0.85
3
14
75
*253
1822
3.62
26.72
0.87092
3.91
1.10
9.90000
13.81
3.87
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
4.0
1.5
9.90
*Phase 1 Individual Population based on as constructed information.
8.59
TOTAL
FLOW
(L/s)
8.99
12.83
12.83
24.18
24.18
24.18
27.81
27.81
27.81
39.18
39.18
39.18
39.18
Dia.
(mm)
250
250
250
250
250
250
250
250
300
300
300
300
300
actual
251.46
251.46
251.46
251.46
251.46
251.46
251.46
251.46
299.36
299.36
299.36
299.36
299.36
Slope
Length
(%)
0.30
0.30
0.29
0.24
0.50
0.54
0.63
0.29
0.15
0.32
0.22
0.22
0.22
(m)
84.7
28.4
62.9
37.9
12.0
14.9
12.6
38.2
79.4
34.7
86.0
58.5
60.5
Reserve
Capacity Capacity
(L/s)
33.08
33.08
32.53
29.59
42.71
44.38
47.94
32.53
37.24
54.39
45.10
45.10
45.10
491
L/cap/day)
(L/ha/day)
Comm Peak Factor =
Peak Flow
ACCU AREA PEAK FLOW AREA
(L/sec)
AREA (Ha)
(Ha)
(L/s)
(ha)
8.66
1.17662
12.31
0.69811
9.90
350
50,000
Max Res Peak Factor =
INFILT
FLOW (L/s)
0.33
0.52
224
1822
Industrial Flow =
ACCU
AREA
(Ha)
1.18
1.87
2
511
Average Daily Flow =
Commercial Flow =
Peak
Factor
3.96
3.87
SEWER DATA
6, 5
4
1
Cumul
Pop
540
785
INFILTRATION
1-bed
Apart
188
85
Singles
Phase 3, 4
Phase 2
COMMERCIAL/RETAIL
RESIDENTIAL AREA AND POPULATION
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
13.81360
6.670
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 Drainage Area Plan
214935 Sanitary Design Sheet,
April 2016
1 of 1
(L/s)
24.09
20.25
19.69
5.41
18.53
20.21
20.13
4.71
9.43
15.21
5.92
5.92
5.92
Full
Velocity
(m/s)
0.66
0.66
0.65
0.59
0.86
0.89
0.96
0.65
0.47
0.69
0.57
0.57
0.57
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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
A. O'Beirn
J. Fitzpatrick
April 2016
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-5
J-12
J-15
J-17
J-7
1
1
1
14
84
102
84
224
75
60
72
60
224
Totals =
3
508
491
Total
Persons
Phase 1
Phase 2
Phase 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
245
295
245
784
88,550
85,750
103,390
85,750
274,400
221,375
214,375
258,475
214,375
686,000
487,025
471,625
568,645
471,625
1,509,200
1.02
0.99
1.20
0.99
3.18
2.56
2.48
2.99
2.48
7.94
5.64
5.46
6.58
5.46
17.47
1822
637,840
1,594,600
3,508,120
7.38
18.46
40.60
* 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, April 2016
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 =
16
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 =
Condition
3
3
6
2
Condition
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-3: 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
16
16
16
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
June 2016
Appendix E – WaterGems Hydraulic Analysis Model
Results
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
Petrie's Landing Phase 2
Client: Brigil Construction
Project: OTT-00214935-A0
Date: 20th April, 2015
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
J-14
J-15
J-16
J-17
J-18
Demand
(L/s)
0.00
0.00
0.00
0.00
2.56
0.00
7.94
0.00
0.00
0.00
0.00
2.48
0.00
0.00
2.99
0.00
2.48
0.00
Elevation
(m)
52.6
52.6
53.44
51.8
51.8
53.44
53.5
53.3
52.62
54.77
53.3
52.15
52.28
54.18
54.48
52.28
54.8
52.28
Head
(m)
110
110
109.84
109.91
109.91
109.84
109.84
109.76
109.77
109.77
109.76
109.75
109.69
109.74
109.74
109.74
109.74
109.74
Pressure
(psi)
81
81
80
83
83
80
80
80
81
78
80
82
82
79
79
82
78
82
Pressure
(kPa)
558
558
552
572
572
552
552
552
558
538
552
565
565
545
545
565
538
565
Maximum Day Analysis - Pipe Report
ID
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-14
P-15
P-16
P-17
P-18
P-19
P-20
P-21
From
Node
J-1
J-1
J-2
J-4
J-4
J-6
J-3
J-3
J-6
J-9
J-9
J-11
J-8
J-8
J-11
J-14
J-14
J-16
J-16
J-18
R-1
To
Node
J-2
J-3
J-4
J-5
J-6
J-3
J-7
J-8
J-9
J-10
J-11
J-12
J-11
J-13
J-14
J-15
J-16
J-17
J-18
J-13
J-1
Length
(m)
1.77
109.45
49.99
12.59
60.08
1.00
10.44
134.15
104.89
32.40
27.19
22.61
1.00
75.34
42.60
6.71
31.26
6.76
1.50
1.00
7.34
Diameter
(mm)
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
600
Roughness
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
Flow
(L/s)
9.82
8.63
9.82
2.56
7.26
3.26
7.94
3.95
4.00
0.00
4.00
2.48
1.65
2.30
3.17
2.99
0.18
2.48
-2.30
-2.30
18.45
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
J-14
J-15
J-16
J-17
J-18
Static
Static Pressure
Demand
(psi)
(L/s)
0.00
0.00
0.00
0.00
2.56
0.00
7.94
0.00
0.00
0.00
0.00
2.48
0.00
0.00
2.99
0.00
2.48
0.00
81
81
80
83
83
80
80
80
81
78
80
82
82
79
79
82
78
82
Static Head
(m)
Fire-Flow
Demand
(L/s)
Residual
Pressure (psi)
110.00
110.00
109.93
109.96
109.96
109.93
109.93
109.91
109.92
109.92
109.91
109.91
109.91
109.91
109.91
109.91
109.91
109.91
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
131.3
81
72
22
20
20
22
20
22
23
20
22
20
23
20
20
24
20
23
Maximum Day Analysis - Reservoir Report
ID
R-1
Flow (L/s)
18.45
Head (m)
110
Available
Flow at
Hydrant
(L/s)
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
> 200
Velocity
(m/s)
0.30
0.26
0.30
0.08
0.22
0.10
0.24
0.12
0.12
0.00
0.12
0.08
0.05
0.07
0.10
0.09
0.01
0.08
0.07
0.07
0.07
Headloss
(m)
0.00
0.07
0.04
0.00
0.03
0.00
0.01
0.02
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
HL/1000
(m/km)
0.778
0.614
0.779
0.064
0.445
0.102
0.525
0.144
0.148
0.000
0.148
0.061
0.028
0.053
0.096
0.086
0.000
0.062
0.050
0.056
0.013
Petrie's Landing Phase 2
Client: Brigil Construction
Project: OTT-00214935-A0
Date: 20th April, 2015
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
J-14
J-15
J-16
J-17
J-18
Demand
(L/s)
0.00
0.00
0.00
0.00
5.64
0.00
17.47
0.00
0.00
0.00
0.00
5.46
10.00
0.00
6.58
0.00
5.46
0.00
Elevation
(m)
52.6
52.6
53.44
51.8
51.8
53.44
53.5
53.3
52.62
54.77
53.3
52.15
52.28
54.18
54.48
52.28
54.8
52.28
Head
(m)
107.88
107.87
107.43
107.63
107.62
107.43
107.41
107.24
107.28
107.28
107.24
107.24
107.18
107.19
107.19
107.18
107.18
107.18
Pressure
(psi)
78
78
77
79
79
77
77
77
78
75
77
78
78
75
75
78
74
78
Pressure
(kPa)
538
538
531
545
545
531
531
531
538
517
531
538
538
517
517
538
510
538
Peak Hour Analysis - Pipe Report
ID
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-14
P-15
P-16
P-17
P-18
P-19
P-20
P-21
From
Node
J-1
J-1
J-2
J-4
J-4
J-6
J-3
J-3
J-6
J-9
J-9
J-11
J-8
J-8
J-11
J-14
J-14
J-16
J-16
J-18
R-1
To
Node
J-2
J-3
J-4
J-5
J-6
J-3
J-7
J-8
J-9
J-10
J-11
J-12
J-11
J-13
J-14
J-15
J-16
J-17
J-18
J-13
J-1
Length
(m)
1.77
109.45
49.99
12.59
60.08
1.00
10.44
134.15
104.89
32.40
27.19
22.61
1.00
75.34
42.60
6.71
31.26
6.76
1.50
1.00
7.34
Diameter
(mm)
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
204
Peak Hour Analysis - Reservoir Report
ID
R-1
Flow (L/s) Head (m)
50.61
108
Roughness
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
Flow
(L/s)
26.60
24.01
26.60
5.64
20.96
7.14
17.47
13.68
13.82
0.00
13.82
5.46
3.86
9.82
12.22
6.58
5.64
5.46
0.18
0.18
50.61
Velocity
(m/s)
0.81
0.73
0.81
0.17
0.64
0.22
0.53
0.42
0.42
0.00
0.42
0.17
0.12
0.30
0.37
0.20
0.17
0.17
0.01
0.01
1.55
Headloss
(m)
0.01
0.45
0.25
0.00
0.19
0.00
0.02
0.19
0.15
0.00
0.04
0.01
0.00
0.06
0.05
0.00
0.01
0.00
0.00
0.00
0.12
HL/1000
(m/km)
4.931
4.079
4.934
0.279
3.173
0.438
2.264
1.440
1.467
0.000
1.467
0.262
0.139
0.778
1.168
0.371
0.279
0.263
0.000
0.000
16.234
exp Services Inc.
Brigil Homes
Petrie’s Landing, Phase II
OTT-00214935-A0
June 2016
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
Conc, Tc
(mm/hr)
Cavg
Area Description
Area (ha) (min)
Total Site
3.7700
20
70.25
0.25
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
Q5PRE
(L/sec)
184.1
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
Area Description
Area (ha) (min)
(mm/hr)
Cavg
(L/sec)
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
Site % IMP = 52%
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
CROOF =
A * CROOF
783.0
835.2
835.2
835.2
3174.3
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
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)
Storm = 5 yr
CAVG
Indiv
Total
I5 (mm/hr) Q (L/sec)
Area No
Area (ha) Area (ha)
1.0803
1.0803
0.57
83.56
143.1
Phase 1
Phase 2
0.52
83.56
84.8
0.6974
0.6974
Phase 3
0.53
83.56
72.1
0.5904
0.5904
Phase 4
0.47
83.56
55.2
0.5099
0.5859
17, 18 uncontrolled 0.0760
0.20
83.56
3.5
Phase 5
0.66
83.56
146.3
0.9588
0.9588
Totals
3.9128
3.9128
0.56
505.1
Notes
1) Captured Flow from Future Phase is included with Phase 1 - 4
I5 = 998.071 / (Tc + 6.053)0.814
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
Storm = 100 yr
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
118.0
7.5
7.5
312.8
Note1
1079.7
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
3
Storage (m ) Intensity, I
(L/sec)
Rate (L/sec) Rate (L/sec)
(mm/hr)
0.820
6.014
Peak Flow
Release
Storage
3
Storage (m )
(L/sec)
Rate (L/sec) Rate (L/sec)
0
230.5
1406.2
176.62
1229.6
0.00
398.6
2432.1
176.624
2255.5
0.00
5
141.2
861.4
176.62
684.7
205.42
242.7
1480.8
176.624
1304.2
391.26
10
104.2
635.7
176.62
459.1
275.45
178.6
1089.4
176.624
912.8
547.69
15
83.6
509.8
176.62
333.2
299.86
142.9
871.8
176.624
695.2
625.69
666.27
20
70.3
428.6
176.62
252.0
302.40
120.0
731.9
176.624
555.2
25
60.9
371.5
176.62
194.9
292.38
103.8
633.6
176.624
457.0
685.47
30
53.9
329.0
176.62
152.4
274.33
91.9
560.5
176.624
383.9
180.16
35
48.5
296.0
176.62
119.4
250.73
82.6
503.8
176.624
327.2
687.15
40
44.2
269.6
176.62
93.0
223.10
75.1
458.5
176.624
281.9
676.46
45
40.6
247.9
176.62
71.3
192.41
69.1
421.3
176.624
244.7
660.62
50
37.7
229.7
176.62
53.1
159.33
64.0
390.2
176.624
213.6
640.74
55
35.1
214.3
176.62
37.7
124.32
59.6
363.8
176.624
187.2
617.62
60
32.9
201.0
176.62
24.4
87.74
55.9
341.0
176.624
164.4
591.86
65
31.0
189.4
176.62
12.8
49.85
52.6
321.2
176.624
144.6
563.89
70
29.4
179.2
176.62
2.6
10.85
49.8
303.8
176.624
127.2
534.06
75
27.9
170.2
176.62
-6.5
-29.11
47.3
288.3
176.624
111.7
502.63
80
26.6
162.1
176.62
-14.6
-69.89
45.0
274.5
176.624
97.9
469.82
85
25.4
154.8
176.62
-21.8
-111.40
43.0
262.1
176.624
85.5
435.80
90
24.3
148.2
176.62
-28.4
-153.54
41.1
250.8
176.624
74.2
400.71
95
23.3
142.2
176.62
-34.4
-196.25
39.4
240.6
176.624
64.0
364.68
-39.9
-239.47
302.40
37.9
231.3
176.624
54.6
327.80
687.15
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