Appendix D:
Stormwater Management Analysis
BAYVIEW DRIVE/BIG BAY POINT ROAD
CLASS ENVIRONMENTAL ASSESSMENT
City of Barrie
Drainage and Stormwater Management Technical Memorandum
DRAFT
prepared by:
C.C. Tatham & Associates Ltd.
41 King Street, Unit 4
Barrie, ON L4N 6B5
Tel: (705) 733-9037 Fax: (705) 733-1520
info@cctatham.com
prepared for
City of Barrie
February 16, 2016
CCTA File 415357
TABLE OF CONTENTS
1
Introduction
1
1.1
Objectives
1
1.2
Guidelines & Background Reports
1
2
Existing Drainage Conditions
3
2.1
Existing Storm Drainage Infrastructure
3
2.1.1
Bayview Drive
3
2.1.2
Big Bay Point Road
3
2.2
Assessment of Existing Drainage Infrastructure
5
2.2.1
Hydrologic Analysis
5
2.2.2
Existing Storm Sewer Capacity
5
2.2.3
Capacity of Downstream Receivers
6
3
Future Drainage Conditions
7
3.1
Proposed Road Improvements
7
3.1.1
Big Bay Point Road
7
3.1.2
Bayview Drive
7
3.2
Design Criteria
7
3.3
Assessment of Proposed Drainage Infrastructure
8
3.3.1
Minor System – Storm Sewer
8
3.3.2
Major System – Overland Flow in ROW
8
3.4
Watercourse Crossing Replacement
9
4
Proposed SWM Plan
10
4.1
SWM Quantity Controls
10
4.1.1
Oversized Pipes
10
4.1.2
Previously Identified Future Retrofit Opportunities
11
4.2
SWM Quality Controls
12
4.2.1
Oil Grit Separators (OGS)
12
4.2.2
Perforated Storm Sewer System (Exfiltration)
12
4.2.3
Enhanced Low Impact Development (LID) Road Cross Section
(Bioretention)
13
4.3
Comparison of Alternatives
13
5
Conclusion
16
APPENDICES
Appendix A: Existing Hydrologic Conditions
Appendix B: Proposed Hydrologic Conditions
Appendix C: Storm Sewer Design Sheets
Appendix D: Oversized Pipe Design
Appendix E: Retrofit Opportunities
Appendix F: Overland Flow Calculations
Appendix G: OGS Sizing
Appendix H: Culvert Calculations
LIST OF TABLES
Table 1: Summary of Existing Culvert Structures
4
Table 2: Existing Conditions Peak Flow Summary
5
Table 3: Big Bay Point/Huronia Road Existing Storm Sewer Summary
6
Table 4: Overland Flow Conveyance Summary
8
Table 5: Recommended Actions for Existing Culvert Structures
9
Table 6: Summary of Proposed Controls
10
Table 7: Bayview Drive Alternative Comparison
14
Table 8: Big Bay Point Road Alternative Comparison
14
1 Introduction
The following technical memorandum summarizes work completed for the Bayview Drive and Big Bay
Point Road Class EA project with respect to storm drainage and stormwater management (SWM). The
study area consist of Big Bay Point Road from Bayview Drive to Huronia Road and Bayview Drive from Big
Bay Point Road to Little Avenue, in the City of Barrie.
1.1
Objectives
The purpose of this memorandum is to:

Identify existing drainage conditions;

Assess existing drainage infrastructure and identify functional deficiencies;

Identify drainage/SWM criteria to be applied to proposed road improvements; and

Evaluate alternative SWM approaches and recommend feasible options.
1.2
Guidelines & Background Reports
This report was prepared recognizing applicable guidelines on water resources and the environment,
including the following publications:
This report was prepared recognizing provincial guidelines on water resources and the environment,
including the following publications:





City of Barrie, Storm Drainage and Stormwater Management Policies and Design Guidelines
(2009);
Ministry of Environment [now Ministry of Environment and Climate Change (MOECC)]
Stormwater Management Practices Planning and Design Manual (2003);
Ministry of Natural Resources (MNR) Natural Hazards Training Manual: Provincial Policy
Statement, Public Health and Safety Policies 3.1 (1997);
Lake Simcoe Regional Conservation Authority (LSRCA) Technical Guidelines for Stormwater
Management Submissions (April 26, 2013); and
MOECC Lake Simcoe Protection Plan (LSPP) (2009).
In addition, the following relevant background reports were considered in the development of this
report.
The Whiskey Creek Master Drainage Plan (AECOM, 2009) documents existing drainage conditions in
the Whiskey Creek subwatershed and identifies future improvements that should be undertaken to
address exiting deficiencies and/or allow for future planned development. The Master Drainage Plan
(MDP) was relied upon for background information and served as a guidance document, as all
proposed drainage and SWM works should demonstrate conformance to the plan.
The City’s Comprehensive SWM Master Plan (Phase 1) for the Annexation Lands and the Barrie
Creeks Study Area (CCTA, 2015) was also reviewed and referenced in the development of this report.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 2
February 16, 2016
2 Existing Drainage Conditions
2.1
Existing Storm Drainage Infrastructure
2.1.1
Bayview Drive
The subject section of Bayview Drive is also functioning as a rural road cross section, with gravel shoulders
and ditches in place. There are two (2) major watercourse crossings and three (3) minor crossings that
convey flow across the municipal road and outlet to tributaries of Whiskey Creek. Bayview Drive is
categorized as a collector road, and culvert crossings must convey the 25-year storm without overtopping
the crown of the road. While this criteria applies to minor culvert crossings, the two major watercourse
crossings (Culverts 3 and 5, as identified on Table 1) require 100-year conveyance capacity per the
approved MDP.
There are no specific water quality controls in place for the runoff that is generated from the existing
road surface; however, the roadside ditches do provide some measure of water quality control through
filtration/settling mechanisms. Existing drainage features for Big Bay Point Road are shown on the
attached Figure 1.
2.1.2
Big Bay Point Road
The subject section of Big Bay Point Road is functioning as a rural road cross section with gravel shoulders
and ditches. The ditch system on Big Bay Point Road between Bayview Drive and Welham Road drains to
a low point located at approximately 131 Big Bay Point Road and is diverted via the Cowden Woods
stormwater channel through to the stormwater channel in the Ellis Natural Area, which discharges into a
SWM pond (LV-2) before entering a tributary of Lovers Creek. Although there is a substantial drainage
area for this outlet on the north side of Big Bay Point Road (approximately 15 ha), the railway line acts as a
berm, causing drainage to back up behind it. Discharge to Big Bay Point Road is controlled by one
600 mm diameter corrugated steel pipe (CSP) culvert.
East of Welham Road, the ditch system is connected to the existing storm sewer system at Huronia Road,
which proceeds 180 m eastwards along Big Bay Point Road, where it turns northwards and is routed
through Huronia North Park to Whiskey Creek. Existing drainage features for Big Bay Point Road are
shown on the attached Figure 2.
A summary of the existing culvert structures on Big Bay Point Road and Bayview Drive is provided in
Table 1, overleaf.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 3
February 16, 2016
Table 1: Summary of Existing Culvert Structures
Crossing No.
Road
Location
Culvert Description
Current Condition
1
Bayview Drive
Adjacent to Tamarack Woods
Townhomes
No invert located on west side of Bayview Drive, flow is assumed to travel overland to a
catchbasin manhole (CBMH) on the east side. An obvert was discovered downstream of
the CBMH approximately 0.15 m underground. No outlet was located.
Unknown.
2
Bayview Drive
Across from the Allandale Rec
Centre
20 m – 450 mm diameter CSP culvert that outlets to a manhole on the east side of
Bayview Drive. 64 m – 600 mm CSP diameter culvert provides conveyance from
the manhole to Lackie’s Bush.
West 450mm diameter culvert end in poor condition. Insufficient to convey
the 25-year peak flow. East end of 600mm diameter culvert in good
condition. Erosion noted on east side of road during topographic survey.
3
Bayview Drive
North of Mollard Court at West
Tributary Crossing
35 m – 1200 mm diameter CSP culvert.
East culvert end in poor condition. Insufficient to convey the 25-year peak
flow per MDP.
Bayview Drive
250 Bayview Drive, North of
Mollard Court
25.9 m – 300 diameter CSP culvert.
Insufficient to convey the 25-year peak flow and appears to have been
implemented to provide conveyance for the more-recently developed
parking lot.
Bayview Drive
315 Bayview Drive
Twin 32.7 m – 1600 x 1100 mm Corrugated Steel Pipe Arch (CSPA) culvert that
transitions below grade to a 20.7 m – 3600 x 1800 mm open bottom cast in place
box culvert
Recently replaced per MDP recommendation and in excellent condition.
Able to convey the 100-year peak flow. Open bottom structure for
naturalized channel bottom.
Big Bay Point Road
Under Railway Berm at
approximately 131 Big Bay
Point Road
600 mm CSP culvert of unknown length.
Unknown – unable to locate during topographic survey and follow-up site
visit. City records indicate culvert is still in operation.
Big Bay Point Road
Approximately 131 Big Bay
Point Road
600 mm CSP culvert of unknown length.
North end in good condition, unable to locate south end during topographic
survey and follow-up site visit. City records indicate culvert is still in
operation.
4
5
6
7
2.2
Assessment of Existing Drainage Infrastructure
2.2.1
Hydrologic Analysis
For the purposes of hydrologic modelling, the soils of the study area have been classified as Tioga
sand loam (Type A). The study area has been divided into five (5) drainage outlet locations for the
purpose of this assessment and the required hydrologic modelling. The existing site conditions have
been modelled using the Visual OTTHYMO (VO2) hydrologic modelling software for both the 4-hour
Chicago (CHI) and 24-hour SCS storm distributions. Detailed model results are provided in
Appendix A. A summary of the existing peak flow rates is provided in Table 2.
Table 2: Existing Conditions Peak Flow Summary
Storm Event
Catchment
101
(Bayview
South)
Catchment
102
(Bayview
Central)
Catchment
103
(Bayview
North)
Catchment
105
(Big Bay
West)
Catchment
107
(Big Bay
East)
24-hr. SCS 2-year
0.10
0.14
0.12
0.23
0.15
24-hr. SCS 5-year
0.14
0.20
0.17
0.33
0.22
24-hr. SCS 10-year
0.16
0.24
0.21
0.39
0.27
24-hr. SCS 25-year
0.20
0.30
0.26
0.50
0.34
24-hr. SCS 50-year
0.23
0.35
0.30
0.57
0.39
24-hr. SCS 100-year
0.26
0.39
0.34
0.64
0.44
4-hr. CHI 2-year
0.11
0.15
0.13
0.23
0.17
4-hr. CHI 5-year
0.16
0.22
0.20
0.37
0.26
4-hr. CHI 10-year
0.19
0.28
0.24
0.46
0.32
4-hr. CHI 25-year
0.22
0.32
0.28
0.52
0.36
4-hr. CHI 50-year
0.24
0.36
0.31
0.59
0.40
4-hr. CHI 100-year
0.27
0.41
0.35
0.67
0.45
Timmins
0.16
0.20
0.12
0.31
0.22
2.2.2
Existing Storm Sewer Capacity
As noted in Section 2.1.1 above, drainage from Big Bay Point Road east of Welham Road is collected
by an existing storm sewer system that runs easterly along Big Bay Point Road and then turns north at
Willow Landing Elementary School and outlets into a conveyance swale in North Huronia Park. The
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 5
February 16, 2016
location and general alignment of the storm sewer system are shown on Figure 2. A brief summary of
the existing storm sewer system capacity is provided in Table 2.
Table 3: Big Bay Point/Huronia Road Existing Storm Sewer Summary
Pipe Location
East of Huronia Road to Junction
Manhole
Willow Landing Elementary Property
Line to Junction Manhole
Junction Manhole to North Huronia
Park Swale
Contributing
Ex. Pipe Ex. 5-year
Drainage
Size (mm) flow (m³/s)
Area (ha)
Ex. Pipe
Capacity
(m³/s)
2.2
858x1016*
0.51
1.60
0.76
750
0.17
0.66
0.72
1350
0.78
3.94
*Elliptical Pipe (Rise x Span)
2.2.3
Capacity of Downstream Receivers
Drainage from the majority of the existing study area (approximately 6.3 ha) discharges to Whiskey
Creek, which is known to be a constrained receiver. Sections of Whiskey Creek downstream of
Lackie’s Bush are known to experience flooding under frequent storm events due to undersized
existing infrastructure. Whiskey Creek also experiences erosion of its open channel sections through
its downstream reaches due to the highly urbanized catchment areas draining to it. As a result, the
SWM controls required for the Big Bay Point Road and Bayview Drive expansion must ensure that
proposed Big Bay Point Road and Bayview Drive improvements result in no adverse impact on this
already constrained receiver, both in terms of water quality and water quantity.
The remaining 3.4 ha of drainage from the study area discharges to Lovers Creek through a set of
naturalized stormwater conveyance channels and a stormwater detention pond. The rating curve for
the stormwater detention pond (appended) demonstrates that the runoff received from the study area
is adequately controlled for quantity. The SWM controls that are required for the increased runoff that
would result from the Big Bay Point Road expansion must ensure that proposed improvements cause
no adverse water quality or quantity impacts on Lovers Creek.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 6
February 16, 2016
3 Future Drainage Conditions
3.1
Proposed Road Improvements
3.1.1
Big Bay Point Road
Four alternatives have been identified for improvements to Big Bay Point Road, all of which include
urbanizing the road section to replace the roadside ditches with curb and gutter and a storm sewer
system. The first two alternatives feature an expanded right-of-way (ROW) and widening of asphalt
surface to accommodate seven (7) lanes of traffic to an approximate width of 40 m. The other two
alternatives feature a configuration with five (5) traffic lanes that could potentially be expanded to
seven (7) lanes. The proposed alternatives for Big Bay Point Road will additionally feature bike lane
infrastructure, boulevards and sidewalks.
3.1.2
Bayview Drive
Three alternatives have been identified as potential Bayview Drive configurations, all of which include
urbanizing the road section to replace the roadside ditches with curb and gutter and a storm sewer
system. Two of the alternatives involve widening of asphalt to accommodate three (3) lanes of traffic,
while the third alternative features five (5) lanes of traffic. Each of the proposed alternatives will widen
the ROW from its existing footprint and incorporate bike lane infrastructure and sidewalks.
Post development hydrologic modelling results are included in Appendix B for reference.
3.2
Design Criteria
The proposed road improvements should satisfy the following criteria with respect to water quantity
and water quality control:





Provide enhanced level water quality protection, which corresponds to 80% long term suspended
solids removal for all impervious surfaces (existing and proposed) in the ROW;
Post-development peak flow rates must be controlled to pre-development rates for any additional
impervious surfaces that are proposed as part of the road improvements to ensure no adverse
impacts for downstream landowners and City infrastructure;
Storm sewer to provide conveyance for minor (5-year) flows;
Address safe conveyance of runoff from the regulatory storm event (i.e. greater of the 100-year
storm and Hurricane Hazel); and
Culvert crossings should be designed to convey the 25-year design storm under the road and the
100-year event with a maximum overtopping depth of 0.1 m.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 7
February 16, 2016
3.3
Assessment of Proposed Drainage Infrastructure
3.3.1
Minor System – Storm Sewer
An analysis of proposed condition peak flows has been completed for the most constrained
alternatives that have been proposed for Big Bay Point Road and Bayview Drive to develop a 5-year
storm sewer design sheet. The runoff coefficients for each catchment have been adjusted to account
for the increased impervious areas of Alternative 2 for Big Bay Point Road and Alternative 3 for
Bayview Drive. A storm sewer design sheet was created to determine the most critical downstream
pipe sizes on Big Bay Point Road and Bayview Drive and also to confirm that the existing storm sewer
at Huronia Road has capacity to receive additional flow generated from Welham Road to Huronia
Road under the proposed development scenario. The storm sewer design sheets have been provided
in Appendix C. At the detailed design stage, a more discrete analysis of the contributing drainage
areas should be performed to further assess increase in peak flows, and provide a more detailed storm
sewer design.
3.3.2
Major System – Overland Flow in ROW
The overland flow conveyance capacity of the proposed ROW options for Big Bay Point Road and
Bayview Drive have been modelled using the Hydraulic Express Extension for Autodesk AutoCAD Civil
3D design software to determine the maximum flow capacity within the proposed typical ROW cross
sections. The overland flow capacities have been compared against the most constrained 100-year
overland design flows (100-year less the 5-year) obtained from the developed storm sewer design
sheets. The 100-year runoff coefficients have been increased by 25% as per the City of Barrie design
guidelines. A summary is provided in Table 4 for cross sections on Big Bay Point Road and Bayview
Drive. A full summary of conveyance calculations has been included in Appendix F.
Table 4: Overland Flow Conveyance Summary
ROW Configuration
Capacity (m³/s)
Typical Cross Section
100-year Overland Flow
7 Lane Configuration
0.45
0.18
5 Lane Configuration
0.46
0.19
3 Lane Configuration
0.53
0.17
City of Barrie guidelines state that roads may be used for major system overland flow conveyance
during the Regulatory event (100-year storm, in this case) provided that the depth of ponding on the
road does not exceed 0.10 m on collector roads and one lane remains open on arterial roads. The
proposed 7 lane and 5 lane options meet this criterion, as they are able to maintain one lane open at a
maximum flow of 0.71 m3/s and 0.32 m3/s respectively. The 3 lane option for Bayview Drive is also
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 8
February 16, 2016
able to meet this criterion, as the preferred option does not overtop the crown of the road at its
maximum capacity.
3.4
Watercourse Crossing Replacement
The proposed urbanization of Big Bay Point Road and Bayview Drive limits the opportunity for the
continued use of the watercourse crossings that currently receive drainage from the existing ditch
system. As the ditch system is to be removed, it is expected that the minor drainage that was
previously conveyed through the ditch system and minor crossings will be conveyed through the
proposed storm sewer system. However, three (3) watercourse crossings will be maintained, to not
disturb the function of the watercourses.
The following actions, as summarized in Table 5 below, are recommended for the existing
watercourse crossings on Big Bay Point Road and Bayview Drive. Supporting culvert sizing
calculations are included in Appendix H.
Table 5: Recommended Actions for Existing Culvert Structures
Crossing
No.
Road
Location
Recommended Action
1
Bayview
Drive
Adjacent to Tamarack
Woods Townhomes
If culvert is within ROW, remove
2
Bayview
Drive
Across from the
Allandale Rec Centre
Remove
3
Bayview
Drive
North of Mollard Court
at West Tributary
Crossing
Replace with 1 – 2400 x 1200 mm Hy-Span per MDP
4
Bayview
Drive
250 Bayview Drive,
North of Mollard Court
Remove
5
Bayview
Drive
315 Bayview Drive
Keep existing structure in place
6
Big Bay
Point Road
Under Railway Berm
at approximately 131
Big Bay Point Road
Remove
7
Big Bay
Point Road
Approximately 131 Big
Bay Point Road
Replace with 2 – 45 m long 800 mm diameter CSP
culverts
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 9
February 16, 2016
4 Proposed SWM Plan
A number of quantity and quality control measures are available and are identified here for
consideration. Opportunities and constraints for maximizing the effective use of the control measures
are discussed in this section.
4.1
SWM Quantity Controls
The urbanized nature of the proposed road expansion poses a limitation to the type of SWM facilities
that can be considered, as there is limited space within the proposed ROW. Underground storage is
the only option that can provide quantity control within the ROW.
4.1.1
Oversized Pipes
A system of oversized pipes has been proposed to provide the storage required to reduce the 100year post-development peak flow rates to the pre-development flow rates. A preliminary design has
been carried out to confirm the feasibility of this option. The required storage to control the runoff from
the 100-year storm was determined using Visual OTTHYMO (VO2) hydrologic modelling software for
each alternative. The required storage volumes are identified in Tables 7 and 8, following this section.
An Excel spreadsheet was developed to calculate the storage that could be made available through
the implementation of an oversized pipe system of five sections, with each section discharging to an
existing outlet. Outlet elevations obtained during topographic survey were used to verify the feasibility
of the system. The oversized pipe system uses an orifice structure to control peak flows to predevelopment flow rates. Prior to discharging into the natural system, an oil and grit separator (OGS)
unit has been proposed for each storm sewer to provide quality control. A summary of the oversized
pipe system capacity and flow rate calculations is provided in Table 6. Complete preliminary design
calculations for the proposed oversized pipe system are provided in Appendix D.
Table 6: Summary of Proposed Controls
Drainage Area ID
Drainage Area
Description
Peak Flow
(m3/s)
Provided Storage
(m3)
201
Bayview South
0.26
80
202
Bayview Central
0.39
219
203
Bayview North
0.33
224
205
Big Bay West
0.63*
216*
207
Big Bay East
0.44
116
*This system was not feasible under conditions where the outlet elevation is maintained.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 10
February 16, 2016
It was not feasible to maintain the existing outlet elevation in the design of the oversized pipe system
for the Big Bay West Catchment. To implement an oversized pipe system in the Big Bay West
Catchment, design alternatives need to be considered. Options include raising the road elevation or
lowering the existing outlet.
The required storage volumes for the 7 Lane Alternatives and 5 Lane Alternative on Big Bay Point
Road and the 3 Lane Alternatives and 5 Lane Alternative on Bayview Drive exceed the maximum
storage that can be provided by an oversized pipe system. While the peak flows are able to meet predevelopment levels, the lack of available storage will likely result in manhole surcharging under
100-year conditions. Therefore, the oversized pipe solution is recommended to be implemented in
combination with other efforts to provide quantity control for each of the proposed alternatives.
4.1.2
Previously Identified Future Retrofit Opportunities
Through our review of the Whiskey Creek Master Drainage Plan (MDP) and the Comprehensive SWM
Master Plans (Phase 1) for the Annexation Lands and the Barrie Creeks Study Area, we have
identified a number of proposed stormwater detention facilities located downstream of the proposed
storm sewer outlets that could provide quantity control for the proposed development and reduce flood
conditions downstream. A brief description of each proposed stormwater control option is provided
below. Excerpts from the Whiskey Creek MDP and the Comprehensive SWM Master Plan concerning
the design of each noted facility have been appended to this memorandum in Appendix E.



SWMF within Lackie's Bush - proposed under the Whiskey Creek MDP, located adjacent to the
north side of The Source building on the east side of Bayview Drive. The originally proposed
facility was designed to provide quantity control for all of the stormwater runoff west of Bayview
Drive with a storage volume of 103,000 cubic meters. This facility could be adapted to provide
quantity control for the post-development conditions of the drainage catchments on Bayview
Drive. This facility also has the potential to reduce erosion conditions that have been noted for
Lackie's Bush in the Comprehensive SWM Master Plan. Concerns related to the use of online
storage, possible creation of dam, and potential natural heritage impacts may pose a challenge to
obtaining the necessary approvals.
North of Big Bay Point Road and between Huronia Road and Pickett Crescent (Huronia
North Park) - proposed under the Comprehensive SWM Master Plan, identified as retrofit
opportunity No. 26. This wet pond would receive the drainage that is currently routed to Huronia
North Park via an existing storm sewer from the East Big Bay catchment in addition to the
additional drainage resulting from the Big Bay Point Road expansion.
Drainage Easement South of Ellis Drive - proposed under Comprehensive SWM Master Plan,
identified as Retrofit Opportunity no. 67. This wet pond could provide additional storage to what is
already provided by SWMF LV-2 for the West Big Bay catchment.
With respect to the storage deficits that have been identified, each of these facilities could provide
additional storage to reduce the storm sewer pipe sizes and offer more feasible alternatives for
providing the required storage.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 11
February 16, 2016
4.2
SWM Quality Controls
The existing stormwater quality controls provided for the runoff discharging into Whiskey Creek
(approximate drainage area of 6.3 ha within the study limits) consist of the ditch system adjacent on
both sides of each roadway. The existing stormwater quality controls provided for the runoff
discharging into Lover’s Creek consist of the natural area storm water conveyance channels and the
Lover’s Creek stormwater pond LV-2, which is located further downstream. The City’s Part 1
Comprehensive Stormwater Management Report recommends retrofits to provide water quality control
for previously uncontrolled areas to be included as part of road reconstruction projects where possible.
This practice is consistent with the City’s typical approach and the requirements of Lake Simcoe
Region Conservation Authority (LSRCA). The City typically recommends installing OGS units at the
downstream end of storm sewer systems when retrofitting existing urban road sections. Due to the
large drainage area, multiple OGS units would be needed to provide the required Enhanced level
quality control.
4.2.1
Oil Grit Separators (OGS)
Preliminary sizing for two (2) OGS units on Big Bay Point Road and three (3) OGS units on Bayview
Drive has been completed using PCSWMM for Stormceptor sizing software for each alternative. The
external areas on Bayview Drive and Big Bay Point Road have not been provided with OGS units due
to the large external drainage area and the fact that these drainage areas are outside of the study area
limits. A summary of the sizing is provided in Tables 7 and 8 following this section and sizing details
have been provided in Appendix G.
4.2.2
Perforated Storm Sewer System (Exfiltration)
A perforated pipe storm sewer system could be implemented within the proposed road section in order
to provide quality control for the contributing runoff. Perforated pipe systems are essentially long
infiltration trenches or linear soakaways that are designed for both conveyance and infiltration of
stormwater runoff. They are underground stormwater conveyance systems designed to attenuate
runoff volume and, thereby, reduce contaminant loads to receiving waters. They are composed of
perforated pipes installed in gently sloping granular stone beds that are lined with geotextile fabric that
allow infiltration of runoff into the gravel bed and underlying native soil while it is being conveyed from
source areas or other BMPs to an end-of-pipe facility or receiving waterbody. Perforated pipe systems
can be used in place of conventional storm sewer pipes, where topography, water table depth, and
runoff quality conditions are suitable. They are suitable for treating runoff from roofs, walkways,
parking lots and low to medium traffic roads, with adequate pretreatment. A design variation can
include perforated catch basins where the catch basin sump is perforated to allow runoff to infiltrate
into the underlying native soil. The implementation of this option may be feasible as the storm sewer
system will be entirely new construction, with details to be resolved at the final design stage.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 12
February 16, 2016
The benefit of these systems is that they promote water balance as well as water quality control. The
soils in the area consist of sandy loam, which is suitable for infiltration practices. Detailed design of
this system would be required at the final design stage.
For more information, please refer to the Chapter 4.10 of the Credit Valley Conservation/Toronto
Region Conservation Authority (CVC/TRCA) Low Impact Development Stormwater Management
Planning and Design Guide.
4.2.3
Enhanced Low Impact Development (LID) Road Cross Section (Bioretention)
Increasingly in many urban centres, stormwater quality controls are being provided with the
implementation of bioretention practices within the ROW. These practices include enhanced swales,
enhanced curb extensions, tree pits and planters which act as a stormwater management filtration and
infiltration practice. The primary component of a bioretention practice is the filter media which is a
mixture of sand, fines, organic material, mulch ground cover and plants adapted to the conditions of a
stormwater practice. Bioretention is designed to capture runoff from frequent storm events. An
overflow or bypass is necessary to convey large storm events.
For more information, please refer to the Chapter 4.5 of the CVC/TRCA Low Impact Development
Stormwater Management Planning and Design Guide.
4.3
Comparison of Alternatives
Tables 7 and 8 have been provided to summarize the proposed alternatives for Bayview Drive and Big
Bay Point Road.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 13
February 16, 2016
Table 7: Bayview Drive Alternative Comparison
Catchment Name
Catchment ID
Catchment Area
% Impervious
Uncontrolled 100-yr 24
hr. SCS Design Storm
Peak Flow
100-yr 24 hr. SCS
Design Storm
Required Storage
(m3/s)
(m3)
Stormceptor Unit
Required to Provide
80% TSS Removal
EXISTING CONDITIONS
Bayview South
101
0.96
62%
0.34
N/A
N/A
Bayview Central
102
1.67
50%
0.39
N/A
N/A
Bayview North
103
1.37
54%
0.26
N/A
N/A
ALTERNATIVE 1 - 3 LANE CONFIGURATION
Bayview South
201
1.06
68%
0.38
234
STC 2000
Bayview Central
202
1.68
65%
0.54
282
STC 4000
Bayview North
203
1.38
80%
0.45
234
STC 4000
ALTERNATIVE 2 - 3 LANE CONFIGURATION
Bayview South
301
1.06
72%
0.38
232
STC 2000
Bayview Central
302
1.68
69%
0.55
308
STC 4000
Bayview North
303
1.38
85%
0.47
263
STC 4000
ALTERNATIVE 3 - 5 LANE CONFIGURATION
Bayview South
401
1.21
87%
0.46
357
STC 4000
Bayview Central
402
2.15
80%
0.77
639
STC 6000
Bayview North
403
1.70
79%
0.61
467
STC 4000
Table 8: Big Bay Point Road Alternative Comparison
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 14
February 16, 2016
Catchment Name
Catchment ID
Catchment Area
% Impervious
Uncontrolled 100-yr 24
hr. SCS Design Storm
Peak Flow
100-yr 24 hr. SCS
Design Storm
Required Storage
(m3/s)
(m3)
Stormceptor Unit
Required to Provide
80% TSS Removal
EXISTING CONDITIONS
Big Bay West
105
2.62
54%
0.64
N/A
N/A
Big Bay East
107
1.85
51%
0.44
N/A
N/A
ALTERNATIVE 1 - 7 LANE CONFIGURATION
Big Bay West
205
3.38
84%
1.25
1020
STC 9000
Big Bay East
207
2.20
81%
0.80
620
STC 6000
ALTERNATIVE 2 - 7 LANE CONFIGURATION
Big Bay West
305
3.11
85%
1.16
890
STC 9000
Big Bay East
307
1.98
86%
0.74
540
STC 6000
ALTERNATIVE 3 - 5 LANE CONFIGURATION
Big Bay West
405
2.88
81%
1.04
700
STC 9000
Big Bay East
407
1.91
78%
0.68
430
STC 4000
ALTERNATIVE 4 - 5 LANE CONFIGURATION
Big Bay West
505
2.63
81%
0.95
570
STC 4000
Big Bay East
507
1.86
77%
0.65
400
STC 4000
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 15
February 16, 2016
5 Conclusion
The existing rural road cross section along Big Bay Point Road and Bayview Drive will be converted to
urbanized road sections complete with storm sewer, curb and gutter as part of the proposed road
improvements. Water quantity control is required to attenuate the increase in runoff that would result
from the construction of additional impervious surface, to ensure no negative impacts are caused to
the receiving watercourses. Water quality controls should be provided for both the new impervious
area as well as the existing, uncontrolled road surface.
During the detailed design phase of the Big Bay Point Road and Bayview Drive improvement project, a
complete storm sewer design should be performed to confirm all required storm pipe sizes throughout
the project limits. Water quantity controls should be provided through a combination of pipe storage
and pond retrofit opportunities Water quality controls should be provided using a combination of OGS
units with upstream LID controls and/or perforated pipe systems to provide additional water quality
control and promote infiltration.
Bayview Drive/Big Bay Point Road Class Environmental Assessment
Drainage and Stormwater Management Technical Memorandum
Page 16
February 16, 2016
N
Bayview North ROW
1.37 ha
Bayview Central ROW
1.67 ha
Study Area
Boundary
Existing Major
Crossing
Existing
Culvert
Crossing
Drainage Direction
Bayview South ROW
0.96 ha
Bayview Drive & Big Bay Point Road Class EA
Existing Drainage Conditions – Bayview Drive
Figure
1
N
Study Area
Boundary
Big Bay East ROW
1.85 ha
Big Bay West ROW
2.62 ha
Existing Culvert Crossing Existing Storm
Sewer
Drainage Direction
Bayview Drive & Big Bay Point Road Class EA
Figure
Existing Drainage Conditions – Big Bay Point Road
2
APPENDIX A:
EXISTING HYDROLOGIC CONDITIONS
BIG BAY POINT RD & BAYVIEW DRIVE EA
EXISTING CONDITIONS
Nashyd
Route Pipe
Standhyd
1
1
Route Channel
Diverthyd
1
Addhyd
1
Duhyd
1
1
1
Route Reservoir
1
C.C. TATHAM & ASSOCIATES LTD.
Consulting Engineers
Project:
File No.:
Subject:
Date:
Big Bay Point Rd and Bayview Dr
415375
Otthymo Flow Schematic
Jan-16
Figure:
1
Project:
Big Bay Point Road and Bayview Drive EA
File No.:
415375
Date:
13-Oct-15
Designed By:
NHF
Checked By:
ALK
Subject:
CN Calculator - Culvert Capacity
Big Bay Point Road and Bayview Drive EA
CURVE NUMBER, INITIAL ABSTRACTION & TIME TO PEAK CALCULATIONS
CONDITIONS
Catchment
110
Area
10.15 ha
WEIGHTED CN VALUE
Soil Series
Soil Series
Runoff
Hydrologic
Soil Group
Soil Texture
Coefficient
Type
tisl
TIOGA
#N/A
#N/A
#N/A
#N/A
A
#N/A
#N/A
#N/A
#N/A
Sand Loam
#N/A
#N/A
#N/A
#N/A
Area
1
#N/A
#N/A
#N/A
#N/A
Totals
Catchment Soil
Characteristics
Forest/Woodland
Percent
Area
Percent
Pasture/Lawns
CN
10.15
0
0
0
0
1
0
0
0
0
0
0
10.15
1
0
0
32
#N/A
#N/A
#N/A
#N/A
Area
Meadows
Percent
6.699
0
0
0
0
0.66
6.699
0.66
CN
49
#N/A
#N/A
#N/A
#N/A
Gravel
CN
0
0
0
0
0
38
#N/A
#N/A
#N/A
#N/A
Area
Impervious
Percent
0
0
0
0
0
0
0
0
0
CN
89
89
89
89
#N/A
Area
Percent
0.34
3.451
0.34
Initial Abstraction
3.98 mm
279
271
350
2%
10.15
Time of Concentration (Minutes)
13.41
m
m
m
ha
Maximum Catchment Elevation
Minimum Catchment Elevation
Catchment length
Catchment Slope
Catchment Area
Time of Concentration (Minutes)
279
271
350
2%
10.15
m
m
m
Runoff Coefficient
0.39
ha
33.01
Time of Concentration (Hours)
0.22
Time of Concentration (Hours)
0.55
Time to Peak (2/3 x Time of Concentration)
0.15
Time to Peak (2/3 x Time of Concentration)
0.37
0.37 hrs
CN Calculator (Big Bay Point Road Culvert Cap).xls
C.C. Tatham Associates Ltd.
Landuse Type
Forest/Woodland
Gravel
Pasture/Lawn
Impervious
Wetland/Lake/SWMF
Meadows
Soil Series Total
tisl
1
0.08
0.6
0.1
0.95
0.05
0.09
0.389
Area
100
#N/A
#N/A
#N/A
#N/A
Percent
0
0
0
0
0
0
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
Soil Series
0
0
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
CN
50
#N/A
#N/A
#N/A
#N/A
0
Wetlands
Woods
Meadows
Gravel
Lawns
Impervious
Airport Method
Maximum Catchment Elevation
Minimum Catchment Elevation
Catchment length
Catchment Slope
Catchment Area
Wetland/Lakes/SWMF
CN
3.451
0
0
0
0
For Runoff Coefficients less than 0.4
Bransby-Williams Formula
Time to Peak
Percent
0
Time of Concentration Calculations
For Runoff Coefficients greater than 0.4
Area
0
Average CN
for Soil
Type
66.34
0
0
0
0
66.3
12
10
8
3
5
2
0
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
1/15/2016
===========================================================================================================
V
V
V
V
V
V
I
I
I
I
I
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
U
U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
M
M
MM MM
M
M
M
M
V
V
VV
OOO
O
O
O
O
OOO
H
H
H
H
Y
Y Y
Y
Y
OOO
O
O
O
O
OOO
Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
S U M M A R Y
O U T P U T
*****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.2\voin.dat
Output filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\CHI Design Storm - Existing.out
Summary filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\CHI Design Storm - Existing.sum
DATE: 1/15/2016
TIME: 2:28:20 PM
USER:
Existing Conditions - Chicago Design Storms
COMMENTS: ____________________________________________________________
****************************
** SIMULATION NUMBER:
1 **
****************************
W/E COMMAND
2 year 4-hour Chicago Storm
HYD ID
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
R.V. R.C.
mm
Qbase
cms
START @
.00 hrs
-------------------READ STORM
10.0
[ Ptot= 38.14 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: 4hr 2year CHICAGO STORM - CITY OF BARRIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.13
1.50
21.75
.57
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.15
1.50
20.41
.54
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.11
1.50
24.42
.64
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.17
1.50
20.75
.54
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.33
1.50
15.06
.39
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.12
2.00
6.93
.18
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.25
1.50
21.75
.57
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
.37
1.50
9.75
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
.62
1.50
11.48
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
2 **
****************************
W/E COMMAND
5 year 4-hour Chicago Storm
HYD ID
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
START @
.00 hrs
-------------------READ STORM
10.0
[ Ptot= 64.69 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: 4hr 5year CHICAGO STORM - CITY OF BARRIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.20
1.50
39.45
.61
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.22
1.50
37.34
.58
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.16
1.50
43.66
.67
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.26
1.50
37.87
.59
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.47
1.50
28.91
.45
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.28
1.83
18.74
.30
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.37
1.50
39.45
.61
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
.61
1.50
22.28
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
.98
1.50
24.75
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
10
** SIMULATION NUMBER:
3 **
****************************
year 4-hour Chicago Storm
W/E COMMAND
DT
min
HYD ID
AREA
ha
Qpeak Tpeak
cms
hrs
START @
.00 hrs
-------------------READ STORM
10.0
[ Ptot= 73.86 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: 4hr 10year CHICAGO STORM - CITY OF BARRIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.24
1.50
45.89
.62
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.28
1.50
43.54
.59
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.19
1.50
50.58
.68
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.32
1.50
44.13
.60
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.58
1.50
34.16
.46
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.39
1.83
23.78
.33
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.46
1.50
45.89
.62
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
.76
1.50
27.39
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
1.23
1.50
30.06
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
4 **
****************************
W/E COMMAND
25 year 4-hour Chicago Storm
HYD ID
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
START @
.00 hrs
-------------------READ STORM
10.0
[ Ptot= 82.85 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: 4hr 25year CHICAGO STORM - CITY OF BARRIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.28
1.50
52.34
.63
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.32
1.50
49.78
.60
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.22
1.50
57.47
.69
.000
*
*
*
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.36
1.50
50.42
.61
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.65
1.50
39.52
.48
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.49
2.00
29.05
.36
.000
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.52
1.50
52.35
.63
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
.87
1.50
32.69
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
1.40
1.50
35.53
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
5 ** 50
****************************
year 4-hour Chicago Storm
W/E COMMAND
DT
min
HYD ID
AREA
ha
Qpeak Tpeak
cms
hrs
START @
.00 hrs
-------------------READ STORM
10.0
[ Ptot= 85.51 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: 4hr 50year CHICAGO STORM - CITY OF BARRIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.31
1.50
54.28
.63
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.36
1.50
51.65
.60
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.24
1.50
59.54
.70
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.40
1.50
52.31
.61
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.74
1.50
41.14
.48
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.55
1.83
30.77
.36
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.59
1.50
54.28
.63
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
1.00
1.50
34.37
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
1.58
1.50
37.24
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
6 **
****************************
W/E COMMAND
100 year 4-hour Chicago Storm
HYD ID
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
START @
.00 hrs
-------------------READ STORM
10.0
[ Ptot= 95.00 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: 4hr 100year CHICAGO STORM - CITY OF BARRIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.35
1.50
61.27
.64
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.41
1.50
58.43
.62
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.27
1.50
66.96
.70
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.45
1.50
59.14
.62
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.84
1.50
47.04
.50
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.68
1.83
36.72
.39
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.67
1.50
61.27
.64
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
1.16
1.50
40.31
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
1.82
1.50
43.33
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
7 **
****************************
W/E COMMAND
Hurricane Hazel
HYD ID
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
START @
.00 hrs
-------------------READ STORM
60.0
[ Ptot=212.00 mm ]
fname : T:\2015 PROJECTS\415375 - Bayview Dr & Big Bay Pt Rd EA\Design\SWM\VO2\City of Barrie Old\barrrie(ch
remark: Hurricane Hazel for the last 12 hrs of the storm -INTENSITIE
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.16 10.00 155.75
.73
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.20 10.00 150.95
.71
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.12 10.00 165.36
.78
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.22 10.00 152.15
.72
.000
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.57 10.00 131.74
.62
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
1.07 10.00 128.11
.60
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.31 10.00 155.75
.73
.000
ADD [0109 + 0110]
0111
3
5.0
15.56
1.64 10.00 129.37
n/a
.000
ADD [0111 + 0105]
0108
3
5.0
18.18
1.95 10.00 133.18
n/a
.000
*
*
*
FINISH
===========================================================================================================
===========================================================================================================
V
V
V
V
V
V
I
I
I
I
I
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
U
U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
M
M
MM MM
M
M
M
M
V
V
VV
OOO
O
O
O
O
OOO
H
H
H
H
Y
Y Y
Y
Y
OOO
O
O
O
O
OOO
Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
S U M M A R Y
O U T P U T
*****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.2\voin.dat
Output filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\SCS Design Storm - Existing.out
Summary filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\SCS Design Storm - Existing.sum
DATE: 1/15/2016
TIME: 2:26:59 PM
USER:
Existing Conditions - SCS Design Storms
COMMENTS: ____________________________________________________________
****************************
** SIMULATION NUMBER:
1 ** 2
****************************
W/E COMMAND
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot= 40.80 mm ]
year 24-hour SCS Storm
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
R.V. R.C.
mm
Qbase
cms
15.0
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.12
6.00
23.45
.57
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.14
6.00
22.03
.54
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.09
6.00
26.29
.64
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.15
6.00
22.39
.55
.000
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.23
6.00
23.45
.57
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.15
6.17
8.16
.20
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.29
6.00
16.35
.40
.000
ADD [0110 + 0109]
0111
3
5.0
15.56
.40
6.00
11.01
n/a
.000
ADD [0105 + 0111]
0108
3
5.0
18.18
.63
6.00
12.80
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
2 **
****************************
W/E COMMAND
5 year 24-hour SCS Storm
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot= 56.40 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
15.0
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.17
6.00
33.76
.60
.000
*
CALIB STANDHYD
1
5.0
1.67
.20
6.00
31.88
.57
.000
*
0102
[I%=50.0:S%= 2.00]
*
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.14
6.00
37.52
.67
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.22
6.00
32.35
.57
.000
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.33
6.00
33.76
.60
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.29
6.17
15.12
.27
.000
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.42
6.00
24.36
.43
.000
ADD [0110 + 0109]
0111
3
5.0
15.56
.64
6.00
18.33
n/a
.000
ADD [0105 + 0111]
0108
3
5.0
18.18
.97
6.00
20.56
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
3 **
****************************
W/E COMMAND
10 year 24-hour SCS Storm
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot= 66.00 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
15.0
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.21
6.00
40.36
.61
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.24
6.00
38.22
.58
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.16
6.00
44.64
.68
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.27
6.00
38.75
.59
.000
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.39
6.00
40.36
.61
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.38
6.17
20.10
.30
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.51
6.00
29.65
.45
.000
ADD [0110 + 0109]
0111
3
5.0
15.56
.81
6.00
23.42
n/a
.000
ADD [0105 + 0111]
0108
3
5.0
18.18
1.20
6.00
25.86
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
4 **
****************************
W/E COMMAND
25 year 24-hour SCS Storm
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot= 79.20 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
15.0
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.26
6.00
49.71
.63
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.30
6.00
47.23
.60
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.20
6.00
54.66
.69
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.34
6.00
47.85
.60
.000
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.50
6.00
49.71
.63
.000
*
CALIB NASHYD
[CN=66.3
1 10.0
10.15
.53
6.17
27.65
.35
.000
*
*
*
*
*
0110
]
[ N = 3.0:Tp
.37]
*
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.66
6.00
37.32
.47
.000
ADD [0110 + 0109]
0111
3
5.0
15.56
1.08
6.00
31.01
n/a
.000
ADD [0105 + 0111]
0108
3
5.0
18.18
1.58
6.00
33.71
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
5 **
****************************
W/E COMMAND
50 year 24-hour SCS Storm
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot= 88.80 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
15.0
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.30
6.00
56.69
.64
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.35
6.00
53.98
.61
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.23
6.00
62.10
.70
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.39
6.00
54.66
.62
.000
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.57
6.00
56.69
.64
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.65
6.17
33.58
.38
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.76
6.00
43.16
.49
.000
ADD [0110 + 0109]
0111
3
5.0
15.56
1.28
6.00
36.91
n/a
.000
ADD [0105 + 0111]
0108
3
5.0
18.18
1.85
6.00
39.76
n/a
.000
R.V. R.C.
mm
Qbase
cms
*
*
*
****************************
** SIMULATION NUMBER:
6 **
****************************
W/E COMMAND
100 year 24-hour SCS Storm
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot= 98.40 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
15.0
*
*
CALIB STANDHYD
0103
[I%=54.0:S%= 2.00]
1
5.0
1.37
.33
6.00
63.81
.65
.000
*
CALIB STANDHYD
0102
[I%=50.0:S%= 2.00]
1
5.0
1.67
.39
6.00
60.89
.62
.000
*
CALIB STANDHYD
0101
[I%=62.0:S%= 2.00]
1
5.0
.96
.26
6.00
69.65
.71
.000
*
CALIB STANDHYD
0107
[I%=51.0:S%= 2.00]
1
5.0
1.85
.44
6.00
61.62
.63
.000
*
CALIB STANDHYD
0105
[I%=54.0:S%= 2.00]
1
5.0
2.62
.64
6.00
63.81
.65
.000
*
CALIB NASHYD
[CN=66.3
[ N = 3.0:Tp
1 10.0
10.15
.78
6.17
39.82
.40
.000
*
*
*
*
*
0110
]
.37]
*
*
CALIB STANDHYD
0109
[I%=34.0:S%= 2.00]
1
5.0
5.41
.87
6.00
49.21
.50
.000
ADD [0110 + 0109]
0111
3
5.0
15.56
1.49
6.00
43.09
n/a
.000
ADD [0105 + 0111]
0108
3
5.0
18.18
2.13
6.00
46.07
n/a
.000
*
*
*
FINISH
===========================================================================================================
APPENDIX B:
PROPOSED HYDROLOGIC CONDITIONS
BIG BAY POINT RD & BAYVIEW DRIVE EA
PROPOSED CONDITIONS
BAYVIEW DRIVE ALTERNATIVES
Nashyd
Route Pipe
Standhyd
1
1
Route Channel
Diverthyd
1
Addhyd
1
Duhyd
1
1
1
Route Reservoir
1
C.C. TATHAM & ASSOCIATES LTD.
Consulting Engineers
Project:
File No.:
Subject:
Date:
Big Bay Point Rd and Bayview Dr
415375
Otthymo Flow Schematic
Jan-16
Figure:
3
===========================================================================================================
V
V
V
V
V
V
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
U
U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
M
M
MM MM
M
M
M
M
V
V
I
I
I
I
I
VV
OOO
O
O
O
O
OOO
H
H
H
H
Y
Y Y
Y
Y
OOO
O
O
O
O
OOO
Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
S U M M A R Y
O U T P U T
*****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.2\voin.dat
Output filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\CHI Design Storm - Proposed Road Use (Climate Change) - Big
Bay.out
Summary filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\CHI Design Storm - Proposed Road Use (Climate Change) - Big
Bay.sum
DATE: 2/2/2016
TIME: 5:07:35 PM
USER:
Big Bay Point Road Alternatives - Chicago Design Storm
COMMENTS: ____________________________________________________________
****************************
** SIMULATION NUMBER:
6 **
****************************
W/E COMMAND
100-year 4 hour Chicago Design Storm
HYD ID
START @
.00 hrs
-------------------CHIC STORM
[ Ptot= 87.58 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
R.V. R.C.
mm
Qbase
cms
10.0
*
*
CALIB STANDHYD
0205
[I%=84.0:S%= 2.00]
1
5.0
3.38
1.45
1.33
75.87
.87
.000
*
CALIB STANDHYD
0207
[I%=81.0:S%= 2.00]
1
5.0
2.20
.93
1.33
73.86
.84
.000
*
CALIB STANDHYD
0305
[I%=85.0:S%= 2.00]
1
5.0
3.11
1.35
1.33
76.54
.87
.000
*
CALIB STANDHYD
0307
[I%=86.0:S%= 2.00]
1
5.0
1.98
.87
1.33
77.21
.88
.000
*
CALIB STANDHYD
0405
[I%=81.0:S%= 2.00]
1
5.0
2.88
1.21
1.33
73.86
.84
.000
*
CALIB STANDHYD
0407
[I%=78.0:S%= 2.00]
1
5.0
1.91
.78
1.33
71.86
.82
.000
*
CALIB STANDHYD
0505
[I%=81.0:S%= 2.00]
1
5.0
2.63
1.11
1.33
73.86
.84
.000
*
CALIB STANDHYD
0507
[I%=78.0:S%= 2.00]
1
5.0
1.86
.76
1.33
71.86
.82
.000
RESRVR [ 2 : 0205] 0212
{ST=
.09 ha.m }
1
5.0
3.38
.58
1.42
75.86
n/a
.000
RESRVR [ 2 : 0207] 0213
{ST=
.05 ha.m }
1
5.0
2.20
.40
1.42
73.85
n/a
.000
RESRVR [ 2 : 0305] 0312
{ST=
.08 ha.m }
1
5.0
3.11
.59
1.42
76.53
n/a
.000
RESRVR [ 2 : 0307] 0313
{ST=
.05 ha.m }
1
5.0
1.98
.41
1.42
77.20
n/a
.000
RESRVR [ 2 : 0405] 0412
{ST=
.06 ha.m }
1
5.0
2.88
.60
1.42
73.86
n/a
.000
RESRVR [ 2 : 0407] 0413
1
5.0
1.91
.42
1.42
71.85
n/a
.000
*
*
*
*
*
*
*
*
*
*
*
*
*
{ST=
.04 ha.m }
*
RESRVR [ 2 : 0505] 0512
{ST=
.05 ha.m }
1
5.0
2.63
.61
1.42
73.86
n/a
.000
RESRVR [ 2 : 0507] 0513
{ST=
.04 ha.m }
1
5.0
1.86
.42
1.42
71.85
n/a
.000
*
*
FINISH
===========================================================================================================
===========================================================================================================
V
V
V
V
V
V
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
U
U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
M
M
MM MM
M
M
M
M
V
V
I
I
I
I
I
VV
OOO
O
O
O
O
OOO
H
H
H
H
Y
Y Y
Y
Y
OOO
O
O
O
O
OOO
Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
S U M M A R Y
O U T P U T
*****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.2\voin.dat
Output filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\SCS Design Storm - Proposed Road Use (Climate Change) - Big
Bay.out
Summary filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\SCS Design Storm - Proposed Road Use (Climate Change) - Big
Bay.sum
DATE: 2/2/2016
TIME: 5:06:42 PM
USER:
Big Bay Point Road Alternatives - SCS Design Storm
COMMENTS: ____________________________________________________________
****************************
** SIMULATION NUMBER:
6 **
****************************
W/E COMMAND
100-year 24 hour SCS Design Storm
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot=112.80 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
R.V. R.C.
mm
Qbase
cms
15.0
*
*
CALIB STANDHYD
0205
[I%=84.0:S%= 2.00]
1
5.0
3.38
1.25
6.00
98.91
.88
.000
*
CALIB STANDHYD
0207
[I%=81.0:S%= 2.00]
1
5.0
2.20
.80
6.00
96.49
.86
.000
*
CALIB STANDHYD
0305
[I%=85.0:S%= 2.00]
1
5.0
3.11
1.16
6.00
99.71
.88
.000
*
CALIB STANDHYD
0307
[I%=86.0:S%= 2.00]
1
5.0
1.98
.74
6.00 100.52
.89
.000
*
CALIB STANDHYD
0405
[I%=81.0:S%= 2.00]
1
5.0
2.88
1.04
6.00
96.49
.86
.000
*
CALIB STANDHYD
0407
[I%=78.0:S%= 2.00]
1
5.0
1.91
.68
6.00
94.07
.83
.000
*
CALIB STANDHYD
0505
[I%=81.0:S%= 2.00]
1
5.0
2.63
.95
6.00
96.49
.86
.000
*
CALIB STANDHYD
0507
[I%=78.0:S%= 2.00]
1
5.0
1.86
.66
6.00
94.07
.83
.000
RESRVR [ 2 : 0205] 0212
{ST=
.10 ha.m }
1
5.0
3.38
.64
6.08
98.90
n/a
.000
RESRVR [ 2 : 0207] 0213
{ST=
.06 ha.m }
1
5.0
2.20
.44
6.08
96.48
n/a
.000
RESRVR [ 2 : 0305] 0312
{ST=
.09 ha.m }
1
5.0
3.11
.64
6.08
99.70
n/a
.000
RESRVR [ 2 : 0307] 0313
{ST=
.05 ha.m }
1
5.0
1.98
.44
6.08 100.51
n/a
.000
RESRVR [ 2 : 0405] 0412
{ST=
.07 ha.m }
1
5.0
2.88
.64
6.08
96.48
n/a
.000
RESRVR [ 2 : 0407] 0413
1
5.0
1.91
.44
6.00
94.06
n/a
.000
*
*
*
*
*
*
*
*
*
*
*
*
*
{ST=
.04 ha.m }
*
RESRVR [ 2 : 0505] 0512
{ST=
.06 ha.m }
1
5.0
2.63
.64
6.00
96.48
n/a
.000
RESRVR [ 2 : 0507] 0513
{ST=
.04 ha.m }
1
5.0
1.86
.44
6.00
94.07
n/a
.000
*
*
FINISH
===========================================================================================================
BIG BAY POINT RD & BAYVIEW DRIVE EA
PROPOSED CONDITIONS
BIG BAY POINT RD ALTERNATIVES
Nashyd
Route Pipe
Standhyd
1
1
Route Channel
Diverthyd
1
Addhyd
1
Duhyd
1
1
1
Route Reservoir
1
C.C. TATHAM & ASSOCIATES LTD.
Consulting Engineers
Project:
File No.:
Subject:
Date:
Big Bay Point Rd and Bayview Dr
415375
Otthymo Flow Schematic
Jan-16
Figure:
2
===========================================================================================================
V
V
V
V
V
V
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
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U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
M
M
MM MM
M
M
M
M
V
V
I
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I
I
I
VV
OOO
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H
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Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
S U M M A R Y
O U T P U T
*****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.2\voin.dat
Output filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\CHI Design Storms - Proposed (w Climate Change) - Bayview
Altern.out
Summary filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\CHI Design Storms - Proposed (w Climate Change) - Bayview
Altern.sum
DATE: 2/2/2016
TIME: 5:03:12 PM
USER:
Drive Alternatives - Chicago Design Storm
COMMENTS: Bayview
____________________________________________________________
****************************
** SIMULATION NUMBER:
6 **
****************************
W/E COMMAND
100-year 4 hour Chicago Design Storm
HYD ID
START @
.00 hrs
-------------------CHIC STORM
[ Ptot= 87.58 mm ]
DT
min
AREA
ha
Qpeak Tpeak
cms
hrs
R.V. R.C.
mm
Qbase
cms
10.0
*
*
CALIB STANDHYD
0203
[I%=68.0:S%= 2.00]
1
5.0
1.38
.51
1.33
65.16
.74
.000
*
CALIB STANDHYD
0202
[I%=65.4:S%= 2.00]
1
5.0
1.67
.60
1.33
63.42
.72
.000
*
CALIB STANDHYD
0201
[I%=80.0:S%= 2.00]
1
5.0
1.05
.44
1.33
73.19
.84
.000
*
CALIB STANDHYD
0303
[I%=72.0:S%= 2.00]
1
5.0
1.38
.54
1.33
67.84
.77
.000
*
CALIB STANDHYD
0302
[I%=69.0:S%= 2.00]
1
5.0
1.68
.63
1.33
65.83
.75
.000
*
CALIB STANDHYD
0301
[I%=85.0:S%= 2.00]
1
5.0
1.01
.44
1.33
76.54
.87
.000
*
CALIB STANDHYD
0403
[I%=79.0:S%= 2.00]
1
5.0
1.70
.70
1.33
72.52
.83
.000
*
CALIB STANDHYD
0402
[I%=80.0:S%= 2.00]
1
5.0
2.15
.90
1.33
73.19
.84
.000
*
CALIB STANDHYD
0401
[I%=87.0:S%= 2.00]
1
5.0
1.21
.54
1.33
77.88
.89
.000
RESRVR [ 2 : 0203] 0209
{ST=
.02 ha.m }
1
5.0
1.38
.31
1.42
65.15
n/a
.000
RESRVR [ 2 : 0202] 0210
{ST=
.03 ha.m }
1
5.0
1.67
.36
1.42
63.42
n/a
.000
RESRVR [ 2 : 0201] 0211
{ST=
.02 ha.m }
1
5.0
1.06
.24
1.42
73.18
n/a
.000
RESRVR [ 2 : 0303] 0309
{ST=
.02 ha.m }
1
5.0
1.38
.31
1.42
67.83
n/a
.000
RESRVR [ 2 : 0302] 0310
1
5.0
1.68
.37
1.42
65.83
n/a
.000
*
*
*
*
*
*
*
*
*
*
*
*
*
{ST=
.03 ha.m }
*
RESRVR [ 2 : 0301] 0311
{ST=
.02 ha.m }
1
5.0
1.01
.24
1.42
76.52
n/a
.000
RESRVR [ 2 : 0403] 0409
{ST=
.04 ha.m }
1
5.0
1.70
.31
1.42
72.51
n/a
.000
RESRVR [ 2 : 0402] 0410
{ST=
.05 ha.m }
1
5.0
2.15
.35
1.42
73.18
n/a
.000
RESRVR [ 2 : 0401] 0411
{ST=
.03 ha.m }
1
5.0
1.21
.24
1.42
77.85
n/a
.000
*
*
*
*
FINISH
===========================================================================================================
===========================================================================================================
V
V
V
V
V
V
SSSSS
SS
SS
SS
SSSSS
U
U
U
U
U
U
U
U
UUUUU
A
A A
AAAAA
A
A
A
A
L
L
L
L
LLLLL
TTTTT
T
T
T
TTTTT
T
T
T
H
H
H
H
Y
M
M
MM MM
M
M
M
M
V
V
I
I
I
I
I
VV
OOO
O
O
O
O
OOO
H
H
H
H
Y
Y Y
Y
Y
OOO
O
O
O
O
OOO
Developed and Distributed by Clarifica Inc.
Copyright 1996, 2007 Clarifica Inc.
All rights reserved.
*****
S U M M A R Y
O U T P U T
*****
Input
filename: C:\Program Files (x86)\Visual OTTHYMO 2.3.2\voin.dat
Output filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\SCS Design Storm - Proposed (w Climate Change) - Bayview
Alterna.out
Summary filename: T:\2015PR~1\415375~1\Design\SWM\VO2\V02\SCS Design Storm - Proposed (w Climate Change) - Bayview
Alterna.sum
DATE: 2/2/2016
TIME: 4:49:26 PM
USER:
Drive Alternatives - SCS Design Storm
COMMENTS: Bayview
____________________________________________________________
****************************
** SIMULATION NUMBER:
6 ** 100-year
****************************
W/E COMMAND
HYD ID
START @
.00 hrs
-------------------MASS STORM
[ Ptot=112.80 mm ]
DT
min
4 hour SCS Design Storm
AREA
ha
Qpeak Tpeak
cms
hrs
R.V. R.C.
mm
Qbase
cms
15.0
*
*
CALIB STANDHYD
0203
[I%=68.0:S%= 2.00]
1
5.0
1.38
.45
6.00
86.02
.76
.000
*
CALIB STANDHYD
0202
[I%=65.4:S%= 2.00]
1
5.0
1.67
.54
6.00
83.92
.74
.000
*
CALIB STANDHYD
0201
[I%=80.0:S%= 2.00]
1
5.0
1.05
.38
6.00
95.68
.85
.000
*
CALIB STANDHYD
0303
[I%=72.0:S%= 2.00]
1
5.0
1.38
.47
6.00
89.24
.79
.000
*
CALIB STANDHYD
0302
[I%=69.0:S%= 2.00]
1
5.0
1.68
.55
6.00
86.82
.77
.000
*
CALIB STANDHYD
0301
[I%=85.0:S%= 2.00]
1
5.0
1.01
.38
6.00
99.71
.88
.000
*
CALIB STANDHYD
0403
[I%=79.0:S%= 2.00]
1
5.0
1.70
.61
6.00
94.88
.84
.000
*
CALIB STANDHYD
0402
[I%=80.0:S%= 2.00]
1
5.0
2.15
.77
6.00
95.68
.85
.000
*
CALIB STANDHYD
0401
[I%=87.0:S%= 2.00]
1
5.0
1.21
.46
6.00 101.32
.90
.000
RESRVR [ 2 : 0203] 0209
{ST=
.02 ha.m }
1
5.0
1.38
.33
6.00
86.01
n/a
.000
RESRVR [ 2 : 0202] 0210
{ST=
.03 ha.m }
1
5.0
1.67
.39
6.00
83.91
n/a
.000
RESRVR [ 2 : 0201] 0211
{ST=
.02 ha.m }
1
5.0
1.06
.26
6.00
95.67
n/a
.000
RESRVR [ 2 : 0303] 0309
{ST=
.03 ha.m }
1
5.0
1.38
.33
6.00
89.23
n/a
.000
RESRVR [ 2 : 0302] 0310
1
5.0
1.68
.39
6.00
86.81
n/a
.000
*
*
*
*
*
*
*
*
*
*
*
*
*
{ST=
.03 ha.m }
*
RESRVR [ 2 : 0301] 0311
{ST=
.02 ha.m }
1
5.0
1.01
.26
6.00
99.70
n/a
.000
RESRVR [ 2 : 0403] 0409
{ST=
.05 ha.m }
1
5.0
1.70
.33
6.08
94.86
n/a
.000
RESRVR [ 2 : 0402] 0410
{ST=
.06 ha.m }
1
5.0
2.15
.39
6.08
95.67
n/a
.000
RESRVR [ 2 : 0401] 0411
{ST=
.04 ha.m }
1
5.0
1.21
.25
6.08 101.30
n/a
.000
*
*
*
*
FINISH
===========================================================================================================
APPENDIX C:
STORM SEWER DESIGN SHEETS
CITY OF BARRIE
STORM SEWER DESIGN SHEET - 5 YEAR STORM
CCTA Project No.:
BIG BAY POINT ROAD & BAYVIEW DRIVE EA
BAYVIEW DRIVE STORM SEWER
ALTERNATIVE 3 - 5 LANE CONFIGURATION
Maintenance Hole
Area ID#
Length
(m)
Increment
Flow Time (min)
red = user input
I (mm/hr)
Total
Q
(cms)
S
(%)
Full
V
Nominal Actual DIA Q
(mm)
Full (m/s)
(cms)
DIA (mm)
Percent
Capacity (%)
From
To
C
A
CA
To
In
Pipe 1
Pipe 2
Pipe 3
Pipe 4
MH #0
MH #1
MH #2
MH #3
MH #1
MH #2
MH #3
STC#3
50.0
50.0
50.0
50.0
0.78
0.78
0.78
0.78
0.19
0.19
0.19
0.19
0.15
0.15
0.15
0.15
0.15
0.29
0.44
0.59
10.00
10.43
10.85
11.28
0.43
0.43
0.43
0.37
107
104
102
100
0.044
0.085
0.125
0.164
2.0
2.0
2.0
2.0
300
300
300
375
304.8
304.8
304.8
381
0.143
0.143
0.143
0.259
2.0
2.0
2.0
2.3
31%
60%
88%
63%
Pipe 5
Pipe 6
Pipe 7
Pipe 8
Pipe 9
MH #4
MH #5
MH #6
MH #7
MH #8
MH #5
MH #6
MH #7
MH #8
STC#3
50.0
50.0
50.0
50.0
50.0
0.78
0.78
0.78
0.78
0.78
0.19
0.19
0.19
0.19
0.19
0.15
0.15
0.15
0.15
0.15
0.15
0.29
0.44
0.59
0.74
10.00
10.43
10.85
11.28
11.65
0.43
0.43
0.43
0.37
0.37
107
104
102
100
99
0.044
0.085
0.125
0.164
0.202
2.0
2.0
2.0
2.0
2.0
300
300
300
375
375
304.8
304.8
304.8
381
381
0.143
0.143
0.143
0.259
0.259
2.0
2.0
2.0
2.3
2.3
31%
60%
88%
63%
78%
Pipe 10
STC#3
Crossing #2 Outlet
15.0
0.78
0.00
0.00
1.32
12.01
0.10
98
0.361
2.0
450
457.2
0.421
2.6
86%
Pipe 11
Pipe 12
MH #9
MH #10
MH #10
STC#4
50.0
40.0
0.79
0.79
0.17
0.14
0.14
0.11
0.14
0.25
10.00
10.43
0.43
0.34
107
105
0.041
0.072
2.0
2.0
300
300
304.8
304.8
0.143
0.143
2.0
2.0
29%
51%
Pipe 13
Pipe 14
Pipe 15
Pipe 16
Pipe 17
Pipe 18
Pipe 19
Pipe 20
MH #11
MH #12
MH #13
MH #14
MH #15
MH #16
MH #17
MH #18
MH #12
MH #13
MH #14
MH #15
MH #16
MH #17
MH #18
STC#4
75.0
75.0
75.0
75.0
75.0
50.0
50.0
50.0
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.79
0.26
0.26
0.26
0.26
0.26
0.17
0.17
0.17
0.21
0.21
0.21
0.21
0.21
0.14
0.14
0.14
0.21
0.41
0.62
0.83
1.04
1.17
1.31
1.45
10.00
10.64
11.28
11.83
12.38
12.87
13.19
13.52
0.64
0.64
0.55
0.55
0.49
0.33
0.33
0.33
105
102
100
97
95
94
92
91
0.061
0.118
0.172
0.224
0.273
0.306
0.337
0.367
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
300
300
375
375
450
450
450
450
304.8
304.8
381
381
457.2
457.2
457.2
457.2
0.143
0.143
0.259
0.259
0.421
0.421
0.421
0.421
2.0
2.0
2.3
2.3
2.6
2.6
2.6
2.6
43%
82%
66%
86%
65%
73%
80%
87%
Pipe 21
STC#4
Crossing #4 Outlet
15.0
0.79
0.00
0.00
1.70
13.84
0.09
91
0.429
2.0
525
533.4
0.634
2.8
68%
Pipe 22
Pipe 23
Pipe 24
Pipe 25
Pipe 26
Pipe 28
MH #19
MH #20
MH #21
MH #22
MH #23
STC#5
MH #20
MH #21
MH #22
MH #23
STC#5
Crossing #5 Outlet
50.0
50.0
50.0
50.0
50.0
15.0
0.84
0.84
0.84
0.84
0.84
0.79
0.24
0.24
0.24
0.24
0.24
0.00
0.20
0.20
0.20
0.20
0.20
0.00
0.20
0.40
0.61
0.81
1.01
1.01
10.00
10.43
10.85
11.22
11.59
11.91
0.43
0.43
0.37
0.37
0.33
0.10
107
104
102
101
99
99
0.060
0.117
0.173
0.226
0.279
0.278
2.0
2.0
2.0
2.0
2.0
2.0
300
300
375
375
450
450
304.8
304.8
381
381
457.2
457.2
0.143
0.143
0.259
0.259
0.421
0.421
2.0
2.0
2.3
2.3
2.6
2.6
42%
82%
67%
88%
66%
66%
c
I = A/(td + B)
Q = (C*I*A)/360 (cms)
A = 853.608
C: Runoff Coefficient
B = 4.699
I: Rainfall Intensity (mm/hr)
C= 0.766
A: Area (ha)
Date: 2-Feb-16
Calculated By: NHF
Checked By:
td = Storm Duration (mins)
Parameter
A
B
C
Total
CA
415375
Return Period
2-Yr
678.085
4.699
0.781
5-Yr
10-Yr
853.608
4.699
0.766
975.865
4.699
0.76
25-Yr
50-Yr
100-Yr
1146.275
4.922
0.757
1236.152
4.699
0.751
1426.408
5.273
0.759
CITY OF BARRIE
PRELIMINARY STORM SEWER DESIGN SHEET - 5 YEAR STORM
CCTA Project No.:
BAYVIEW DR AND BIG BAY POINT RD EA
BIG BAY POINT RD SEWER
ALTERNATIVE 2 - 7 LANE CONFIGURATION
Maintenance Hole
Increment
From
To
Length
(m)
C
A
CA
Total
CA
Pipe 29
Pipe 30
Pipe 31
Pipe 32
Pipe 33
Pipe 34
Pipe 35
Pipe 36
Pipe 37
Pipe 38
MH #24
MH #25
MH #26
MH #27
MH #28
MH #29
MH #30
MH #31
MH #32
MH #33
MH #25
MH #26
MH #27
MH #28
MH #29
MH #30
MH #31
MH #32
MH #33
STC#1
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
Pipe 39
Pipe 40
Pipe 41
Pipe 42
Pipe 43
Pipe 44
Pipe 45
Pipe 46
Pipe 47
MH #34
MH #35
MH #36
MH #37
MH #38
MH #39
MH #40
MH #41
MH #42
MH #35
MH #36
MH #37
MH #38
MH #39
MH #40
MH #41
MH #42
STC#1
45.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.18
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
Pipe 48
STC#1
Ellis Natural Area Outlet
25.0
0.82
Pipe 49
Pipe 50
Pipe 51
Pipe 52
Pipe 53
Pipe 54
Pipe 55
Pipe 56
Pipe 57
Ex. Pipe 1
Ex. Pipe 2
Ex. Pipe 3
MH #43
MH #44
MH #45
MH #46
MH #47
MH #48
MH #49
MH #50
STC #2
EX. STM MH #1
EX. STM MH #2
EX. STM MH #3
MH #44
MH #45
MH #46
MH #47
MH #48
MH #49
MH #50
STC #2
EX. STM MH #1
EX. STM MH #2
EX. STM MH #3
EX. STM MH#6
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
29.0
66.0
85.0
Ex. Pipe 4
Ex. Pipe 5
EX. STM MH#4
EX. STM MH#5
EX. STM MH#5
EX. STM MH#6
Ex. Pipe 6
Ex. Pipe 7
Ex. Pipe 8
Ex. Pipe 9
EX. STM MH#6
EX. STM MH#7
EX. STM MH#8
EX. STM MH#9
EX. STM MH#7
EX. STM MH#8
EX. STM MH#9
Ex. Huronia North Park Outlet
Area ID#
I = A/(td + B)
c
C: Runoff Coefficient
B = 4.699
I: Rainfall Intensity (mm/hr)
C= 0.766
A: Area (ha)
A
B
C
2-Yr
678.085
4.699
0.781
5-Yr
I (mm/hr)
Total
Q
(cms)
S
(%)
Nominal Actual DIA
DIA (mm)
(mm)
Q
Full
(cms)
Percent
V
Full (m/s) Capacity (%)
In
0.13
0.27
0.40
0.54
0.67
0.80
0.94
1.07
1.21
1.34
10.00
10.33
10.66
10.99
11.27
11.55
11.84
12.09
12.34
12.59
0.33
0.33
0.33
0.28
0.28
0.28
0.25
0.25
0.25
0.25
107
105
104
102
101
100
98
97
96
95
0.040
0.078
0.116
0.152
0.188
0.222
0.256
0.289
0.322
0.354
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
300
300
300
375
375
375
450
450
450
450
304.8
304.8
304.8
381
381
381
457.2
457.2
457.2
457.2
0.148
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
0.436
2.0
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
2.7
27%
53%
78%
57%
70%
83%
59%
66%
74%
81%
0.15
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.15
0.28
0.42
0.55
0.69
0.82
0.95
1.09
1.22
10.00
10.37
10.70
11.03
11.31
11.59
11.88
12.13
12.38
0.37
0.33
0.33
0.28
0.28
0.28
0.25
0.25
0.25
107
105
103
102
101
99
98
97
96
0.045
0.083
0.120
0.157
0.192
0.226
0.260
0.293
0.326
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
300
300
300
375
375
375
450
450
450
304.8
304.8
304.8
381
381
381
457.2
457.2
457.2
0.148
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
2.0
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
30%
56%
81%
58%
72%
84%
60%
67%
75%
0.00
0.00
2.56
12.84
0.13
95
0.673
2.2
600
609.6
0.939
3.2
72%
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.00
0.01
0.01
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.00
0.00
0.01
0.18
0.37
0.55
0.73
0.91
1.10
1.28
1.46
1.65
1.65
1.65
1.66
10.00
10.41
10.82
11.18
11.53
11.88
12.20
12.51
12.83
13.11
13.28
13.56
0.41
0.41
0.35
0.35
0.35
0.31
0.31
0.31
0.28
0.17
0.28
0.81
107
104
103
101
99
98
97
95
94
93
92
89
0.054
0.106
0.157
0.205
0.252
0.298
0.343
0.387
0.430
0.427
0.424
0.411
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
1.2
2.4
0.4
300
300
375
375
375
450
450
450
525
750
750
858
304.8
304.8
381
381
381
457.2
457.2
457.2
533.4
762
762
871.728
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
0.658
1.272
1.814
1.601
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
2.9
2.8
4.0
1.7
37%
72%
58%
77%
94%
68%
79%
89%
65%
34%
23%
26%
95.3
96.5
0.83
0.83
0.01
0.01
0.01
0.01
0.01
0.01
10.00
11.10
1.10
1.12
103
98
0.002
0.004
0.6
0.3
450
750
457.2
762
0.236
0.657
1.4
1.4
1%
1%
17.5
8.5
155.0
5.0
0.83
0.83
0.83
0.83
0.00
0.00
0.01
0.00
0.00
0.00
0.01
0.00
1.67
1.67
1.68
1.68
14.37
14.48
14.49
15.26
0.11
0.01
0.77
0.03
89
89
86
86
0.413
0.413
0.403
0.403
0.6
16.5
0.8
0.5
1200
1350
1350
1350
1219.2
1371.6
1371.6
1371.6
3.151
22.618
4.980
3.937
2.7
15.3
3.4
2.7
13%
2%
8%
10%
Date: 2-Feb-16
Calculated By: NHF
Checked By:
Table 3.1: Barrie WPCC IDF Curve Parameters - Adjusted to Account for Climate Change
Parameter
red = user input
Flow Time (min)
To
Q = (C*I*A)/360 (cms)
A = 853.608
415375
Return Period
10-Yr
853.608
975.865
4.699
4.699
0.766
0.76
25-Yr
1146.275
4.922
0.757
50-Yr
1236.152
4.699
0.751
100-Yr
1426.408
5.273
0.759
CITY OF BARRIE
PRELIMINARY STORM SEWER DESIGN SHEET - 5 YEAR STORM
CCTA Project No.:
BAYVIEW DR AND BIG BAY POINT RD EA
BIG BAY POINT RD SEWER
ALTERNATIVE 2 - 7 LANE CONFIGURATION
Maintenance Hole
Increment
From
To
Length
(m)
C
A
CA
Total
CA
Pipe 29
Pipe 30
Pipe 31
Pipe 32
Pipe 33
Pipe 34
Pipe 35
Pipe 36
Pipe 37
Pipe 38
MH #24
MH #25
MH #26
MH #27
MH #28
MH #29
MH #30
MH #31
MH #32
MH #33
MH #25
MH #26
MH #27
MH #28
MH #29
MH #30
MH #31
MH #32
MH #33
STC#1
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
Pipe 39
Pipe 40
Pipe 41
Pipe 42
Pipe 43
Pipe 44
Pipe 45
Pipe 46
Pipe 47
MH #34
MH #35
MH #36
MH #37
MH #38
MH #39
MH #40
MH #41
MH #42
MH #35
MH #36
MH #37
MH #38
MH #39
MH #40
MH #41
MH #42
STC#1
45.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.18
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
Pipe 48
STC#1
Ellis Natural Area Outlet
25.0
0.82
Pipe 49
Pipe 50
Pipe 51
Pipe 52
Pipe 53
Pipe 54
Pipe 55
Pipe 56
Pipe 57
Ex. Pipe 1
Ex. Pipe 2
Ex. Pipe 3
MH #43
MH #44
MH #45
MH #46
MH #47
MH #48
MH #49
MH #50
STC #2
EX. STM MH #1
EX. STM MH #2
EX. STM MH #3
MH #44
MH #45
MH #46
MH #47
MH #48
MH #49
MH #50
STC #2
EX. STM MH #1
EX. STM MH #2
EX. STM MH #3
EX. STM MH#6
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
29.0
66.0
85.0
Ex. Pipe 4
Ex. Pipe 5
EX. STM MH#4
EX. STM MH#5
EX. STM MH#5
EX. STM MH#6
Ex. Pipe 6
Ex. Pipe 7
Ex. Pipe 8
Ex. Pipe 9
EX. STM MH#6
EX. STM MH#7
EX. STM MH#8
EX. STM MH#9
EX. STM MH#7
EX. STM MH#8
EX. STM MH#9
Ex. Huronia North Park Outlet
Area ID#
c
I = A/(td + B)
Q = (C*I*A)/360 (cms)
A = 853.608
C: Runoff Coefficient
B = 4.699
I: Rainfall Intensity (mm/hr)
C= 0.766
A: Area (ha)
Parameter
A
B
C
2-Yr
678.085
4.699
0.781
5-Yr
red = user input
Flow Time (min)
I (mm/hr)
Total
Q
(cms)
S
(%)
Q
Full
(cms)
V
Full
(m/s)
Percent
Capacity (%)
304.8
304.8
304.8
381
381
381
457.2
457.2
457.2
457.2
0.148
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
0.436
2.0
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
2.7
27%
53%
78%
57%
70%
83%
59%
66%
74%
81%
300
300
300
375
375
375
450
450
450
304.8
304.8
304.8
381
381
381
457.2
457.2
457.2
0.148
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
2.0
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
30%
56%
81%
58%
72%
84%
60%
67%
75%
2.2
600
609.6
0.939
3.2
72%
0.054
0.106
0.157
0.205
0.252
0.298
0.343
0.387
0.430
0.427
0.424
0.411
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
1.2
2.4
0.4
300
300
375
375
375
450
450
450
525
750
750
858
304.8
304.8
381
381
381
457.2
457.2
457.2
533.4
762
762
871.728
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
0.658
1.272
1.814
1.601
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
2.9
2.8
4.0
1.7
37%
72%
58%
77%
94%
68%
79%
89%
65%
34%
23%
26%
103
98
0.002
0.004
0.6
0.3
450
750
457.2
762
0.236
0.657
1.4
1.4
1%
1%
89
89
86
86
0.413
0.412
0.403
0.402
0.6
0.6
0.8
0.5
1200
1350
1350
1350
1219.2
1371.6
1371.6
1371.6
3.151
4.313
4.980
3.937
2.7
2.9
3.4
2.7
13%
10%
8%
10%
Nominal Actual DIA
(mm)
DIA (mm)
To
In
0.13
0.27
0.40
0.54
0.67
0.80
0.94
1.07
1.21
1.34
10.00
10.33
10.66
10.99
11.27
11.55
11.84
12.09
12.34
12.59
0.33
0.33
0.33
0.28
0.28
0.28
0.25
0.25
0.25
0.25
107
105
104
102
101
100
98
97
96
95
0.040
0.078
0.116
0.152
0.188
0.222
0.256
0.289
0.322
0.354
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
300
300
300
375
375
375
450
450
450
450
0.15
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.15
0.28
0.42
0.55
0.69
0.82
0.95
1.09
1.22
10.00
10.37
10.70
11.03
11.31
11.59
11.88
12.13
12.38
0.37
0.33
0.33
0.28
0.28
0.28
0.25
0.25
0.25
107
105
103
102
101
99
98
97
96
0.045
0.083
0.120
0.157
0.192
0.226
0.260
0.293
0.326
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
0.00
0.00
2.56
12.84
0.13
95
0.673
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.00
0.01
0.01
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.00
0.00
0.01
0.18
0.37
0.55
0.73
0.91
1.10
1.28
1.46
1.65
1.65
1.65
1.66
10.00
10.41
10.82
11.18
11.53
11.88
12.20
12.51
12.83
13.11
13.28
13.56
0.41
0.41
0.35
0.35
0.35
0.31
0.31
0.31
0.28
0.17
0.28
0.81
107
104
103
101
99
98
97
95
94
93
92
89
95.3
96.5
0.83
0.83
0.01
0.01
0.01
0.01
0.01
0.01
10.00
11.10
1.10
1.12
17.5
8.5
155.0
5.0
0.83
0.83
0.83
0.83
0.00
0.00
0.01
0.00
0.00
0.00
0.01
0.00
1.67
1.67
1.68
1.68
14.37
14.48
14.53
15.30
0.11
0.05
0.77
0.03
Date: 02-Feb-16
Calculated By: NHF
Checked By:
Table 3.1: Barrie WPCC IDF Curve Parameters - Adjusted to Account for Climate Change
Return Period
10-Yr
975.865
4.699
0.76
853.608
4.699
0.766
25-Yr
1146.275
4.922
0.757
50-Yr
1236.152
4.699
0.751
100-Yr
1426.408
5.273
0.759
415375
CITY OF BARRIE
PRELIMINARY STORM SEWER DESIGN SHEET - 100 YEAR STORM
CCTA Project No.:
BAYVIEW DR AND BIG BAY POINT RD EA
BIG BAY POINT ROAD SEWER
ALTERNATIVE 2 - 7 LANE CONFIGURATION
Maintenance Hole
Area ID#
Length
(m)
Increment
Total
CA
Flow Time (min)
415375
red = user input
I (mm/hr)
Total
Q
(cms)
S
(%)
Nominal Actual DIA
DIA (mm)
(mm)
Q
Full
(cms)
V
Full
(m/s)
Percent
Capacity (%)
5-Year Q
(cms)
100-year Overland
Q
(cms)
From
To
C
A
CA
To
In
Pipe 29
Pipe 30
Pipe 31
Pipe 32
Pipe 33
Pipe 34
Pipe 35
Pipe 36
Pipe 37
Pipe 38
MH #24
MH #25
MH #26
MH #27
MH #28
MH #29
MH #30
MH #31
MH #32
MH #33
MH #25
MH #26
MH #27
MH #28
MH #29
MH #30
MH #31
MH #32
MH #33
STC#1
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.27
0.40
0.54
0.67
0.80
0.94
1.07
1.21
1.34
10.00
10.33
10.66
10.99
11.27
11.55
11.84
12.09
12.34
12.59
0.33
0.33
0.33
0.28
0.28
0.28
0.25
0.25
0.25
0.25
177
174
172
170
167
165
163
162
160
158
0.066
0.130
0.192
0.252
0.311
0.369
0.426
0.481
0.536
0.589
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
300
300
300
375
375
375
450
450
450
450
304.8
304.8
304.8
381
381
381
457.2
457.2
457.2
457.2
0.148
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
0.436
2.0
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
2.7
45%
88%
130%
94%
116%
138%
98%
110%
123%
135%
0.040
0.078
0.116
0.152
0.188
0.222
0.256
0.289
0.322
0.354
0.000
0.000
0.044
0.000
0.043
0.101
0.000
0.045
0.099
0.153
Pipe 39
Pipe 40
Pipe 41
Pipe 42
Pipe 43
Pipe 44
Pipe 45
Pipe 46
MH #34
MH #35
MH #36
MH #37
MH #38
MH #39
MH #40
MH #41
MH #42
MH #35
MH #36
MH #37
MH #38
MH #39
MH #40
MH #41
MH #42
STC#1
45.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
40.0
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.82
0.18
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.16
0.15
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.13
0.15
0.28
0.42
0.55
0.69
0.82
0.95
1.09
1.22
10.00
10.37
10.70
11.03
11.31
11.59
11.88
12.13
12.38
0.37
0.33
0.33
0.28
0.28
0.28
0.25
0.25
0.25
177
174
171
169
167
165
163
161
160
0.074
0.138
0.199
0.260
0.319
0.376
0.432
0.488
0.542
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
300
300
300
375
375
375
450
450
450
304.8
304.8
304.8
381
381
381
457.2
457.2
457.2
0.148
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
2.0
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
50%
93%
135%
97%
119%
140%
99%
112%
124%
0.045
0.083
0.120
0.157
0.192
0.226
0.260
0.293
0.326
0.000
0.000
0.051
0.000
0.050
0.108
0.000
0.052
0.106
Pipe 47
STC#1
Ellis Natural Area Outlet
25.0
0.82
0.00
0.00
2.56
12.84
0.13
157
1.121
2.2
600
609.6
0.939
3.2
119%
0.673
0.181
Pipe 48
Pipe 49
Pipe 50
Pipe 51
Pipe 52
Pipe 53
Pipe 54
Pipe 55
MH #43
MH #44
MH #45
MH #46
MH #47
MH #48
MH #49
MH #50
MH #44
MH #45
MH #46
MH #47
MH #48
MH #49
MH #50
STC #2
50.0
50.0
50.0
50.0
50.0
50.0
50.0
50.0
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.37
0.55
0.73
0.91
1.10
1.28
1.46
10.00
10.41
10.82
11.18
11.53
11.88
12.20
12.51
0.41
0.41
0.35
0.35
0.35
0.31
0.31
0.31
177
173
170
168
165
163
160
158
0.090
0.176
0.260
0.341
0.419
0.496
0.571
0.644
2.2
2.2
2.2
2.2
2.2
2.2
2.2
2.2
300
300
375
375
375
450
450
450
304.8
304.8
381
381
381
457.2
457.2
457.2
0.148
0.148
0.268
0.268
0.268
0.436
0.436
0.436
2.0
2.0
2.4
2.4
2.4
2.7
2.7
2.7
61%
119%
97%
127%
156%
114%
131%
148%
0.054
0.106
0.157
0.205
0.252
0.298
0.343
0.387
0.000
0.028
0.000
0.072
0.151
0.060
0.135
0.208
Pipe 56
Ex. Pipe 1
Ex. Pipe 2
Ex. Pipe 3
STC #2
EX. STM MH #1
EX. STM MH #2
EX. STM MH #3
EX. STM MH #1
EX. STM MH #2
EX. STM MH #3
EX. STM MH#6
50.0
29.0
66.0
85.0
0.83
0.83
0.83
0.83
0.22
0.00
0.01
0.01
0.18
0.00
0.00
0.01
1.65
1.65
1.65
1.66
12.83
13.11
13.28
13.56
0.28
0.17
0.28
0.81
157
155
154
149
0.716
0.711
0.705
0.686
2.2
1.2
2.4
0.4
525
750
750
858
533.4
762
762
871.728
0.658
1.272
1.814
1.601
2.9
2.8
4.0
1.7
109%
56%
39%
43%
0.430
0.427
0.424
0.411
0.058
0.000
0.000
0.000
Ex. Pipe 4
Ex. Pipe 5
EX. STM MH#4
EX. STM MH#5
EX. STM MH#5
EX. STM MH#6
95.3
96.5
0.83
0.83
0.01
0.01
0.01
0.01
0.01
0.01
10.00
11.10
1.10
1.12
171
163
0.003
0.006
0.6
0.3
450
750
457.2
762
0.236
0.657
1.4
1.4
1%
1%
0.002
0.004
0.000
0.000
Ex. Pipe 6
Ex. Pipe 7
Ex. Pipe 8
Ex. Pipe 9
EX. STM MH#6
EX. STM MH#7
EX. STM MH#8
EX. STM MH#9
EX. STM MH#7
EX. STM MH#8
EX. STM MH#9
Ex. Huronia North Park Outlet
17.5
8.5
155.0
5.0
0.83
0.83
0.83
0.83
0.00
0.00
0.01
0.00
0.00
0.00
0.01
0.00
1.67
1.67
1.68
1.68
14.37
14.48
14.53
15.30
0.11
0.05
0.77
0.03
148
148
144
144
0.689
0.688
0.672
0.672
0.6
0.6
0.8
0.5
1200
1350
1350
1350
1219.2
1371.6
1371.6
1371.6
3.151
4.313
4.980
3.937
2.7
2.9
3.4
2.7
22%
16%
13%
17%
0.413
0.412
0.403
0.402
0.000
0.000
0.000
0.000
c
I = A/(td + B)
Q = (C*I*A)/360 (cms)
A = 853.608
C: Runoff Coefficient
B = 4.699
I: Rainfall Intensity (mm/hr)
C= 0.766
A: Area (ha)
Date: 20-Nov-15
Calculated By: NHF
Checked By:
td = Storm Duration (mins)
Table 3.1: Barrie WPCC IDF Curve Parameters - Adjusted to Account for Climate Change
Parameter
A
B
C
2-Yr
678.085
4.699
0.781
5-Yr
Return Period
10-Yr
975.865
4.699
0.76
853.608
4.699
0.766
25-Yr
1146.275
4.922
0.757
50-Yr
1236.152
4.699
0.751
100-Yr
1426.408
5.273
0.759
APPENDIX D:
OVERSIZED PIPE DESIGN
Big Bay Point Road and Bayview Drive EA
CCTA PROJECT NO.: 415375
Red Text denotes inlet elevation for existing storm sewer from record drawing.
This value has been used to check system for feasibility.
Slope =
0.019
Bayview Drive - Catchment 201 (South Bayview)
ID
T/G
INV
Diameter (m)
Length (m)
Width (m)
Area (sq.m)
Elevation (m)
273.20
273.30
273.40
273.50
273.60
273.70
273.80
273.90
274.00
274.10
274.20
274.30
274.40
274.50
274.60
274.70
274.80
274.90
275.00
275.10
275.20
275.30
275.40
275.50
275.60
275.70
275.80
275.90
276.00
276.10
276.20
276.30
276.40
276.50
276.60
276.70
276.80
276.90
277.00
277.10
277.20
277.30
277.40
277.50
277.60
277.70
277.80
278.50
278.60
283.90
MH #19
278.53
275.48
1.2
1.13
MH #20
277.68
274.50
1.2
1.13
MH #21
276.61
273.52
1.2
1.13
MH #22
275.19
272.54
1.2
1.13
MH #23
273.96
271.56
1.2
1.13
MH #19
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.14
0.25
0.36
0.48
0.59
0.70
0.81
0.93
1.04
1.15
1.27
1.38
1.49
1.61
1.72
1.83
1.95
2.06
2.17
2.28
2.40
2.51
2.62
3.42
3.45
3.45
MH #20
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.11
0.23
0.34
0.45
0.57
0.68
0.79
0.90
1.02
1.13
1.24
1.36
1.47
1.58
1.70
1.81
1.92
2.04
2.15
2.26
2.38
2.49
2.60
2.71
2.83
2.94
3.05
3.17
3.28
3.39
3.51
3.60
3.60
3.60
3.60
3.60
Maintenance Hole/Catchbasin Storage
MH #21
MH #22
MH #23
(cu.m)
(cu.m)
(cu.m)
0.00
0.75
1.85
0.00
0.86
1.97
0.00
0.97
2.08
0.00
1.09
2.19
0.09
1.20
2.31
0.20
1.31
2.42
0.32
1.43
2.53
0.43
1.54
2.65
0.54
1.65
2.71
0.66
1.76
2.71
0.77
1.88
2.71
0.88
1.99
2.71
1.00
2.10
2.71
1.11
2.22
2.71
1.22
2.33
2.71
1.33
2.44
2.71
1.45
2.56
2.71
1.56
2.67
2.71
1.67
2.78
2.71
1.79
2.90
2.71
1.90
3.00
2.71
2.01
3.00
2.71
2.13
3.00
2.71
2.24
3.00
2.71
2.35
3.00
2.71
2.47
3.00
2.71
2.58
3.00
2.71
2.69
3.00
2.71
2.80
3.00
2.71
2.92
3.00
2.71
3.03
3.00
2.71
3.14
3.00
2.71
3.26
3.00
2.71
3.37
3.00
2.71
3.48
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
3.49
3.00
2.71
Orifice #5
273.34
270.58
0
0.00
Orifice #5
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ID
Diameter
U/S INV
D/S INV
AVG INV
Length
Total
(cu.m)
2.60
2.83
3.05
3.28
3.60
3.94
4.28
4.61
4.91
5.13
5.36
5.59
5.81
6.04
6.38
6.72
7.06
7.40
7.74
8.08
8.40
8.63
8.86
9.10
9.44
9.78
10.12
10.46
10.80
11.14
11.48
11.82
12.16
12.50
12.84
13.07
13.30
13.53
13.75
13.98
14.21
14.43
14.66
14.88
15.11
15.31
15.43
16.22
16.25
16.25
Elevation
(m)
273.20
273.30
273.40
273.50
273.60
273.70
273.80
273.90
274.00
274.10
274.20
274.30
274.40
274.50
274.60
274.70
274.80
274.90
275.00
275.10
275.20
275.30
275.40
275.50
275.60
275.70
275.80
275.90
276.00
276.10
276.20
276.30
276.40
276.50
276.60
276.70
276.80
276.90
277.00
277.10
277.20
277.30
277.40
277.50
277.60
277.70
277.80
278.50
278.60
283.90
Pipe 22
1.050
275.98
275.03
275.51
50
Pipe 23
1.050
275.00
274.05
274.53
50
Pipe 24
1.050
274.02
273.07
273.55
50
Pipe 25
1.050
273.04
272.09
272.57
50
Pipe 26
1.050
272.06
271.11
271.59
50
Pipe 28
0.375
271.08
270.85
270.96
15
Pipe 22
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.75
3.80
7.90
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 23
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.75
3.80
7.90
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Storm Sewer Storage
Pipe 24
Pipe 25
Pipe 26
(cu.m)
(cu.m)
(cu.m)
0.00
12.65
12.65
0.00
12.65
12.65
0.00
12.65
12.65
0.00
12.65
12.65
0.75
12.65
12.65
3.80
12.65
12.65
7.90
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 28
(cu.m)
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
1.61
Type
Orifice 1
Diameter
0.260
Area
0.0530929
INV
271.58
C\
0.8
Total
(cu.m)
25.30
25.30
25.30
25.30
26.05
29.10
33.20
37.95
37.95
37.95
37.95
37.95
37.95
37.95
38.70
41.75
45.85
50.60
50.60
50.60
50.60
50.60
50.60
50.60
51.35
54.40
58.50
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
TOTAL
STORAGE
(cu.m)
27.90
28.13
28.35
28.58
29.65
33.04
37.48
42.56
42.86
43.08
43.31
43.54
43.76
43.99
45.08
48.47
52.91
58.00
58.34
58.68
59.00
59.23
59.46
59.70
60.79
64.18
68.62
73.71
74.05
74.39
74.73
75.07
75.41
75.75
76.09
76.32
76.55
76.78
77.00
77.23
77.46
77.68
77.91
78.13
78.36
78.56
78.68
79.47
79.50
79.50
TOTAL
STORAGE
(ha-m)
0.0028
0.0028
0.0028
0.0029
0.0030
0.0033
0.0037
0.0043
0.0043
0.0043
0.0043
0.0044
0.0044
0.0044
0.0045
0.0048
0.0053
0.0058
0.0058
0.0059
0.0059
0.0059
0.0059
0.0060
0.0061
0.0064
0.0069
0.0074
0.0074
0.0074
0.0075
0.0075
0.0075
0.0076
0.0076
0.0076
0.0077
0.0077
0.0077
0.0077
0.0077
0.0078
0.0078
0.0078
0.0078
0.0079
0.0079
0.0079
0.0080
0.0080
Elevation
(m)
273.20
273.30
273.40
Head 1
(m)
1.4900
1.5900
1.6900
Discharge
Orifice 1
(cms)
0.230
0.237
0.245
Total
(cms)
0.230
0.237
0.245
Big Bay Point Road and Bayview Drive EA
CCTA PROJECT NO.: 415375
Red Text denotes inlet elevation for existing storm sewer from record drawing.
This value has been used to check system for feasibility.
Slope =
0.05 Slope =
0.011
Bayview Drive - Catchment 202 (Mid Bayview)
ID
T/G
INV
Diameter (m)
Length (m)
Width (m)
Area (sq.m)
Elevation (m)
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
273.20
273.30
273.40
MH #9
271.90
268.85
0.00
MH #10
272.30
266.32
1.4
1.54
MH #11
273.34
270.29
1.4
1.54
MH #12
272.89
269.44
1.4
1.54
MH #13
272.46
268.58
1.4
1.54
MH #9
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
MH #10
(cu.m)
2.59
2.74
2.89
3.05
3.20
3.36
3.51
3.66
3.82
3.97
4.13
4.28
4.43
4.59
4.74
4.90
5.05
5.20
5.36
5.51
5.66
5.82
5.97
6.13
6.28
6.43
6.59
6.74
6.90
7.05
7.20
7.36
7.51
7.67
7.82
7.97
8.13
8.28
8.44
8.59
8.74
8.90
9.05
9.21
9.21
9.21
9.21
9.21
9.21
9.21
9.21
9.21
9.21
9.21
9.21
MH #11
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.17
0.32
0.48
0.63
0.79
0.94
1.09
1.25
1.40
1.55
1.71
1.86
2.02
2.17
2.32
2.48
2.63
2.79
2.94
3.09
3.25
3.40
3.56
3.71
3.86
4.02
4.17
4.33
4.48
4.63
4.70
MH #12
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.25
0.41
0.56
0.72
0.87
1.02
1.18
1.33
1.49
1.64
1.79
1.95
2.10
2.26
2.41
2.56
2.72
2.87
3.02
3.18
3.33
3.49
3.64
3.79
3.95
4.10
4.26
4.41
4.56
4.72
4.87
5.03
5.18
5.32
5.32
5.32
5.32
5.32
5.32
MH #13
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.18
0.34
0.49
0.65
0.80
0.95
1.11
1.26
1.42
1.57
1.72
1.88
2.03
2.19
2.34
2.49
2.65
2.80
2.96
3.11
3.26
3.42
3.57
3.73
3.88
4.03
4.19
4.34
4.49
4.65
4.80
4.96
5.11
5.26
5.42
5.57
5.73
5.88
5.97
5.97
5.97
5.97
5.97
5.97
5.97
5.97
5.97
5.97
MH #14
272.06
267.73
1.4
1.54
MH #15
271.69
266.87
1.4
1.54
MH #16
271.03
266.02
1.4
1.54
MH #17
270.50
265.44
1.4
1.54
MH #18
270.48
264.86
1.4
1.54
Orifice #4
271.45
264.28
0
0.00
Maintenance Hole/Catchbasin Storage
MH #14
MH #15
MH #16
(cu.m)
(cu.m)
(cu.m)
0.42
1.74
3.06
0.58
1.89
3.21
0.73
2.05
3.36
0.89
2.20
3.52
1.04
2.36
3.67
1.19
2.51
3.83
1.35
2.66
3.98
1.50
2.82
4.13
1.65
2.97
4.29
1.81
3.12
4.44
1.96
3.28
4.60
2.12
3.43
4.75
2.27
3.59
4.90
2.42
3.74
5.06
2.58
3.89
5.21
2.73
4.05
5.36
2.89
4.20
5.52
3.04
4.36
5.67
3.19
4.51
5.83
3.35
4.66
5.98
3.50
4.82
6.13
3.66
4.97
6.29
3.81
5.13
6.44
3.96
5.28
6.60
4.12
5.43
6.75
4.27
5.59
6.90
4.43
5.74
7.06
4.58
5.90
7.21
4.73
6.05
7.37
4.89
6.20
7.52
5.04
6.36
7.67
5.20
6.51
7.72
5.35
6.67
7.72
5.50
6.82
7.72
5.66
6.97
7.72
5.81
7.13
7.72
5.97
7.28
7.72
6.12
7.42
7.72
6.27
7.42
7.72
6.43
7.42
7.72
6.58
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
6.67
7.42
7.72
MH #17
(cu.m)
3.95
4.10
4.26
4.41
4.56
4.72
4.87
5.03
5.18
5.33
5.49
5.64
5.80
5.95
6.10
6.26
6.41
6.57
6.72
6.87
7.03
7.18
7.34
7.49
7.64
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
7.80
MH #18
(cu.m)
4.84
5.00
5.15
5.30
5.46
5.61
5.76
5.92
6.07
6.23
6.38
6.53
6.69
6.84
7.00
7.15
7.30
7.46
7.61
7.77
7.92
8.07
8.23
8.38
8.54
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
8.66
Orifice #4
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ID
Diameter
U/S INV
D/S INV
AVG INV
Length
Total
(cu.m)
16.59
17.52
18.44
19.37
20.29
21.21
22.17
23.24
24.32
25.40
26.48
27.55
28.63
29.71
30.79
31.97
33.20
34.43
35.66
36.89
38.12
39.35
40.59
41.83
43.22
44.57
45.65
46.73
47.81
48.88
49.96
50.93
51.85
52.78
53.70
54.62
55.55
56.46
57.23
58.00
58.77
59.47
60.09
60.71
61.17
61.57
61.88
62.18
62.49
62.78
62.94
63.09
63.25
63.40
63.46
Elevation
(m)
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
273.20
273.30
273.40
Pipe 11
1.050
269.35
266.85
268.10
50
Pipe 12
1.050
266.82
264.82
265.82
40
Pipe 13
1.050
270.79
269.97
270.38
75
Pipe 14
1.050
269.94
269.11
269.52
75
Pipe 15
1.050
269.08
268.26
268.67
75
Pipe 11
(cu.m)
0.00
0.00
2.10
5.75
10.20
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 12
(cu.m)
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 13
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.15
8.63
15.30
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
Pipe 14
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.13
5.70
11.85
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
Pipe 15
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.15
8.63
15.30
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
Pipe 16
1.050
268.23
267.40
267.81
75
Pipe 17
1.050
267.37
266.55
266.96
75
Storm Sewer Storage
Pipe 16
Pipe 17
(cu.m)
(cu.m)
5.70
18.98
11.85
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
18.98
Pipe 18
1.050
266.52
265.97
266.24
50
Pipe 19
1.050
265.94
265.39
265.66
50
Pipe 20
1.050
265.36
264.81
265.08
50
Pipe 21
0.675
264.78
264.30
264.54
16
Pipe 18
(cu.m)
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 19
(cu.m)
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 20
(cu.m)
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 21
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Type
Orifice #4
Diameter
0.400
Area
0.1256637
INV
269.55
C\
0.8
Total
(cu.m)
72.75
78.90
88.12
91.77
96.22
98.67
98.67
98.67
101.82
107.30
113.97
117.65
117.65
117.65
117.65
117.65
118.77
123.35
129.50
136.62
136.62
136.62
136.62
136.62
136.62
139.77
145.25
151.92
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
155.60
TOTAL
STORAGE
(cu.m)
89.34
96.41
106.56
111.14
116.51
119.88
120.84
121.91
126.14
132.69
140.45
145.20
146.28
147.36
148.43
149.61
151.97
157.77
165.15
173.51
174.74
175.97
177.21
178.45
179.84
184.34
190.90
198.65
203.40
204.48
205.56
206.53
207.45
208.37
209.30
210.22
211.14
212.05
212.82
213.59
214.36
215.07
215.68
216.30
216.76
217.16
217.47
217.78
218.09
218.38
218.53
218.69
218.84
218.99
219.06
TOTAL
STORAGE
(ha-m)
0.0089
0.0096
0.0107
0.0111
0.0117
0.0120
0.0121
0.0122
0.0126
0.0133
0.0140
0.0145
0.0146
0.0147
0.0148
0.0150
0.0152
0.0158
0.0165
0.0174
0.0175
0.0176
0.0177
0.0178
0.0180
0.0184
0.0191
0.0199
0.0203
0.0204
0.0206
0.0207
0.0207
0.0208
0.0209
0.0210
0.0211
0.0212
0.0213
0.0214
0.0214
0.0215
0.0216
0.0216
0.0217
0.0217
0.0217
0.0218
0.0218
0.0218
0.0219
0.0219
0.0219
0.0219
0.0219
Elevation
(m)
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
Head 1
(m)
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0500
0.1500
0.2500
0.3500
0.4500
0.5500
0.6500
0.7500
Discharge
Orifice #4
(cms)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.100
0.172
0.223
0.263
0.299
0.330
0.359
0.386
Total
(cms)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.100
0.172
0.223
0.263
0.299
0.330
0.359
0.386
Big Bay Point Road and Bayview Drive EA
CCTA PROJECT NO.: 415375
Red Text denotes inlet elevation for existing storm sewer from record drawing.
This value has been used to check system for feasibility.
Slope =
0.01
Slope =
0.01
Bayview Drive - Catchment 203 (North Bayview)
ID
T/G
INV
Diameter (m)
Length (m)
Width (m)
Area (sq.m)
Elevation (m)
266.50
266.60
266.70
266.80
266.90
267.00
267.10
267.20
267.30
267.40
267.50
267.60
267.70
267.80
267.90
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
MH #0
270.13
267.93
1.13
MH #1
270.60
267.40
1.2
1.13
MH #2
270.40
266.87
1.2
1.13
MH #3
270.20
266.34
1.2
1.13
MH #4
269.90
267.23
1.2
1.13
MH #5
273.07
266.70
1.2
1.13
MH #6
272.90
266.17
1.2
1.13
MH #0
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.08
0.20
0.31
0.42
0.54
0.65
0.76
0.88
0.99
1.10
1.21
1.33
1.44
1.55
1.67
1.78
1.89
2.01
2.12
2.23
2.34
2.46
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
2.49
MH #1
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.12
0.23
0.34
0.46
0.57
0.68
0.80
0.91
1.02
1.14
1.25
1.36
1.48
1.59
1.70
1.82
1.93
2.04
2.15
2.27
2.38
2.49
2.61
2.72
2.83
2.95
3.06
3.17
3.29
3.40
3.51
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
3.62
MH #2
(cu.m)
0.00
0.00
0.00
0.00
0.04
0.15
0.27
0.38
0.49
0.61
0.72
0.83
0.94
1.06
1.17
1.28
1.40
1.51
1.62
1.74
1.85
1.96
2.08
2.19
2.30
2.41
2.53
2.64
2.75
2.87
2.98
3.09
3.21
3.32
3.43
3.55
3.66
3.77
3.88
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
MH #3
(cu.m)
0.19
0.30
0.41
0.53
0.64
0.75
0.87
0.98
1.09
1.20
1.32
1.43
1.54
1.66
1.77
1.88
2.00
2.11
2.22
2.34
2.45
2.56
2.67
2.79
2.90
3.01
3.13
3.24
3.35
3.47
3.58
3.69
3.81
3.92
4.03
4.15
4.26
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
4.37
Maintenance Hole/Catchbasin Storage
MH #4
MH #5
MH #6
(cu.m)
(cu.m)
(cu.m)
0.00
0.00
0.38
0.00
0.00
0.49
0.00
0.01
0.61
0.00
0.12
0.72
0.00
0.23
0.83
0.00
0.34
0.94
0.00
0.46
1.06
0.00
0.57
1.17
0.08
0.68
1.28
0.20
0.80
1.40
0.31
0.91
1.51
0.42
1.02
1.62
0.54
1.14
1.74
0.65
1.25
1.85
0.76
1.36
1.96
0.88
1.48
2.08
0.99
1.59
2.19
1.10
1.70
2.30
1.22
1.82
2.41
1.33
1.93
2.53
1.44
2.04
2.64
1.56
2.15
2.75
1.67
2.27
2.87
1.78
2.38
2.98
1.89
2.49
3.09
2.01
2.61
3.21
2.12
2.72
3.32
2.23
2.83
3.43
2.35
2.95
3.55
2.46
3.06
3.66
2.57
3.17
3.77
2.69
3.29
3.88
2.80
3.40
4.00
2.91
3.51
4.11
3.03
3.62
4.22
3.03
3.74
4.34
3.03
3.85
4.45
3.03
3.96
4.56
3.03
4.08
4.68
3.03
4.19
4.79
3.03
4.30
4.90
3.03
4.42
5.02
3.03
4.53
5.13
3.03
4.64
5.24
3.03
4.76
5.36
3.03
4.87
5.47
3.03
4.98
5.58
3.03
5.10
5.69
3.03
5.21
5.81
3.03
5.32
5.92
3.03
5.43
6.03
3.03
5.55
6.15
3.03
5.66
6.26
3.03
5.77
6.37
3.03
5.89
6.49
3.03
6.00
6.60
3.03
6.11
6.71
3.03
6.23
6.83
3.03
6.34
6.94
3.03
6.45
7.05
3.03
6.57
7.16
3.03
6.68
7.28
3.03
6.79
7.39
3.03
6.90
7.50
3.03
7.02
7.62
3.03
7.13
7.62
3.03
7.21
7.62
MH #7
271.90
265.64
1.2
1.13
MH #8
269.90
265.11
1.2
1.13
Orifice #3
269.90
263.71
1.2
1.13
MH #7
(cu.m)
0.98
1.09
1.20
1.32
1.43
1.54
1.66
1.77
1.88
2.00
2.11
2.22
2.34
2.45
2.56
2.67
2.79
2.90
3.01
3.13
3.24
3.35
3.47
3.58
3.69
3.81
3.92
4.03
4.15
4.26
4.37
4.48
4.60
4.71
4.82
4.94
5.05
5.16
5.28
5.39
5.50
5.62
5.73
5.84
5.95
6.07
6.18
6.29
6.41
6.52
6.63
6.75
6.86
6.97
7.09
7.09
7.09
7.09
7.09
7.09
7.09
7.09
7.09
7.09
7.09
7.09
7.09
MH #8
(cu.m)
1.58
1.69
1.80
1.92
2.03
2.14
2.26
2.37
2.48
2.60
2.71
2.82
2.93
3.05
3.16
3.27
3.39
3.50
3.61
3.73
3.84
3.95
4.07
4.18
4.29
4.41
4.52
4.63
4.74
4.86
4.97
5.08
5.20
5.31
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
5.42
Orifice #3
(cu.m)
3.16
3.27
3.39
3.50
3.61
3.73
3.84
3.95
4.07
4.18
4.29
4.41
4.52
4.63
4.74
4.86
4.97
5.08
5.20
5.31
5.42
5.54
5.65
5.76
5.88
5.99
6.10
6.21
6.33
6.44
6.55
6.67
6.78
6.89
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
7.01
ID
Diameter
U/S INV
D/S INV
AVG INV
Length
Total
(cu.m)
6.28
6.85
7.42
8.10
8.82
9.61
10.40
11.19
12.07
12.98
14.00
15.01
16.03
17.05
18.07
19.17
20.30
21.43
22.56
23.69
24.82
25.96
27.09
28.22
29.35
30.48
31.61
32.74
33.87
35.00
36.13
37.26
38.39
39.53
40.66
41.45
42.24
42.95
43.52
44.08
44.54
44.99
45.33
45.67
46.01
46.35
46.68
47.02
47.36
47.70
48.04
48.38
48.72
49.06
49.40
49.62
49.85
50.08
50.30
50.53
50.76
50.98
51.21
51.43
51.66
51.77
51.85
Elevation
(m)
266.50
266.60
266.70
266.80
266.90
267.00
267.10
267.20
267.30
267.40
267.50
267.60
267.70
267.80
267.90
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
Pipe 1
0.675
268.43
267.93
268.18
50
Pipe 2
0.675
267.90
267.40
267.65
50
Pipe 3
0.675
267.37
266.87
267.12
50
Pipe 4
0.675
266.84
266.34
266.59
50
Pipe 5
0.675
267.73
267.23
267.48
50
Pipe 6
0.675
267.20
266.70
266.95
50
Pipe 7
0.675
266.67
266.17
266.42
50
Pipe 8
0.825
266.14
265.64
265.89
50
Pipe 9
0.675
265.61
265.11
265.36
50
Pipe 10
0.300
264.21
257.88
261.04
30
Pipe 1
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.65
4.45
7.70
11.10
14.30
16.90
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
Pipe 2
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.60
2.95
6.05
9.40
12.75
15.70
17.75
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
Pipe 3
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.60
2.95
6.05
9.40
12.75
15.70
17.75
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
Pipe 4
(cu.m)
0.00
0.00
1.65
4.45
7.70
11.10
14.30
16.90
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
Storm Sewer Storage
Pipe 5
Pipe 6
Pipe 7
(cu.m)
(cu.m)
(cu.m)
0.00
0.00
0.60
0.00
0.00
2.95
0.00
0.00
6.05
0.00
0.00
9.40
0.00
0.00
12.75
0.00
0.60
15.70
0.00
2.95
17.75
0.00
6.05
17.89
0.00
9.40
17.89
0.00
12.75
17.89
0.00
15.70
17.89
1.65
17.75
17.89
4.45
17.89
17.89
7.70
17.89
17.89
11.10
17.89
17.89
14.30
17.89
17.89
16.90
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
Pipe 8
(cu.m)
20.85
24.20
26.50
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
26.75
Pipe 9
(cu.m)
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
17.89
Pipe 10
(cu.m)
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
2.12
Total
(cu.m)
41.46
47.16
54.21
60.61
67.21
74.16
81.76
88.20
94.89
101.34
107.64
114.69
121.18
128.83
135.47
142.02
147.97
151.91
155.61
158.55
161.80
165.20
168.40
171.00
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
171.99
TOTAL
STORAGE
(cu.m)
47.74
54.01
61.63
68.71
76.03
83.77
92.16
99.39
106.96
114.32
121.64
129.70
137.21
145.88
153.54
161.19
168.27
173.34
178.17
182.24
186.63
191.16
195.49
199.22
201.34
202.47
203.60
204.73
205.86
206.99
208.12
209.25
210.39
211.52
212.65
213.44
214.23
214.94
215.51
216.07
216.53
216.98
217.32
217.66
218.00
218.34
218.68
219.01
219.35
219.69
220.03
220.37
220.71
221.05
221.39
221.62
221.84
222.07
222.29
222.52
222.75
222.97
223.20
223.43
223.65
223.76
223.84
TOTAL
STORAGE
(ha-m)
0.0048
0.0054
0.0062
0.0069
0.0076
0.0084
0.0092
0.0099
0.0107
0.0114
0.0122
0.0130
0.0137
0.0146
0.0154
0.0161
0.0168
0.0173
0.0178
0.0182
0.0187
0.0191
0.0195
0.0199
0.0201
0.0202
0.0204
0.0205
0.0206
0.0207
0.0208
0.0209
0.0210
0.0212
0.0213
0.0213
0.0214
0.0215
0.0216
0.0216
0.0217
0.0217
0.0217
0.0218
0.0218
0.0218
0.0219
0.0219
0.0219
0.0220
0.0220
0.0220
0.0221
0.0221
0.0221
0.0222
0.0222
0.0222
0.0222
0.0223
0.0223
0.0223
0.0223
0.0223
0.0224
0.0224
0.0224
Elevation
(m)
266.50
266.60
266.70
266.80
266.90
267.00
267.10
267.20
267.30
267.40
267.50
267.60
267.70
267.80
267.90
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
Type
Diameter
Area
INV
C\
Orifice #3
0.225
0.0397608
264.21
0.8
Head 1
(m)
2.1825
2.2825
2.3825
2.4825
2.5825
2.6825
2.7825
2.8825
2.9825
3.0825
3.1825
3.2825
3.3825
3.4825
3.5825
3.6825
3.7825
3.8825
3.9825
4.0825
4.1825
4.2825
4.3825
4.4825
4.5825
4.6825
4.7825
4.8825
4.9825
5.0825
5.1825
5.2825
5.3825
5.4825
5.5825
Discharge
Orifice #3
(cms)
0.208
0.213
0.217
0.222
0.226
0.231
0.235
0.239
0.243
0.247
0.251
0.255
0.259
0.263
0.267
0.270
0.274
0.278
0.281
0.285
0.288
0.292
0.295
0.298
0.302
0.305
0.308
0.311
0.314
0.318
0.321
0.324
0.327
0.330
0.333
Total
(cms)
0.208
0.213
0.217
0.222
0.226
0.231
0.235
0.239
0.243
0.247
0.251
0.255
0.259
0.263
0.267
0.270
0.274
0.278
0.281
0.285
0.288
0.292
0.295
0.298
0.302
0.305
0.308
0.311
0.314
0.318
0.321
0.324
0.327
0.330
0.333
Big Bay Point Road and Bayview Drive EA
CCTA PROJECT NO.: 415375
Red Text denotes surveyed outlet invert elevation
This value has been used to check system for feasibility. Oversized pipes are not feasible for this catchment if the existing outlet elevation is to be maintained.
Slope =
0.017
Slope =
0.005
Big Bay Point Road - Catchment 205 (West Big Bay Pt)
ID
T/G
INV
Diameter (m)
Length (m)
Width (m)
Area (sq.m)
Elevation (m)
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
273.20
273.30
273.40
273.50
273.60
273.70
273.80
273.90
274.00
274.10
274.20
274.30
274.40
274.50
274.60
274.70
274.80
274.90
275.00
275.10
275.20
275.30
275.40
275.50
275.60
275.70
275.80
275.90
276.00
276.10
276.20
276.30
276.40
276.50
276.60
276.70
276.80
276.90
277.00
277.10
277.20
277.30
277.40
277.50
277.60
277.70
277.80
277.90
278.00
278.10
278.20
278.30
278.40
278.50
278.60
MH #24
278.59
275.54
1.2
1.13
MH #25
277.92
274.83
1.2
1.13
MH #26
277.07
274.12
1.2
1.13
MH #27
276.22
273.41
1.2
1.13
MH #28
275.25
272.70
1.2
1.13
MH #29
274.33
271.99
1.2
1.13
MH #30
273.40
271.28
1.2
1.13
MH #31
272.48
270.57
1.2
1.13
MH #32
271.61
269.86
1.2
1.13
MH #33
270.90
269.15
1.2
1.13
MH #34
273.18
270.81
1.2
1.13
MH #35
273.50
270.28
1.2
1.13
MH #24
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.18
0.29
0.41
0.52
0.63
0.75
0.86
0.97
1.09
1.20
1.31
1.43
1.54
1.65
1.76
1.88
1.99
2.10
2.22
2.33
2.44
2.56
2.67
2.78
2.90
3.01
3.12
3.23
3.35
3.45
MH #25
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.08
0.19
0.31
0.42
0.53
0.64
0.76
0.87
0.98
1.10
1.21
1.32
1.44
1.55
1.66
1.78
1.89
2.00
2.11
2.23
2.34
2.45
2.57
2.68
2.79
2.91
3.02
3.13
3.25
3.36
3.47
3.49
3.49
3.49
3.49
3.49
3.49
3.49
MH #26
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.09
0.20
0.32
0.43
0.54
0.66
0.77
0.88
1.00
1.11
1.22
1.33
1.45
1.56
1.67
1.79
1.90
2.01
2.13
2.24
2.35
2.47
2.58
2.69
2.80
2.92
3.03
3.14
3.26
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
3.34
MH #27
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.21
0.33
0.44
0.55
0.67
0.78
0.89
1.01
1.12
1.23
1.35
1.46
1.57
1.69
1.80
1.91
2.02
2.14
2.25
2.36
2.48
2.59
2.70
2.82
2.93
3.04
3.16
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
3.18
MH #28
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.11
0.23
0.34
0.45
0.57
0.68
0.79
0.90
1.02
1.13
1.24
1.36
1.47
1.58
1.70
1.81
1.92
2.04
2.15
2.26
2.38
2.49
2.60
2.71
2.83
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
2.88
MH #29
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.12
0.24
0.35
0.46
0.58
0.69
0.80
0.92
1.03
1.14
1.26
1.37
1.48
1.59
1.71
1.82
1.93
2.05
2.16
2.27
2.39
2.50
2.61
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
2.65
MH #30
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.14
0.25
0.36
0.48
0.59
0.70
0.81
0.93
1.04
1.15
1.27
1.38
1.49
1.61
1.72
1.83
1.95
2.06
2.17
2.28
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
MH #31
(cu.m)
0.03
0.15
0.26
0.37
0.49
0.60
0.71
0.83
0.94
1.05
1.16
1.28
1.39
1.50
1.62
1.73
1.84
1.96
2.07
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
2.16
MH #32
(cu.m)
0.84
0.95
1.06
1.18
1.29
1.40
1.52
1.63
1.74
1.85
1.97
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
1.98
Maintenance Hole/Catchbasin Storage
MH #33
MH #34
MH #35
(cu.m)
(cu.m)
(cu.m)
1.64
0.00
0.36
1.75
0.00
0.48
1.87
0.00
0.59
1.98
0.11
0.70
1.98
0.22
0.81
1.98
0.33
0.93
1.98
0.45
1.04
1.98
0.56
1.15
1.98
0.67
1.27
1.98
0.79
1.38
1.98
0.90
1.49
1.98
1.01
1.61
1.98
1.13
1.72
1.98
1.24
1.83
1.98
1.35
1.95
1.98
1.46
2.06
1.98
1.58
2.17
1.98
1.69
2.28
1.98
1.80
2.40
1.98
1.92
2.51
1.98
2.03
2.62
1.98
2.14
2.74
1.98
2.26
2.85
1.98
2.37
2.96
1.98
2.48
3.08
1.98
2.60
3.19
1.98
2.69
3.30
1.98
2.69
3.42
1.98
2.69
3.53
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
1.98
2.69
3.64
MH #36
274.09
269.78
1.2
1.13
MH #37
274.27
269.28
1.2
1.13
MH #38
273.93
268.78
1.2
1.13
MH #39
273.20
268.28
1.2
1.13
MH #40
272.31
267.78
1.2
1.13
MH #41
271.43
267.28
1.2
1.13
MH #42
270.84
266.78
1.2
1.13
Orifice #1
270.68
266.28
1.2
1.13
MH #36
(cu.m)
0.93
1.04
1.15
1.27
1.38
1.49
1.61
1.72
1.83
1.95
2.06
2.17
2.28
2.40
2.51
2.62
2.74
2.85
2.96
3.08
3.19
3.30
3.42
3.53
3.64
3.75
3.87
3.98
4.09
4.21
4.32
4.43
4.55
4.66
4.77
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
4.87
MH #37
(cu.m)
1.49
1.61
1.72
1.83
1.95
2.06
2.17
2.28
2.40
2.51
2.62
2.74
2.85
2.96
3.08
3.19
3.30
3.42
3.53
3.64
3.75
3.87
3.98
4.09
4.21
4.32
4.43
4.55
4.66
4.77
4.89
5.00
5.11
5.23
5.34
5.45
5.56
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
5.64
MH #38
(cu.m)
2.06
2.17
2.28
2.40
2.51
2.62
2.74
2.85
2.96
3.08
3.19
3.30
3.42
3.53
3.64
3.75
3.87
3.98
4.09
4.21
4.32
4.43
4.55
4.66
4.77
4.89
5.00
5.11
5.23
5.34
5.45
5.56
5.68
5.79
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
5.82
MH #39
(cu.m)
2.62
2.74
2.85
2.96
3.08
3.19
3.30
3.42
3.53
3.64
3.75
3.87
3.98
4.09
4.21
4.32
4.43
4.55
4.66
4.77
4.89
5.00
5.11
5.23
5.34
5.45
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
5.56
MH #40
(cu.m)
3.19
3.30
3.42
3.53
3.64
3.75
3.87
3.98
4.09
4.21
4.32
4.43
4.55
4.66
4.77
4.89
5.00
5.11
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
5.12
MH #41
(cu.m)
3.75
3.87
3.98
4.09
4.21
4.32
4.43
4.55
4.66
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
4.69
MH #42
(cu.m)
4.32
4.43
4.55
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
4.59
Orifice #1
(cu.m)
4.89
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
4.98
ID
Diameter
U/S INV
D/S INV
AVG INV
Length
Total
(cu.m)
26.13
27.46
28.70
29.99
31.12
32.25
33.38
34.53
35.78
36.94
38.07
39.10
40.12
41.14
42.17
43.30
44.43
45.56
46.59
47.59
48.49
49.40
50.41
51.43
52.45
53.47
54.46
55.25
56.05
56.83
57.50
58.18
58.86
59.54
60.14
60.69
61.24
61.77
62.14
62.48
62.82
63.16
63.50
63.92
64.37
64.82
65.27
65.67
66.01
66.35
66.76
67.21
67.66
68.11
68.57
69.02
69.47
69.83
70.17
70.51
70.85
71.19
71.53
71.87
72.21
72.51
72.74
72.96
73.19
73.42
73.64
73.87
74.10
74.32
74.46
74.57
74.68
74.80
74.91
75.02
75.12
Elevation
(m)
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
273.20
273.30
273.40
273.50
273.60
273.70
273.80
273.90
274.00
274.10
274.20
274.30
274.40
274.50
274.60
274.70
274.80
274.90
275.00
275.10
275.20
275.30
275.40
275.50
275.60
275.70
275.80
275.90
276.00
276.10
276.20
276.30
276.40
276.50
276.60
276.70
276.80
276.90
277.00
277.10
277.20
277.30
277.40
277.50
277.60
277.70
277.80
277.90
278.00
278.10
278.20
278.30
278.40
278.50
278.60
Pipe 29
1.050
276.04
275.36
275.70
40
Pipe 30
1.050
275.33
274.65
274.99
40
Pipe 31
1.050
274.62
273.94
274.28
40
Pipe 32
1.050
273.91
273.23
273.57
40
Pipe 33
1.050
273.20
272.52
272.86
40
Pipe 34
1.050
272.49
271.81
272.15
40
Pipe 35
1.050
271.78
271.10
271.44
40
Pipe 36
1.050
271.07
270.39
270.73
40
Pipe 37
1.050
270.36
269.68
270.02
40
Pipe 38
1.050
269.65
268.97
269.31
40
Pipe 39
0.375
271.31
271.08
271.19
45
Pipe 40
0.375
270.78
270.58
270.68
40
Pipe 41
0.375
270.28
270.08
270.18
40
Pipe 42
0.375
269.78
269.58
269.68
40
Pipe 43
0.375
269.28
269.08
269.18
40
Pipe 44
0.375
268.78
268.58
268.68
40
Pipe 45
0.375
268.28
268.08
268.18
40
Pipe 46
0.375
267.78
267.58
267.68
40
Pipe 47
1.375
267.28
267.08
267.18
40
Pipe 48
0.525
266.78
268.77
267.78
25
Pipe 29
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.68
4.60
8.16
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 30
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.68
4.60
8.16
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 31
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.68
4.60
8.16
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 32
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.68
4.60
8.16
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 33
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.68
4.60
8.16
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 34
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.60
3.04
6.32
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 35
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.60
3.04
6.32
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 36
(cu.m)
0.00
0.00
0.60
3.04
6.32
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Pipe 37
(cu.m)
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
10.12
Storm Sewer Storage
Pipe 38
Pipe 39
Pipe 40
(cu.m)
(cu.m)
(cu.m)
10.12
0.00
0.00
10.12
0.00
0.00
10.12
0.00
0.94
10.12
0.00
2.40
10.12
0.00
3.79
10.12
0.00
4.29
10.12
0.00
4.29
10.12
1.06
4.29
10.12
2.70
4.29
10.12
4.26
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
10.12
4.83
4.29
Pipe 41
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 42
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 43
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 44
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 45
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 46
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 47
(cu.m)
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
4.29
Pipe 48
(cu.m)
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
3.82
Type
Orifice 1
Diameter
0.415
Area
0.1352652
INV
268.77
C\
0.8
Total
(cu.m)
50.28
50.28
51.83
55.72
60.39
64.70
64.70
65.76
67.39
69.56
72.56
75.84
79.64
79.64
79.64
79.64
80.24
82.68
85.96
89.76
89.76
89.76
89.76
89.76
91.44
94.36
97.92
99.88
99.88
99.88
99.88
101.56
104.48
108.04
110.00
110.00
110.00
110.00
111.68
114.60
118.16
120.12
120.12
120.12
120.12
121.80
124.72
128.28
130.24
130.24
130.24
130.24
131.92
134.84
138.40
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
140.36
TOTAL
STORAGE
(cu.m)
76.41
77.74
80.53
85.71
91.51
96.95
98.08
100.29
103.17
106.50
110.64
114.95
119.77
120.78
121.81
122.94
124.67
128.25
132.55
137.35
138.25
139.16
140.18
141.20
143.89
147.83
152.39
155.14
155.93
156.71
157.39
159.75
163.35
167.58
170.14
170.70
171.24
171.77
173.83
177.09
180.98
183.28
183.62
184.04
184.49
186.63
190.00
193.95
196.25
196.59
197.00
197.45
199.58
202.96
206.97
209.38
209.83
210.20
210.54
210.88
211.21
211.55
211.89
212.23
212.57
212.88
213.10
213.33
213.56
213.78
214.01
214.23
214.46
214.69
214.82
214.94
215.05
215.16
215.27
215.39
215.49
TOTAL
STORAGE
(ha-m)
0.0076
0.0078
0.0081
0.0086
0.0092
0.0097
0.0098
0.0100
0.0103
0.0107
0.0111
0.0115
0.0120
0.0121
0.0122
0.0123
0.0125
0.0128
0.0133
0.0137
0.0138
0.0139
0.0140
0.0141
0.0144
0.0148
0.0152
0.0155
0.0156
0.0157
0.0157
0.0160
0.0163
0.0168
0.0170
0.0171
0.0171
0.0172
0.0174
0.0177
0.0181
0.0183
0.0184
0.0184
0.0184
0.0187
0.0190
0.0194
0.0196
0.0197
0.0197
0.0197
0.0200
0.0203
0.0207
0.0209
0.0210
0.0210
0.0211
0.0211
0.0211
0.0212
0.0212
0.0212
0.0213
0.0213
0.0213
0.0213
0.0214
0.0214
0.0214
0.0214
0.0214
0.0215
0.0215
0.0215
0.0215
0.0215
0.0215
0.0215
0.0215
Elevation
(m)
270.60
270.70
Head 1
(m)
1.6275
1.7275
Discharge
Orifice 1
(cms)
0.611
0.630
Total
(cms)
0.611
0.630
Big Bay Point Road and Bayview Drive EA
CCTA PROJECT NO.: 415375
Red Text denotes inlet elevation for existing storm sewer from record drawing.
This value has been used to check system for feasibility.
Slope =
0.03
Big Bay Point Road - Catchment 207 (East Big Bay Pt)
ID
T/G
INV
Diameter (m)
Length (m)
Width (m)
Area (sq.m)
Elevation (m)
259.00
259.10
259.20
259.30
259.40
259.50
259.60
259.70
259.80
259.90
260.00
260.10
260.20
260.30
260.40
260.50
260.60
260.70
260.80
260.90
261.00
261.10
261.20
261.30
261.40
261.50
261.60
261.70
261.80
261.90
262.00
262.10
262.20
262.30
262.40
262.50
262.60
262.70
262.80
262.90
263.00
263.10
263.20
263.30
263.40
263.50
263.60
263.70
263.80
263.90
264.00
264.10
264.20
264.30
264.40
264.50
264.60
264.70
264.80
264.90
265.00
265.10
265.20
265.30
265.40
265.50
265.60
265.70
265.80
265.90
266.00
266.10
266.20
266.30
266.40
266.50
266.60
266.70
266.80
266.90
267.00
267.10
267.20
267.30
267.40
267.50
267.60
267.70
267.80
267.90
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
273.20
MH #43
273.18
270.13
1.2
1.13
MH #44
272.66
268.60
1.2
1.13
MH #45
271.79
267.07
1.2
1.13
MH #46
270.48
265.54
1.2
1.13
MH #43
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.08
0.19
0.31
0.42
0.53
0.64
0.76
0.87
0.98
1.10
1.21
1.32
1.44
1.55
1.66
1.78
1.89
2.00
2.11
2.23
2.34
2.45
2.57
2.68
2.79
2.91
3.02
3.13
3.25
3.36
3.45
MH #44
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.11
0.23
0.34
0.45
0.57
0.68
0.79
0.90
1.02
1.13
1.24
1.36
1.47
1.58
1.70
1.81
1.92
2.04
2.15
2.26
2.38
2.49
2.60
2.71
2.83
2.94
3.05
3.17
3.28
3.39
3.51
3.62
3.73
3.85
3.96
4.07
4.18
4.30
4.41
4.52
4.59
4.59
4.59
4.59
4.59
4.59
MH #45
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.15
0.26
0.37
0.49
0.60
0.71
0.83
0.94
1.05
1.16
1.28
1.39
1.50
1.62
1.73
1.84
1.96
2.07
2.18
2.30
2.41
2.52
2.64
2.75
2.86
2.97
3.09
3.20
3.31
3.43
3.54
3.65
3.77
3.88
3.99
4.11
4.22
4.33
4.44
4.56
4.67
4.78
4.90
5.01
5.12
5.24
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
5.34
MH #46
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.18
0.29
0.41
0.52
0.63
0.75
0.86
0.97
1.09
1.20
1.31
1.43
1.54
1.65
1.76
1.88
1.99
2.10
2.22
2.33
2.44
2.56
2.67
2.78
2.90
3.01
3.12
3.23
3.35
3.46
3.57
3.69
3.80
3.91
4.03
4.14
4.25
4.37
4.48
4.59
4.70
4.82
4.93
5.04
5.16
5.27
5.38
5.50
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
5.59
MH #47
268.80
264.01
1.2
1.13
MH #48
266.96
262.48
1.2
1.13
MH #49
265.09
260.95
1.2
1.13
MH #50
263.22
259.42
1.2
1.13
Orifice #2
259.59
257.89
1.2
1.13
Maintenance Hole/Catchbasin Storage
MH #47
MH #48
MH #49
(cu.m)
(cu.m)
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.00
0.00
0.17
0.00
0.00
0.28
0.00
0.00
0.40
0.00
0.00
0.51
0.00
0.00
0.62
0.00
0.00
0.74
0.00
0.00
0.85
0.00
0.00
0.96
0.00
0.00
1.07
0.00
0.00
1.19
0.00
0.00
1.30
0.00
0.00
1.41
0.00
0.00
1.53
0.00
0.00
1.64
0.00
0.02
1.75
0.00
0.14
1.87
0.00
0.25
1.98
0.00
0.36
2.09
0.00
0.48
2.21
0.00
0.59
2.32
0.00
0.70
2.43
0.00
0.81
2.54
0.00
0.93
2.66
0.00
1.04
2.77
0.00
1.15
2.88
0.00
1.27
3.00
0.00
1.38
3.11
0.00
1.49
3.22
0.00
1.61
3.34
0.00
1.72
3.45
0.10
1.83
3.56
0.21
1.95
3.68
0.33
2.06
3.79
0.44
2.17
3.90
0.55
2.28
4.01
0.67
2.40
4.13
0.78
2.51
4.24
0.89
2.62
4.35
1.01
2.74
4.47
1.12
2.85
4.58
1.23
2.96
4.68
1.35
3.08
4.68
1.46
3.19
4.68
1.57
3.30
4.68
1.69
3.42
4.68
1.80
3.53
4.68
1.91
3.64
4.68
2.02
3.75
4.68
2.14
3.87
4.68
2.25
3.98
4.68
2.36
4.09
4.68
2.48
4.21
4.68
2.59
4.32
4.68
2.70
4.43
4.68
2.82
4.55
4.68
2.93
4.66
4.68
3.04
4.77
4.68
3.16
4.89
4.68
3.27
5.00
4.68
3.38
5.07
4.68
3.49
5.07
4.68
3.61
5.07
4.68
3.72
5.07
4.68
3.83
5.07
4.68
3.95
5.07
4.68
4.06
5.07
4.68
4.17
5.07
4.68
4.29
5.07
4.68
4.40
5.07
4.68
4.51
5.07
4.68
4.63
5.07
4.68
4.74
5.07
4.68
4.85
5.07
4.68
4.96
5.07
4.68
5.08
5.07
4.68
5.19
5.07
4.68
5.30
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
5.42
5.07
4.68
MH #50
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.09
0.20
0.32
0.43
0.54
0.66
0.77
0.88
1.00
1.11
1.22
1.33
1.45
1.56
1.67
1.79
1.90
2.01
2.13
2.24
2.35
2.47
2.58
2.69
2.80
2.92
3.03
3.14
3.26
3.37
3.48
3.60
3.71
3.82
3.94
4.05
4.16
4.28
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
4.30
Orifice #2
(cu.m)
1.26
1.37
1.48
1.59
1.71
1.82
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
1.92
ID
Diameter
U/S INV
D/S INV
AVG INV
Length
Total
(cu.m)
1.26
1.37
1.48
1.59
1.71
1.91
2.13
2.24
2.35
2.47
2.58
2.69
2.80
2.92
3.03
3.14
3.26
3.37
3.48
3.60
3.77
3.99
4.22
4.44
4.67
4.90
5.12
5.35
5.58
5.80
6.03
6.25
6.48
6.71
6.93
7.18
7.52
7.86
8.20
8.54
8.88
9.22
9.56
9.81
10.03
10.26
10.48
10.71
10.94
11.16
11.39
11.72
12.06
12.40
12.73
13.07
13.41
13.75
14.09
14.43
14.77
15.10
15.32
15.55
15.78
16.00
16.30
16.64
16.98
17.32
17.65
17.99
18.33
18.67
19.01
19.35
19.69
20.03
20.37
20.71
21.00
21.26
21.60
21.94
22.28
22.62
22.96
23.30
23.64
23.98
24.32
24.66
24.99
25.33
25.67
26.01
26.35
26.80
27.26
27.60
27.94
28.27
28.61
28.95
29.29
29.63
29.97
30.31
30.65
30.99
31.33
31.67
32.09
32.54
32.99
33.42
33.76
34.10
34.44
34.78
35.12
35.46
35.80
36.13
36.47
36.81
37.15
37.49
37.82
38.05
38.27
38.50
38.72
38.95
39.18
39.40
39.63
39.81
39.92
40.04
40.15
40.26
40.35
Elevation
(m)
259.00
259.10
259.20
259.30
259.40
259.50
259.60
259.70
259.80
259.90
260.00
260.10
260.20
260.30
260.40
260.50
260.60
260.70
260.80
260.90
261.00
261.10
261.20
261.30
261.40
261.50
261.60
261.70
261.80
261.90
262.00
262.10
262.20
262.30
262.40
262.50
262.60
262.70
262.80
262.90
263.00
263.10
263.20
263.30
263.40
263.50
263.60
263.70
263.80
263.90
264.00
264.10
264.20
264.30
264.40
264.50
264.60
264.70
264.80
264.90
265.00
265.10
265.20
265.30
265.40
265.50
265.60
265.70
265.80
265.90
266.00
266.10
266.20
266.30
266.40
266.50
266.60
266.70
266.80
266.90
267.00
267.10
267.20
267.30
267.40
267.50
267.60
267.70
267.80
267.90
268.00
268.10
268.20
268.30
268.40
268.50
268.60
268.70
268.80
268.90
269.00
269.10
269.20
269.30
269.40
269.50
269.60
269.70
269.80
269.90
270.00
270.10
270.20
270.30
270.40
270.50
270.60
270.70
270.80
270.90
271.00
271.10
271.20
271.30
271.40
271.50
271.60
271.70
271.80
271.90
272.00
272.10
272.20
272.30
272.40
272.50
272.60
272.70
272.80
272.90
273.00
273.10
273.20
Pipe 49
1.050
270.63
269.13
269.88
50
Pipe 50
1.050
269.10
267.60
268.35
50
Pipe 51
1.050
267.57
266.07
266.82
50
Pipe 52
1.050
266.04
264.54
265.29
50
Pipe 49
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.10
5.75
10.20
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 50
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.75
3.80
7.90
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 51
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.75
3.80
7.90
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 52
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.10
5.75
10.20
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 53
1.050
264.51
263.01
263.76
50
Pipe 54
1.050
262.98
261.48
262.23
50
Storm Sewer Storage
Pipe 53
Pipe 54
(cu.m)
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.75
0.00
3.80
0.00
7.90
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
0.00
12.65
2.10
12.65
5.75
12.65
10.20
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 55
1.050
261.45
259.95
260.70
50
Pipe 56
1.050
259.92
258.42
259.17
50
Pipe 57
1.050
258.39
257.70
258.04
50
Pipe 55
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.10
5.75
10.20
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 56
(cu.m)
0.00
0.00
0.00
2.10
5.75
10.20
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Pipe 57
(cu.m)
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
Type
Orifice 2
Diameter
0.395
Area
0.1225417
INV
258.39
C\
0.8
Total
(cu.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.75
3.80
7.90
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
12.65
14.75
18.40
22.85
25.30
25.30
25.30
25.30
25.30
25.30
25.30
25.30
25.30
25.30
25.30
25.30
27.40
31.05
35.50
37.95
37.95
37.95
37.95
37.95
37.95
37.95
37.95
37.95
37.95
37.95
37.95
38.70
41.75
45.85
50.60
50.60
50.60
50.60
50.60
50.60
50.60
50.60
50.60
50.60
50.60
50.60
51.35
54.40
58.50
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
63.25
65.35
69.00
73.45
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
75.90
TOTAL
STORAGE
(cu.m)
1.26
1.37
1.48
1.59
1.71
1.91
2.13
2.24
2.35
2.47
2.58
2.69
2.80
2.92
3.03
3.14
3.26
3.37
3.48
3.60
3.77
3.99
4.22
4.44
4.67
4.90
5.12
5.35
5.58
5.80
6.03
6.25
6.48
7.46
10.73
15.08
20.17
20.51
20.85
21.19
21.53
21.87
22.21
22.46
22.68
22.91
23.13
23.36
23.59
25.91
29.79
34.57
37.36
37.70
38.03
38.37
38.71
39.05
39.39
39.73
40.07
40.40
40.62
40.85
43.18
47.05
51.80
54.59
54.93
55.27
55.60
55.94
56.28
56.62
56.96
57.30
57.64
57.98
58.32
59.41
62.75
67.11
72.20
72.54
72.88
73.22
73.56
73.90
74.24
74.58
74.92
75.26
75.59
75.93
77.02
80.41
84.85
90.05
90.51
90.85
91.19
91.52
91.86
92.20
92.54
92.88
93.22
93.56
93.90
94.24
96.68
100.67
105.54
108.44
108.89
109.32
109.66
110.00
110.34
110.68
111.02
111.36
111.70
112.03
112.37
112.71
113.05
113.39
113.72
113.95
114.17
114.40
114.62
114.85
115.08
115.30
115.53
115.71
115.82
115.94
116.05
116.16
116.25
TOTAL
STORAGE
(ha-m)
0.0001
0.0001
0.0001
0.0002
0.0002
0.0002
0.0002
0.0002
0.0002
0.0002
0.0003
0.0003
0.0003
0.0003
0.0003
0.0003
0.0003
0.0003
0.0003
0.0004
0.0004
0.0004
0.0004
0.0004
0.0005
0.0005
0.0005
0.0005
0.0006
0.0006
0.0006
0.0006
0.0006
0.0007
0.0011
0.0015
0.0020
0.0021
0.0021
0.0021
0.0022
0.0022
0.0022
0.0022
0.0023
0.0023
0.0023
0.0023
0.0024
0.0026
0.0030
0.0035
0.0037
0.0038
0.0038
0.0038
0.0039
0.0039
0.0039
0.0040
0.0040
0.0040
0.0041
0.0041
0.0043
0.0047
0.0052
0.0055
0.0055
0.0055
0.0056
0.0056
0.0056
0.0057
0.0057
0.0057
0.0058
0.0058
0.0058
0.0059
0.0063
0.0067
0.0072
0.0073
0.0073
0.0073
0.0074
0.0074
0.0074
0.0075
0.0075
0.0075
0.0076
0.0076
0.0077
0.0080
0.0085
0.0090
0.0091
0.0091
0.0091
0.0092
0.0092
0.0092
0.0093
0.0093
0.0093
0.0094
0.0094
0.0094
0.0097
0.0101
0.0106
0.0108
0.0109
0.0109
0.0110
0.0110
0.0110
0.0111
0.0111
0.0111
0.0112
0.0112
0.0112
0.0113
0.0113
0.0113
0.0114
0.0114
0.0114
0.0114
0.0115
0.0115
0.0115
0.0115
0.0116
0.0116
0.0116
0.0116
0.0116
0.0116
0.0116
Elevation
(m)
259.00
259.10
259.20
259.30
259.40
259.50
259.60
Head 1
(m)
0.4125
0.5125
0.6125
0.7125
0.8125
0.9125
1.0125
Discharge
Orifice 1
(cms)
0.279
0.311
0.340
0.367
0.391
0.415
0.437
Total
(cms)
0.279
0.311
0.340
0.367
0.391
0.415
0.437
APPENDIX E:
RETROFIT OPPORTUNITIES
City of Barrie
Whiskey Creek Master Draina ge Plan Update
Environmental Assessment Document
3.3.5
Alternative 4 – Creation/Modification/Designation of Stormwater Management
Facilities
Alternative 4 expands on recommendations initially made in Alternative 3 (eliminated through pre-screening)
by proposing to utilize natural storage areas which in fact detain and release storm runoff at a lower rate.
Common stormwater modeling practice is not to include this reduction in peak flows unless the area is
specifically designated to perform this function. There are several natural storage locations along the
Whiskey Creek corridor where storm runoff is impeded by existing road crossings (Yonge Street, BC
Railway, Tollendal Mill Road) and Alternative 4 proposes to designate two of these areas (Yonge Street and
Tollendal Mill Road) as SWM Facilities. Furthermore, various channel improvements are proposed as well
as increasing the hydraulic capacity of road crossing culverts.
Alternative 4 is comprised of two options – 4A and 4B. Alternative 4A coincides with culverts and channels
sized to convey the 100-year peak flow while culverts and structures in Alternative 4B have been sized for
the Regional storm peak flow. The following sections outline the items that are to be included in Alternatives
4A and 4B.
3.3.5.1
Natural Storage Area Upstream of Yonge Street
A significant storage area exists within the natural valley between Yonge Street and Little Avenue which
reduces peak flows utilizing the existing box culvert at Yonge Street as a control structure. It is proposed to
designate this natural area as a SWM facility so that this storage area can be accounted for in the hydrologic
model and a reduction in peak flows realized.
3.3.5.2
Natural Storage Area Upstream of Tollendal Mill Road
A natural storage area exists at the southeast corner of Tollendal Mill Road and Minets Point Road.
Adjacent to the natural valley section within this area, is a detention pond that was constructed in early 1994
for the Tollendal Mill Road and Bay Lane Subdivisions. The topography in this area is such that the upper
2m of the facility is not used for quantity control. It is proposed to create a channel between the two areas
such that storm runoff impeded by Tollendal Mill Road will be allowed to enter the existing Tollendal Mill
Road Stormwater Management Facility utilizing the available storage.
3.3.5.3
Stormwater Management Facility within Lackies Bush
The Whiskey Creek Master Drainage Plan completed in 1986 by Andrew Brodie Associates Inc.
recommended the construction of a storage facility within Lackies Bush. The location of the proposed
storage facility within the Andrew Brodie Report was upstream of McConkey Place. Approximately 500
metres upstream of McConkey Place, Lackies Bush becomes a well defined valley section. It was at this
location that a large berm was proposed to be constructed to detain flows and utilize the significant storage
available due to the existing topography of the Lackies Bush valley upstream of the proposed berm location.
Due to the recreational usage of Lackies Bush, public safety concerns and potential environmental impacts
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City of Barrie
Whiskey Creek Master Draina ge Plan Update
Environmental Assessment Document
of creating a large berm within Lackies Bush at this location, an investigation of other potential locations for
this facility was warranted. Appendix D of this report contains Drawing No. LB-1 which illustrates the original
pond berm location within Lackies Bush.
An off-line location adjacent to the northeast corner of The Source (formerly Radio Shack) building was
reviewed for feasibility of a Stormwater Management Facility to take the place of the proposed berm within
Lackies Bush. Drawing No. LB-2 in Appendix D of this report shows the location of the offline facility that
was analyzed. The theory behind this facility was to capture all flows above the base flow at the northeast
corner of The Source building and detain them within the proposed facility reducing peak flows to desired
levels and outletting to Whiskey Creek. This land was originally chosen since it is undeveloped and is void
of tree cover. A closer examination of this site indicated that significant earth excavation is required to obtain
storage volumes to reduce peak flows. The off-line facility was deemed unacceptable for two reasons. The
first reason was that area from the west side of Bayview Drive, which drains via the tributary along Mollard
Court, could not be routed to the storage facility. Without controlling the peak flows from this area the
required peak flow reductions could not be realized to substantially reduce the downstream improvements.
Secondly, the cost to construct this off-line facility was substantial when compared to the results achieved
with its implementation.
A third location for the storage facility within Lackies Bush was analyzed. This location is immediately
adjacent to the north side of The Source building and east of Bayview Drive. It is proposed to construct a
berm across Whiskey Creek immediately north of the west tributary, which drains the area west of Bayview
Drive (such that storm runoff from this area can be controlled). This area is part of an intermittent portion of
Whiskey Creek. Drawing No. LB-3 in Appendix D of this report shows the location of the proposed SWM
Facility. Immediately upstream of this location is a gabion basket lined channel which drops approximately 2
–3 metres in elevation, which acts a fish barrier. Furthermore, the area on the east side of Whiskey Creek is
not as densely tree populated as areas further downstream within Lackies Bush. To accommodate this
facility it is proposed to leave the low flow channel of the creek intact and all trees on the west side of the
creek. Any earth excavation and tree clearing will be performed on the east side of the creek. It is also
anticipated that some replanting which can withstand inundation will be completed as part of the Stormwater
Management Facility. It is anticipated that the construction of this facility will require mitigation measures to
address stagnant water, increased temperature concerns, sedimentation within the creek, etc. To mitigate
these concerns a forebay may be required, tree cover would add significant canopy and other methods
would be investigated during detail design to mitigate potential detrimental impacts to downstream fisheries.
Azimuth Environmental has prepared an Environmental Impact Statement on the originally proposed berm
within Lackies Bush and the Stormwater Management Facility locations immediately north of The Source.
Appendix D contains this Impact Statement. This Impact Statement indicates that there are potential
environmental impacts associated with the construction of on-line facilities, however, the location of the
facility immediately adjacent to The Source has far fewer potential impacts. It is recognized that construction
of any Stormwater Management Facility will require approval agencies to review and approve the proposed
design.
To maximize the effectiveness of the facility within Lackies Bush all of the stormwater runoff west of Bayview
Drive should be routed to this facility. Currently the area adjacent to Little Avenue and Bayview Drive does
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City of Barrie
Whiskey Creek Master Draina ge Plan Update
Environmental Assessment Document
not drain to the location of the proposed Lackies Bush Storage Facility. Furthermore, the vertical profile of
Bayview Drive shows a low point approximately 200 metres south of Little Avenue (The storage facility is
located +500m south of Little Avenue). Due to the topography of Bayview Drive it is practically impossible to
route major system flows overland southerly to the storage detention facility. Therefore, it is proposed to
construct a 100-year storm sewer along Bayview Drive from Little Avenue such that all storm runoff west of
Bayview Drive is conveyed to the proposed Lackies Bush Stormwater Management Facility.
3.3.5.4
Existing Southgate Subdivision Stormwater Management Pond
The existing stormwater detention facility for the Southgate Subdivision is an ideal location to implement
water quality controls. It is proposed to create a permanent wet cell west of the existing low flow channel
through the facility. The current configuration of the pond will allow for a wet cell surface area of
2
approximately 6000m . The wet cell should be constructed 2 to 3m deep and route only flow through the cell
from storms larger than the 25mm Storm and allow any base flow to by-pass. The wet cell is proposed to be
located on the west side of the south tributary which traverses the detention facility. Excavation required for
the creation of the wet cell in this area will also increase the available volume for quantity control above the
3
permanent pool by about 4500m . Modification of the outlet structure was analyzed within the hydrologic
modeling in an effort to reduce peak outflows from the facility. However, modification of the outlet structure
failed to show any appreciable reduction in peak flows.
3.3.5.5
Modification to Pond ‘A’
This recommendation applies only to Alternative 4B. As mentioned earlier, in 2003, a Supplementary
Stormwater Management Report was prepared by F.J. Ternoway and Associates Ltd. for Pond ‘A’ and
existing Stolp Pond Retrofit, west of Highway 400, south of Harvie Road. This pond currently detains peak
flows for storm runoff for most of the Whiskey Creek watershed south of Harvie Road and west of Highway
400. The pond is to be expanded when additional lands south of Harvie Road are developed. Alternative 4B
proposes the outlet structure for this pond be modified in an effort to reduce the regional storm event peak
flows. Modification of the outlet structure includes the addition of a 900mm diameter orifice at elevation
293.00m, increasing the overflow weir elevation by 0.55m to elevation 297.50m and increasing the top of
berm elevation by 0.25m to elevation 298.25m.
Refer to Drawing ALT-4 at the back of this document for the proposed culvert schedule, pond details, and
floodlines associated with Alternative 4.
Although Alternative 4A and 4B provide an opportunity to improve water quality, the recommendations for
new development and/or redevelopment as outlined in Section 3.2.3 should be followed.
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W his ke y Cr ee k M as te r Dr aina ge Pla n Upda te
Environm ental Assessm ent Document
3.3.6
Alternative 5
Increase Hydraulic Capacity of Creek Channel and Culverts and
Designation of Stormwater Management Facilities
Alternative 5 is similar to Alternative 4 in that it proposes to utilize natural storage areas to detain and release
storm runoff at a lower rate. This alternative proposes to designate the natural storage areas upstream of
Yonge Street and Tollendal Mill Road as SWM Facilities. Alternative 5 also includes various channel
improvements and increases in the hydraulic capacity of road crossing culverts. Alternative 5 varies from
Alternative 4 in that the existing peak flows are used for the drainage areas east of Highway 400 as these
areas are already mostly developed. Any potential development or redevelopment within these drainage
areas would be required to provide quantity and quality controls on site, resulting in post-development flows
which will be less than or equal to the existing (i.e. pre-development) peak flows. The provision of on-site
controls for future developments in this area reduces the flows to Whiskey Creek and therefore reduces the
channel and culvert improvements required to provide the desired hydraulic capacity. For Alternative 5,
culverts and channels have been sized to convey the 100-year storm peak flow. The following sections
outline the items that are to be included in Alternative 5.
3.3.6.1
Natural Storage Area Upstream of Yonge Street
A significant storage area exists within the natural valley between Yonge Street and Little Avenue. It is
proposed to use this storage area to reduce peak flows by utilizing the box culvert at Yonge Street as a
control structure. The existing 2.4m x 1.8m concrete box culvert will be replaced with a 3.6m x 1.8m HySpan structure designed to convey the 25-year peak flows. This natural area will be designated as a SWM
facility so that this storage area can be accounted for in the hydrologic model and a reduction in peak flows
realized.
3.3.6.2
Natural Storage Area Upstream of Tollendal Mill Road
A natural storage area exists at the southeast corner of Tollendal Mill Road and Minets Point Road. A
detention pond that was constructed in early 1994 for the Tollendal Mill Road and Bay Lane Subdivisions is
located adjacent to the natural valley section within this area. The topography in this area is such that the
upper 2m of the facility is not used for quantity control. It is proposed to create a channel between the two
areas such that storm runoff impeded by Tollendal Mill Road will be allowed to enter the existing Tollendal
Mill Road Stormwater Management Facility utilizing the available storage. It is also proposed to replace the
existing 1.2m and 1.8m diameter CSP culverts with a 3m x 1.8m Hy-Span structure sized to convey the 25year peak flows.
Refer to Drawing ALT-5 at the back of this document for the proposed culvert schedule, pond details, and
floodlines associated with Alternative 5.
Alternative 5 requires that quantity control for new development or redevelopment of existing lands east of
Highway 400 be provided such that post-development flows are at or below pre-development peak flows.
This alternative does not offer a complete solution for water quality improvement. Therefore, the
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W his ke y Cr ee k M as te r Dr aina ge Pla n Upda te
Environm ental Assessm ent Document
recommendations for new development and/or redevelopment as outlined in Section 3.2.3 should be
followed.
3.4
Improvement Summary
3.4.1
Construction Improvement
All the alternatives previously discussed include various improvements within the watershed, including
channel reconstruction, culvert replacement, and modification/construction of Stormwater Management
Facilities.
Table 2 provides a summary of all improvement works for each alternative.
3.4.2
Environmental Management Strategy
A stream ecosystem is a continuum in which changes, albeit positive or negative, can affect habitat upstream
and downstream from the point of disturbance. Therefore, a watershed management strategy should
address the impacts associated with the local disturbance to the environment as well as areas far reaching
from the source.
Azimuth Environmental completed an environmental assessment along the Whiskey Creek Corridor and
indicated that the aquatic habitat assessment and fish community data sampling completed for this study
yielded positive results for the main branch of Whiskey Creek. Typically the integrity of coldwater fish
habitat, such as that found on Whiskey Creek, are negatively influenced by development, however, these
influences can be prevented if management strategies for the preservation of existing aquatic habitat
conditions are considered part of the urban planning approach.
The presence of the two indicator species in Whiskey Creek (brook trout and mottled sculpin) that both rely
on coldwater habitat for survival and successful production of offspring indicates that the most prevalent
management strategy for Whiskey Creek is to maintain the thermal characteristics for this creek system.
Water temperature is affected by several factors including solar radiation, degree of ground water upwelling,
stormwater discharge, surface runoff, quality and quantity of riparian vegetation, and base flow (to name a
few). To maintain cold water habitat in Whiskey Creek, planning and design of urban expansion in the
Whiskey Creek watershed should integrate ecosystem management as part of the planning process. To
achieve this end, planning for development should attempt to maximize tree retention to ensure adequate
shade cover of the creek to minimize solar radiation, and maintain adequate riparian buffers. In addition,
stormwater facilities should be managed to ensure that adequate attenuation of pollutants, and removal of
fines is occurring prior to discharge into the creek to maintain or improve the existing water quality conditions
in Whiskey Creek.
Through the use of effective monitoring to document detailed biological, physical and chemical components
of Whiskey Creek, impacts upon the natural environment, whether positive or negative, will not go
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City of Barrie
Whiskey Creek Master Drainage Plan Update
Environmental Assessment Document
Table 2. Summary of Improvement Works
Location
Alternative 1
"Do-Nothing"
(Future Conditions)
Existing
Outlet Channel
(Downstream of Brennan Ave.)
Brennan Avenue
Varies 2 - 5m wide
Max. 1.0m deep
Ex 3.65 x 1.8m Concrete Box
Channel between Brennan Avenue
and The Boulevard
The Boulevard
+ 2m Wide Low Flow Channel,
Ex 8m Wide Top, 1.5m Deep
Ex 1.79m x 1.35m CSP Arch
Tollendal Mill Road
Ex 1.8m Dia. CSP
Ex 1.2m Dia. CSP
N.A.
Storage Facility Upstream of Tollendal
Mill Road
BC Rail Tracks
Alternative 2
Increase Hydraulic
Capacity of Creek Channel & Culverts
100-Year
Peak Flow
(m3/s)
52.62
Regional
Peak Flow
(m3/s)
73.82
52.50
73.66
52.25
73.32
52.25
73.32
52.03
72.99
N.A.
N.A.
100-Year
Peak Flow
(m3/s)
52.62
2A
100-Year Storm
10m Flat Bottom Channel with
3:1 Sides Slopes, + 2.25m Deep
14 x 1.8m Hy-Span
52.50
8m Flat Bottom Channel with
3:1 Sides Slopes, + 2.0m Deep
7m x 1.8m Hy-Span
Construct + 4m High Berm
(Inlet of The Boulevard Culvert)
5 x 1.8m Hy-Span
52.25
52.25
52.03
N.A.
N.A.
Alternative 5
Increased Hydraulic Capacity( 100 yr) of Creek Channel
and Culvert with 25 year conveyance
@ Yonge Street and Tollendal Mill Road
Alternative 4
Creation/Modification/Designation of
Stormwater Management Facilities
Regional
Peak Flow
(m3/s)
73.82
2B
Regional Storm
15m Flat Bottom Channel with
3:1 Sides Slopes, + 2.25m Deep
Twin 9 x 1.8m Hy-Span
73.66
10-15m Flat Bottom Channel with
3:1 Sides Slopes, + 2.0m Deep
9m x 1.8m Hy-Span
Construct + 4m High Berm
(Inlet of The Boulevard Culvert)
7 x 1.8m Hy-Span
73.32
73.32
72.99
N.A.
N.A.
100-Year
Peak Flow
(m3/s)
19.25
4A
100 Year Storm
5m wide flat bottom channel, 3:1
Side Slopes, + 1.75 m Deep
6 x 1.8m Hy-Span
19.22
12.5m Flat Bottom Channel with 3:1
Side Slopes, + 1.75m deep
3m x 1.5m Hy-Span Construct + 4m High Berm
(Inlet of The Boulevard Culvert)
Ex. 1.8m dia. and 1.2m dia. CSP
19.17
19.17
19.12
Connect to existing Bay Lane Subdivision SWM Facility
Designate as Stormwater Management Facility
19.12
Regional
Peak Flow
(m3/s)
58.20
4B
Regional Storm
17.5m wide flat bottom channel, 3:1
Side Slopes, + 1.75 m Deep
14.0 x 1.8m Hy-Span
58.09
15m Flat Bottom Channel with 3:1
Side Slopes, + 1.75m deep
8m x 1.8m Hy-Span
(Inlet of The Boulevard Culvert)
Area to be graded to facilitate conveyance of flows
6 x 1.8m Hy-Span
57.86
57.86
57.63
Connect to existing Bay Lane Subdivision SWM Facility
Designate as Stormwater Management Facility
57.63
Ex 1.5m Dia. Conc. Outlet
Ex 1.5m Dia. CSP Inlet
Ex 2.4m x 1.8m Concrete Box
50.70
71.32
6 x 1.8m Hy-Span
50.70
9 x 1.8m Hy-Span
71.32
2.4 x 1.8m Hy-Span
20.12
6 x 1.8m Hy-Span
56.82
48.84
68.39
5 x 1.8m Hy-Span
48.64
9 x 1.8m Hy-Span
68.39
Ex. 2.4 x 1.8m Hy-Span
19.50
7 x 1.8m Hy-Span
54.33
Storage Facility upstream of Yonge Street
Channel between Little Avenue and
Yonge Street
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
Existing Low Flow Channel to Remain and
50m Wide Floodplain to be Constructed
N.A.
N.A.
N.A.
Existing Low Flow Channel to Remain and
50m Wide Floodplain to be Constructed
N.A.
N.A.
Designate area as SWM Facility
Existing Low Flow Channel to Remain and 50m Wide
Floodplain to be Constructed
19.5
35.31
Designate area as SWM Facility
Existing Low Flow Channel to Remain and 50m Wide
Floodplain to be Constructed
54.33
55.28
Little Avenue
Modification of Southgate Subdivision
Detention Pond
Channel downstream of Huronia Road
Ex 6m Hy-Span
N.A.
12.5 x 1.8 Hy-Span
N.A.
47.61
N.A.
Twin 8 x 1.8 Hy-Span
N.A.
65.88
N.A.
35.31
35.31
55.28
55.28
14.93
13 x 1.8m Hy-Span
Quantity = 4,500 m3
Quality = 7,500 m3
23m wide bottom floodplain, 3:1 side slopes,
narrowing to a 1m wide 0.5m deep low flow
channel and 15m wide bottom floodplain
9 x 1.8m Hy-Span
5 x 1.8m Hy-Span
Existing 3.65 x 1.8m Conc. Box
Quantity = 280,000 m3
2
Up to 1.35m Dia. sewer from Little Ave. to 550m south
2.4 x 1.2m Hy-Span
15m wide flat bottom Channel
berm on building side of channel (Top=268.25)
Yonge Street
Huronia Road
BC Rail
McConkey Place
Storage Facility within Lackie's Bush
Bayview Drive 100-year Storm Sewer
Bayview Drive (north of Mollard Court)
Channel around Radio Shack
1m wide low flow channel,
minimal overbank, narrowing to
a 2m wide 1.5m deep channel
Ex Twin 1.8m Dia. CSP
Ex 1.2m Dia. Conc.
Ex 3.65m x 1.8m Conc box
N.A.
N.A.
Ex 1.2 Dia. CSP
Ex ± 5m Wide Flat Bottom,
1.3m Deep
47.61
N.A.
65.88
N.A.
N.A.
N.A.
23m wide floodplain bottom, 3:1 side slopes
35.13
35.12
35.12
29.21
N.A.
N.A.
12.20
51.19
51.19
43.60
N.A.
N.A.
7.08
35.12
35.12
29.21
N.A.
N.A.
12.20
14.93
26.45
8 x 1.8 Hy-Span
3.6 x 1.8 Hy-Span
Existing 3.65 x 1.8m Conc box
N.A.
N.A.
2.4 x 1.2m Hy-Span
10m wide flat bottom Channel
Berm on building side of channel (Top=268.50m)
14.93
1m high retaining wall along Little Ave
Top of wall + 240.00m, 23m
wide floodplain bottom, 3:1 side slopes
9 x 1.8 Hy-Span
6 x 1.8 Hy-Span
Existing 3.65 x 1.8m Conc box
N.A.
N.A.
2.4 x 1.2m Hy-Span
12m wide flat bottom Channel
berm on building side of channel (Top = 268.75m)
26.45
9 x 1.8m Hy-Span
Quantity = 4,500 m3
Quality = 7,500 m3
23m wide bottom floodplain, 3:1 side slopes,
narrowing to a 1m wide 0.5m deep low flow
channel and 15m wide bottom floodplain
6 x 1.5m Hy-Span
3 x 1.5m Hy-Span
Existing 3.65 x 1.8m Conc box
Quantity = 280,000 m3
Up to 1.35m Dia. sewer from Little Ave. to 550m south
2.4 x 1.2m Hy-Span
15m wide flat bottom Channel
berm on building side (Top=268.25)
51.19
51.19
51.19
43.60
N.A.
N.A.
7.08
25.86
25.86
25.86
12.29
11.2
3.69
12.2
41.93
41.93
41.93
34.55
31.74
N.A.
7.08
22.56
Bayview Drive (north of Big Bay Point Rd)
Ex Twin 1.63m x 1.12m CSP Arch
15.76
26.39
3.6 x 1.8m Hy-Span
15.76
7 x 1.8m Hy-Span
26.39
3.6 x 1.8m Hy-Span
15.76
6 x 1.8m Hy-Span
22.75
BC Rail
Fairview Road
Ex Twin 1.5m Dia. CSP
Ex 1.2m x 1.2m Conc box
13.28
8.27
25.31
23.20
13.28
8.27
3 x 1.8m Hy-Span
4 x 1.5m Hy-Span
25.31
23.20
5.94
22.02
5.94
Existing 1.2 x 1.2m Hy-Span and proposed
2.4 x 1.8m Hy-Span
22.02
3 x 1.8m Hy-Span
Existing 1.2 x 1.2m Conc box and proposed
1950mm Concrete Pipe
Existing 1.2 x 1.2m Conc box and proposed
1950mm Dia. Conc.
21.73
19.72
Ex 1.2 x 1.2m Conc box
Existing Twin 1.5m CSP
Existing 1.2 x 1.2m Conc box and proposed
1200mm Dia. Concrete Pipe
Existing 1.2m x 1.2m Conc box and proposed
2.4 x 1.8m Hy-Span1
13.28
8.27
Highway 400
Ex. Twin 1.5m dia. CSP
Ex. 1.2x 1.2m Conc box and proposed
1200mm Dia. Concrete Pipe
Existing 1.2 x 1.2m Con box and proposed
2.4 x 1.8m Hy-Span1
Harvie Road ( East of Bryne Dr)
1m wide low flow channel,
minimal overbank, narrowing to
a 2m wide 0.6m deep channel
Ex 1.2m Dia. CSP
Bryne Drive (Future), at pond A outlet
Channel between Harvie road Culvert and
Highway 400
5.94
18.70
22.02
7m flat bottom channel with 3:1 side slopes
5.94
7m flat bottom channel with 3:1 side slopes
22.02
7m flat bottom channel with 3:1 side slopes
5.94
7m flat bottom channel with 3:1 side slopes
18.70
3.21
16.25
3.6 x 1.5m Hy-Span
3.21
3.6 x 1.5m Hy-Span
16.25
3.6 x 1.5m Hy-Span
3.21
3.6 x 1.5m Hy-Span
13.53
N.A.
1.37
14.34
3.6 x 1.5m Hy-Span1
1.37
3.6 x 1.5m Hy-Span
14.34
3.6 x 1.5m Hy-Span1
1.37
3.6 x 1.5m Hy-Span
11.99
SWM Pond A - Modifications
N.A.
1.37
14.34
N.A.
1.37
N.A.
14.34
N.A.
1.37
11.99
Harvie Road ( West of Bryne Drive or at
Bryne Dr.)
Ex 600mm dia csp
1.52
4.22
N.A.
N.A.
N.A.
N.A.
N.A.
N.A
Modify Outlet Structure
Raise berm height by 0.25m.
N.A
N.A.
N.A.
N.A.
SWM Pond B (Future)
N.A.
Notes:
Unless indicated, all new structures assume the removal of the existing structure.
1.
Sized to convey Regional peak flow
2.
Designed for 100-year peak flow
3.
All Concrete structures are to be high span or open bottom
0.76
3.58
1
1350mm Dia Concrete Storm sewer
Quantity = 16,500 m
Quality = 6,500 m3
3
1.52
0.76
1
1350mm Dia Concrete Storm sewer
Quantity = 16,500 m
Quality = 6,500 m3
3
4.22
3.58
1
1350mm Dia Concrete Storm sewer
Quantity = 16,500 m
Quality = 6,500 m3
3
1.52
0.76
1
1350mm Dia Concrete Storm sewer
Quantity = 16,500 m
Quality = 6,500 m3
3
Regional
Peak Flow
(m3/s)
26.74
71.08
26.72
70.94
26.67
70.63
26.67
70.63
26.62
70.28
Connect to existing Bay Lane Subdivision SWM
Facility designate as SWM facility
26.62
70.28
8.5m Flat Bottom Channel
9 x 1.8m HY-Span
7.5m Flat Bottom Channel
8m x 1.5m HY-Span
(Inlet of The Boulevard Culvert), Area to be
graded to facilitate conveyance of flow
3 x 1.8m Hy-Span
3 x 1.8m Hy-Span
27.75
68.86
3.6 x 1.8m Hy-Span
27.00
66.13
Designate area as SWM Facility
27.00
66.13
Existing Low Flow Channel to Remain and 50m
wide flood plain to be constructed
36.06
64.42
9 x 1.8 Hy-Span
36.06
64.42
N.A.
N.A.
N.A.
26.33
50.69
26.33
26.33
19.98
N.A.
N.A.
7.47
50.69
50.69
43.34
N.A.
N.A.
6.58
12.35
26.54
3.6 x 1.8m Hy Span
12.73
26.51
Existing Twin 1.5m CSP
Existing 1.2 x 1.2m Conc. Box and proposed
1200 Dia concrete pipe
Existing 1.2m x 1.2m Conc. Box and proposed
11.32
25.39
7.29
23.25
5.94
22.02
5.94
22.02
4.5 x 1.2m Hy-Span. Box
4.57
20.20
4.5 x 1.5m Hy-Span. Box1, to be established in
the Bryne Dr. Master Plan Update.
4.57
20.20
1.36
14.34
4.22
23m wide bottom floodplain, 3:1 side slopes,
narrowing to a 1m wide 0.5m deep low flow
channel and 15m wide bottom floodplain
6 x 1.5 Hy-Span
3.0 x 1.5 Hy-Span
Existing 3.65 x 1.8m Conc. Box
N.A.
N.A.
2.4 x 1.2m Hy-Span
5m wide flat bottom Channel,
15m width at top of banks,
berm on building side of channel (Top=268.25)
6.0 x 1.8 Hy-Span
5.94
Harvie Road storm sewer
100-Year
Peak Flow
(m3/s)
5
1
N.A.
N.A.
N.A.
1.8 x 0.8mHy-Span1, subject to completion of
the Bryne Drive Mster Plan Update
1.52
4.22
N.A.
N.A.
N.A.
0.75
3.58
3.58
Quantity = 16,500 m3
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
BARRIE CREEKS STUDY AREA
SWMF RETROFIT OPPORTUNITIES
April 2, 2014
Management Unit
Sophia Creek
Kidds Creek
Hotchkiss Creek
Whiskey Creek
Dyments Creek
Management Unit 1
SWMF ID
SP1
SP3
KD1
KD3
KD6
HT6
WK1
WK4
DY2
HR1
SWMF Location
Southwest of St.Vincent Street and north of Grove Street East
Southeast of Highway 400 and north of Ottaway Ave.
Southwest of Bayfield Street between Coulter Street and Highway 400
North corner of Highway 400 and Sunnidale Road.
South of Sunnidale Road and northeast of Irwin Drive
North corner of Livingstone Street West and Ford Street.
Between Morrow Road and Highway 400 north of Essa Road
Between Patterson Road and Highway 400 east of Philips Street
West of Patterson Road between Tiffin Street and Philips Street
West of Bryne Drive, South of Ardagh
North of Ardagh Road
North of Big Bay Point Road and between Huronia Road and Pickett Crescent
Southeast corner of Montserrand Street and Beacon Road
Northeast corner of Chieftan Crescent
Northwest corner of Herrell Avenue and Firman Drive
South of Tollendal Mill Road and west of Wallwin's Way
Northwest of McVeigh Drive and south of Cundles Road West .
West. of Minet's Point Road, between Burton Avenue and Lakeshore Drive
1) City of Barrie Secondary Plan, Background Studies & Infrastructure Master Plan Intensification & Annexed Lands. Amec (October 2013).
Exsisting SWMF
Type of SWMF
Retrofit
Opportunity No.
Feasible Treatment Level
Yes
Yes
No
Yes
Yes
Yes
No
No
No
Yes
No
No
No
No
Yes
Yes
Yes
Yes
Dry Pond (Online)
Dry Pond
Wet Pond
Dry Pond (Online)
Dry Pond
Dry Pond
Wet Pond
Wet Pond
Wet Pond
Dry Pond/Infiltration
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Dry Pond
Wetland
Dry Pond
Dry Pond
4
8
17
14
13
11
44
39
38
3
55
26
42
40
25
20
15
28
Constrained
Constrained
Enhanced
Enhanced
Constrained
Normal
Enhanced
Enahnced
Enhanced
Enhanced
Enahnced
Basic
Enhanced
Enhanced
Enhanced
Normal
Enhanced
Basic
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
BARRIE CREEKS STUDY AREA
SWMF RETROFIT OPPORTUNITIES EVALUATION
April 22, 2014
Physical Environment
Management Unit
Sophia Creek
Kidds Creek
Hotchkiss Creek
Whiskey Creek
Dyments Creek
Management Unit 1
Rank SWMF ID
7
1
9
11
2
3
8
10
13
3
14
12
12
15
5
6
3
4
SP1
SP3
KD1
KD3
KD6
HT6
WK1
WK4
DY2
HR1
SWMF Location
Southwest of St.Vincent Street and north of Grove Street East
Southeast of Highway 400 and north of Ottaway Ave.
Southwest of Bayfield Street between Coulter Street and Highway 400
North corner of Highway 400 and Sunnidale Road.
South of Sunnidale Road and northeast of Irwin Drive
North corner of Livingstone Street West and Ford Street.
Between Morrow Road and Highway 400 north of Essa Road
Between Patterson Road and Highway 400 east of Philips Street
West of Patterson Road between Tiffin Street and Philips Street
West of Bryne Drive, South of Ardagh
North of Ardagh Road
North of Big Bay Point Road and between Huronia Road and Pickett Crescent
Southeast corner of Montserrand Street and Beacon Road
Northeast corner of Chieftan Crescent
Northwest corner of Herrell Avenue and Firman Drive
South of Tollendal Mill Road and west of Wallwin's Way
Northwest of McVeigh Drive and south of Cundles Road West .
West. of Minet's Point Road, between Burton Avenue and Lakeshore Drive
Type of SWMF
Dry Pond
Dry Pond
Wet Pond
Dry Pond
Dry Pond
Dry Pond
Wet Pond
Wet Pond
Wet Pond
Dry Pond
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Dry Pond
Wetland
Dry Pond
Dry Pond
Existing SWM Facility
Yes
Yes
No
Yes
Yes
Yes
No
No
No
Yes
No
No
No
No
Yes
Yes
Yes
Yes
Sophia Creek
Kidds Creek
Hotchkiss Creek
Whiskey Creek
Dyments Creek
Management Unit 1
Rank SWMF ID
7
1
9
11
2
3
8
10
13
3
14
12
12
15
5
6
3
4
SP1
SP3
KD1
KD3
KD6
HT6
WK1
WK4
DY2
HR1
SWMF Location
Southwest of St.Vincent Street and north of Grove Street East
Southeast of Highway 400 and north of Ottaway Ave.
Southwest of Bayfield Street between Coulter Street and Highway 400
North corner of Highway 400 and Sunnidale Road.
South of Sunnidale Road and northeast of Irwin Drive
North corner of Livingstone Street West and Ford Street.
Between Morrow Road and Highway 400 north of Essa Road
Between Patterson Road and Highway 400 east of Philips Street
West of Patterson Road between Tiffin Street and Philips Street
West of Bryne Drive, South of Ardagh
North of Ardagh Road
North of Big Bay Point Road and between Huronia Road and Pickett Crescent
Southeast corner of Montserrand Street and Beacon Road
Northeast corner of Chieftan Crescent
Northwest corner of Herrell Avenue and Firman Drive
South of Tollendal Mill Road and west of Wallwin's Way
Northwest of McVeigh Drive and south of Cundles Road West .
West. of Minet's Point Road, between Burton Avenue and Lakeshore Drive
Type of SWMF
Dry Pond
Dry Pond
Wet Pond
Dry Pond
Dry Pond
Dry Pond
Wet Pond
Wet Pond
Wet Pond
Dry Pond
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Dry Pond
Wetland
Dry Pond
Dry Pond
Maximum Score
Criteria Weight
0
1
0
0
1
1
0
0
0
1
0
0
0
0
1
1
1
1
City
City
City
City
City
City
Private
Private
Private
City
City
City
Private
Private
City
City
City
Private
Online/Offline
2
2
2
2
2
2
0
0
0
2
2
2
0
0
2
2
2
0
Online
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
Offline
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Impact to
Existing
V 2t ti
3
1
0
2
2
3
2
2
2
0
1
1
3
2
1
2
2
Natural Feature
Adjacency
Natural Environment
Linkage
Potential
Opportunity Fisheries Impact
1
1
0
0
1
1
1
1
1
0
0
0
0
1
1
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
1
2
0
0
3
1
2
2
2
2
2
1
2
2
2
2
3
0
Potential for Thermal Impacts
Type
Warm
Warm
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Cold
Score
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Existing SWMF (Yes/No)
City / MTO / Private
Online/Offline
kg of P Reduction
Impact (Yes/No)
Sensitive/Non
Sensitive
Opportunity
(Yes/No)
Impact Potential
Cold/Warm
1
3
2
3
1
3
5
5
3
2
1
1
1
1
3
3
1
3
Social Environment
Economic Environment
Capital Cost
$
$/kg P
$1,242,050
$97,255
$531,860
$65,588
$1,147,200
$158,730
$330,660
$104,762
$189,473
$62,915
$600,000
$75,472
$672,901
$233,464
$632,616
$236,216
$293,671
$193,189
$582,000
$158,730
$198,000
$104,762
$122,310
$62,791
$583,924
$158,438
$336,252
$183,792
$359,766
$104,762
$147,600
$75,472
$383,130
$104,762
$1,041,845
$124,328
Evaluation Criteria
Maximum Score
Criteria Weight
Management Unit
Land Ownership
P Removal Opportunity
kg
Score
12.8
5
8.1
4
7.2
4
3.2
2
3
2
8
4
2.9
1
2.7
1
1.5
0
3.7
2
1.9
0
1.9
0
3.7
2
1.8
0
3.4
2
2
0
3.7
2
8.4
4
Evaluation Criteria
Loss of
Recreational
U0
1
0
1
1
0
1
1
1
1
1
0
1
1
0
1
0
1
Adjacent Land Uses
RES
HWY, IND & RES
OS & COM
RES & EP
RES & INS
INS & RES
IND & OS
RES
RES
COM
IND, RES & INS
IND & INS
RES & IND
RES & IND
COM & RES
OS & RES
RES & OS
0
1
2
1
1
1
3
3
3
3
0
2
2
0
1
1
1
3
COM
Source 1:
Score
2
3
1
2
3
3
0
0
0
1
2
3
1
0
2
3
2
1
16.3
27.0
13.7
13.0
22.3
20.3
14.0
13.3
12.3
20.3
12.0
12.7
12.7
10.0
18.3
17.7
20.3
19.3
Loss (Yes/No)
Adjacent Land Use
$/kg of P Reduction
Total Score
1
2
3
3
3
3
32
-
Appendix E - Stormwater Management Retrofit Assessment (Staff Report
No.: ENG015-09). City of Barrie (February 2009)
Total Score
Note 1:
RES - Residential, COM - Commercial, IND - Industrial, INS - Institutional,
HWY - Highway, OP - Open Space, EP - Environmental Protection
Note 2:
Scores for each Evaluation Criteria are normalized by dividing by the Maximum Score
before being multiplied by the Criteria Weight and then summed to get the Total Score for the
Retrofit Opportunity.
Note 3:
Scoring System - Refer to Appendix E - Stormwater Management Retrofit Assessment for
full explanation of scoring system.
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
BARRIE CREEKS STUDY AREA
SWMF RETROFIT OPPORTUNITIES EVALUATION
JULY 24, 2014
EVALUATION CRITERIA
1) RES - Resedential
2) Existing SWM Facility
Is there an existing SWM
facility?
COM - Commercial
Score
3) Land Ownership
Retrofit Opportunity Value
5) Online / Offline
Facility Type
Value Score
INS - Institutional
Yes
1
City
2
>= 12 kg
5
Offline
1
HWY - Highway
No
0
Other Public Body
Private
1
< 12 kg, >=7 kg
4
Online
0
IND - Industrial
OS - Open Space
Score
4) Phosphorus Remnoval Opportunity
Potential Phosphorus
Score
Removal (kg)
0
EP - Environmental Protection
8) Linkage Opportunity
Linkage Opportunity
Retrofit would create a
Otherwise
Score
1
0
9) Thermal Impacts to Downstream (receiving) Watercourse
Retrofit Opportunity Value
Value Score
Warm water
1
Cold water
0
10) Potential Fisheries Impact
Potential Fisheries Impact
Ponds with some
distance or a barrier to
the watercourse
3
2
Presence of SAR fish and
mussels or online
coldwater stream
opportunities
3
2
< 3 kg, >= 2 kg
1
< 2 kg
0
1
0
Adjacent Land Use
Classification
Value Score
Industrial/commercial
3
Park / Open Space /
Institutional
Non-sensitive natural
feature within 50m of
SWM boundary
Sensitive natural feature
(wetland) within 50m of
SWM boundary OR Any
natural feature (or portion)
within SWM boundary
12) Loss of Park Land Uses
11) Adjacent Land Use
Value Score
Ponds with creeks nearby
Warm water stream
online opportunities
< 7 kg, >=4 kg
< 4 kg, >= 3 kg
6) Natural Feature Adjacency
Adjacency of Natural
Features
7) Impact to Existing Vegetation
Score
1
0
13) Capital Cost
Capital Cost
Score
< $80,000 / kg
3
2
>= $80,000 / kg,
<$120,000 / kg
2
Residential, existing
quantity control pond
1
>= $120,000 / kg,
<$180,000 / kg
1
Residential, no existing
pond
0
>= $180,000 / kg
0
Loss of Parkland
Value Score
No
1
Yes
0
Impact to Existing Trees
Score
None (0 % tree cover)
3
Minor (0 – 25% tree
cover)
2
Moderate (25 – 60% tree
cover)
1
Significant (>60% tree
cover)
0
Notes:
Sources:
Management
Unit 5
Hewitts Creek
Management
Unit
City
City
City
City
City
City
City
City
City
HW01
HW04
HW05
HW06
HW08
HW09
HW10
BY01
BY03*
Wet Pond
Wet Pond/OGS
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Wet Pond
Type of SWMF
1,280
7,468
4,647
14,325
2,815
-
Permanent Pool Volume
* SWMF misidentified in City of Barrie SWMF Database
4) Storm Pond Database (SWM reports, Certificates of Approval, Design Drawings, etc.) supplied by the City of Barrie.
5) City of Barrie Secondary Plan, Background Studies & Infrastructure Master Plan Intensification & Annexed Lands . Amec (October 2013).
3) Appendix E - Stormwater Management Retrofit Assessment (Staff Report No.: ENG015-09) . City of Barrie (February 2009)
2) Lake Simcoe Basin Stormwater Management and Retrofit Opportunities . Lake Simcoe Region Conservation Authority (2007).
3,979
1,850
13,600
7,515
30,735
4,495
9,899
3,979
12,162
3,656
Asset Management Plan
3
Storage Volume (m )
Active Storage Volume
MOE Certificate of Approval
1) City of Barrie Asset Management Plan Storm Water Management Facilities (SWMF) . GHD (December, 2012).
Ownership
SWMF ID
LOVERS CREEK, HEWITTS CREEK AND ANNEXATION LANDS STUDY AREA
SWMF INVENTORY
MARCH 21, 2014
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
1,850
22,168
10,843
30,900
1,595
13,555
Drainage Plans / SWM
Reports
62.8
37.3
111.4
11.5
36.5
MOE Certificate of
Approval
Drainage Area (ha)
9.0
10.2
62.8
37.3
111.4
6.8
33.9
Drainage Plans / SWM
Reports
-
Assessment of SWMF
No Risk
High Risk
High Risk
High Risk
No Risk
No Risk
No Risk
No Risk
WHPA Risk
Normal
Enhanced
Enhanced
Enhanced
Enhanced
Enhanced
-
Level of Water
Quality Control
Provided
No
No
No
No
No
No
No
No
No
Retrofit
Opportunity No.
-
Retrofit
Priority
-
Feasible Treatment
Level
LV1
LV3
LV5
LV7
LV10
LV12
LV13
LV18
-
SWMF ID
Drainage easement south of Ellis Drive
South corner of Cox Mill Road and Hurst Drive
East of Welham Drive. and North of Mapleview Drive.
West of Bayview Drive and north of Saunders Road.
West of Bayview Drive, North of Salem Road
Northwest corner of Cox Mill Road and Mary Anne Drive
East of Welham Road and north of Saunders Road.
Northeast corner of Macmillan Crescent and Tomlin Crescentt.
Southeast corner of Chalmers Drive and Loon Avenue
Southeast corner of Walnut Crescent
SWMF Location
1) City of Barrie Secondary Plan, Background Studies & Infrastructure Master Plan Intensification & Annexed Lands. Amec (October 2013).
Hewitts Creek
Lovers Creek
Management Unit
LOVERS CREEK, HEWITTS CREEK AND ANNEXATION LANDS STUDY AREA
SWMF RETROFIT OPPORTUNITIES
April 2, 2014
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
Exsisting SWMF
Wet Pond
Wet Pond
Dry Pond
Dry Pond (Online)
Dry Pond (Online)
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Wet Pond
Type of SWMF
67
68
31
45
65
37
32
21
24
27
Retrofit
Opportunity No.
Constrained
Normal
Enhanced
Basic
Basic
Constrained
Enhanced
Constrained
Basic
Enhanced
Feasible Treatment Level
LV1
LV3
LV5
LV7
LV10
LV12
LV13
LV18
-
SWMF ID
LV1
LV3
LV5
LV7
LV10
LV12
LV13
LV18
-
5
1
3
7
4
3
3
6
2
8
Rank
5
1
3
7
4
3
3
6
2
8
Hewitts Creek
Management Unit
Hewitts Creek
Lovers Creek
Lovers Creek
SWMF ID
Rank
Management Unit
Drainage easement south of Ellis Drive
South corner of Cox Mill Road and Hurst Drive
East of Welham Drive. and North of Mapleview Drive.
West of Bayview Drive and north of Saunders Road.
West of Bayview Drive, North of Salem Road
Northwest corner of Cox Mill Road and Mary Anne Drive
East of Welham Road and north of Saunders Road.
Northeast corner of Macmillan Crescent and Tomlin Crescent.
Southeast corner of Chalmers Drive and Loon Avenue
Southeast corner of Walnut Crescent
SWMF Location
Drainage easement south of Ellis Drive
South corner of Cox Mill Road and Hurst Drive
East of Welham Drive. and North of Mapleview Drive.
West of Bayview Drive and north of Saunders Road.
West of Bayview Drive, North of Salem Road
Northwest corner of Cox Mill Road and Mary Anne Drive
East of Welham Road and north of Saunders Road.
Northeast corner of Macmillan Crescent and Tomlin Crescent.
Southeast corner of Chalmers Drive and Loon Avenue
Southeast corner of Walnut Crescent
SWMF Location
LOVERS CREEK, HEWITTS CREEK AND ANNEXATION LANDS STUDY AREA
SWMF RETROFIT OPPORTUNITIES EVALUATION
April 22, 2014
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
Maximum Score
Criteria Weight
Wet Pond
Wet Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Wet Pond
$/kg of P Reduction
3
3
Adjacent Land Use
3
3
3
1
3
3
3
1
3
1
1
0
1
2
IND
COM & RES
IND & EP
COM & IND
IND
RES & OS
IND & EP
OS & RES
RES & EP
RES
Loss (Yes/No)
1
1
1
1
1
1
1
1
1
1
$/kg P
$38,911
$75,472
$158,730
$106,047
$106,047
$35,329
$158,730
$75,356
$62,791
$104,762
Score
3
3
1
2
2
3
1
3
3
2
5
5
-
32
Total Score
19.3
23.3
21.3
17.0
21.0
21.3
21.3
17.7
22.0
15.0
Total Score
kg of P Reduction
1
3
1
1
1
0
0
1
1
1
1
1
P Removal Opportunity
kg
Score
2
0
11.8
4
2
1
5.8
3
11.6
4
2.3
1
3.2
2
1
0
2.8
1
6.7
3
Evaluation Criteria
Online/Offline
Offline
Offline
Offline
Online
Online
Offline
Offline
Offline
Offline
Offline
Online/Offline
Economic Environment
Capital Cost
$
$77,044
$888,000
$318,900
$619,704
$1,231,200
$80,619
$500,880
$76,393
$176,985
$697,554
Evaluation Criteria
2
3
2
2
2
2
2
2
2
2
2
2
City / MTO / Private
City
City
City
City
City
City
City
City
City
City
1
3
0
1
1
1
1
1
1
1
1
0
Physical Environment
Land Ownership
Existing SWMF (Yes/No)
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
Existing SWM Facility
Social Environment
Type of SWMF Loss of Parkland
Adjacent Land Uses
Uses
Maximum Score
Criteria Weight
Wet Pond
Wet Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Dry Pond
Wet Pond
Type of SWMF
Note 3:
Note 2:
Note 1:
Source 1:
3
2
Impact (Yes/No)
2
2
2
0
3
2
2
1
3
0
Impact to
Existing Trees
3
3
Impact Potential
3
2
3
1
1
3
2
1
2
2
full explanation of scoring system.
Scoring System - Refer to Appendix E - Stormwater Management Retrofit Assessment for
Retrofit Opportunity.
before being multiplied by the Criteria Weight and then summed to get the Total Score for the
Scores for each Evaluation Criteriaa are normalized by dividing by the Maximum Score
HWY - Highway, OP - Open Space, EP - Environmental Protection
RES - Residential, COM - Commercial, IND - Industrial, INS - Institutional,
No.: ENG015-09). City of Barrie (February 2009)
1
3
Cold/Warm
Potential for Thermal Impacts
Type
Score
Cold
0
Cold
0
Cold
0
Cold
0
Cold
0
Cold
0
Cold
0
Cold
0
Cold
0
Cold
0
Appendix E - Stormwater Management Retrofit Assessment (Staff Report
1
1
Opportunity
(Yes/No)
Sensitive/Non
Sensitive
1
1
0
0
0
0
0
0
0
1
1
0
Potential
Fisheries Impact
Natural Environment
Linkage
Opportunity
1
1
1
0
1
1
1
0
1
0
Natural Feature
Adjacency
Score
1
0
Linkage Opportunity
Retrofit would create a
linkage of 2 non-sensitive
natural features
Otherwise
8) Linkage Opportunity
EP - Environmental Protection
Cold water
Warm water
0
1
9) Thermal Impacts to Downstream (receiving) Watercourse
Retrofit Opportunity
Value Score
Value
0
No
HWY - Highway
OS - Open Space
1
Score
Yes
2) Existing SWM Facility
Is there an existing SWM
facility?
INS - Institutional
IND - Industrial
COM - Commercial
1) RES - Resedential
EVALUATION CRITERIA
LOVERS CREEK, HEWITTS CREEK AND ANNEXATION LANDS STUDY AREA
SWMF RETROFIT OPPORTUNITIES EVALUATION
JULY 24, 2014
BARRIE COMPREHENSIVE STORMWATER MANAGEMENT MASTER PLAN
CCTA PROJECT No.: 114001
Presence of SAR fish
and mussels or online
coldwater stream
opportunities
Warm water stream
online opportunities
Ponds with creeks
nearby
Ponds with some
distance or a barrier to
the watercourse
10) Potential Fisheries Impact
Potential Fisheries
Impact
Other Public Body
Private
City
3) Land Ownership
Retrofit Opportunity
Value
0
< 2 kg
0
1
2
3
Residential, no existing
pond
Residential, existing
quantity control pond
Park / Open Space /
Institutional
Industrial/commercial
Adjacent Land Use
Classification
0
1
2
3
Value Score
1
< 3 kg, >= 2 kg
11) Adjacent Land Use
2
< 4 kg, >= 3 kg
Value Score
3
< 7 kg, >=4 kg
4
< 12 kg, >=7 kg
5
0
>= 12 kg
4) Phosphorus Remnoval Opportunity
Potential Phosphorus
Score
Removal (kg)
1
2
Score
Yes
No
Loss of Parkland
12) Loss of Park Land Uses
Online
Offline
Facility Type
5) Online / Offline
0
1
Value Score
0
1
Value Score
>= $180,000 / kg
>= $120,000 / kg,
<$180,000 / kg
>= $80,000 / kg,
<$120,000 / kg
< $80,000 / kg
Capital Cost
13) Capital Cost
Sensitive natural feature
(wetland) within 50m of
SWM boundary OR Any
natural feature (or
portion) within SWM
boundary
Non-sensitive natural
feature within 50m of
SWM boundary
6) Natural Feature Adjacency
Adjacency of Natural
Features
0
1
2
3
Score
0
1
Score
Significant (>60% tree
cover)
Moderate (25 – 60% tree
cover)
Minor (0 – 25% tree
cover)
None (0 % tree cover)
Impact to Existing Trees
7) Impact to Existing Vegetation
0
1
2
3
Score
APPENDIX F:
OVERLAND FLOW CALCULATIONS
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Feb 2 2016
3 Lane Configuration
User-defined
Invert Elev (m)
Slope (%)
N-Value
= 1.0000
= 0.0200
= 0.020
Calculations
Compute by:
Known Depth (m)
Known Depth
= 0.2480
Highlighted
Depth (m)
Q (cms)
Area (sqm)
Velocity (m/s)
Wetted Perim (m)
Crit Depth, Yc (m)
Top Width (m)
EGL (m)
=
=
=
=
=
=
=
=
0.2480
0.5342
3.0128
0.1773
23.9667
0.1189
23.8620
0.2496
(Sta, El, n)-(Sta, El, n)...
( 0.0000, 1.2480)-(0.5000, 1.2380, 0.032)-(2.5000, 1.1980, 0.013)-(4.9000, 1.1500, 0.032)-(5.1000, 1.0000, 0.013)-(12.0000, 1.1380, 0.013)-(18.9000, 1.0000, 0.013
-(19.1000, 1.1500, 0.013)-(26.0000, 1.2920, 0.032)
Elev (m)
Depth (m)
Section
1.6000
0.6000
1.4500
0.4500
1.3000
0.3000
1.1500
0.1500
1.0000
0.0000
0.8500
-0.1500
0.7000
-0.3000
-3
0
3
6
9
12
15
Sta (m)
18
21
24
27
30
33
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Feb 2 2016
5 Lane Configuration
User-defined
Invert Elev (m)
Slope (%)
N-Value
= 1.0000
= 0.0200
= 0.017
Calculations
Compute by:
Known Depth (m)
Known Depth
= 0.2180
Highlighted
Depth (m)
Q (cms)
Area (sqm)
Velocity (m/s)
Wetted Perim (m)
Crit Depth, Yc (m)
Top Width (m)
EGL (m)
=
=
=
=
=
=
=
=
0.2180
0.4558
2.6646
0.1711
29.1057
0.1128
29.0000
0.2195
(Sta, El, n)-(Sta, El, n)...
( 0.0000, 1.2180)-(3.4000, 1.1500, 0.032)-(3.6000, 1.0000, 0.013)-(15.0000, 1.2280, 0.013)-(26.4000, 1.0000, 0.013)-(26.6000, 1.1500, 0.013)-(27.6000, 1.1700, 0.0
-(29.6000, 1.2100, 0.013)-(30.1000, 1.2200, 0.032)
Elev (m)
Depth (m)
Section
1.6000
0.6000
1.4500
0.4500
1.3000
0.3000
1.1500
0.1500
1.0000
0.0000
0.8500
-0.1500
0.7000
-0.3000
-3
0
3
6
9
12
15
18
Sta (m)
21
24
27
30
33
36
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Feb 2 2016
5 Lane Configuration
User-defined
Invert Elev (m)
Slope (%)
N-Value
= 1.0000
= 0.0200
= 0.016
Calculations
Compute by:
Known Depth (m)
Known Depth
= 0.1900
Highlighted
Depth (m)
Q (cms)
Area (sqm)
Velocity (m/s)
Wetted Perim (m)
Crit Depth, Yc (m)
Top Width (m)
EGL (m)
=
=
=
=
=
=
=
=
0.1900
0.3231
1.9310
0.1673
23.5046
0.0975
23.4000
0.1914
(Sta, El, n)-(Sta, El, n)...
( 0.0000, 1.2180)-(3.4000, 1.1500, 0.032)-(3.6000, 1.0000, 0.013)-(15.0000, 1.2280, 0.013)-(26.4000, 1.0000, 0.013)-(26.6000, 1.1500, 0.013)-(27.6000, 1.1700, 0.0
-(29.6000, 1.2100, 0.013)-(30.1000, 1.2200, 0.032)
Depth of 0.19 m corresponds to maximum depth of ponding that
allows for one lane of traffic to remain open
Elev (m)
Depth (m)
Section
1.6000
0.6000
1.4500
0.4500
1.3000
0.3000
1.1500
0.1500
1.0000
0.0000
0.8500
-0.1500
0.7000
-0.3000
-3
0
3
6
9
12
15
18
Sta (m)
21
24
27
30
33
36
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Feb 2 2016
7 Lane Configuration
User-defined
Invert Elev (m)
Slope (%)
N-Value
= 1.0000
= 0.0200
= 0.017
Calculations
Compute by:
Known Depth (m)
Known Depth
= 0.2180
Highlighted
Depth (m)
Q (cms)
Area (sqm)
Velocity (m/s)
Wetted Perim (m)
Crit Depth, Yc (m)
Top Width (m)
EGL (m)
=
=
=
=
=
=
=
=
0.2180
0.4538
2.6646
0.1703
29.1057
0.1128
29.0000
0.2195
(Sta, El, n)-(Sta, El, n)...
( 0.0000, 1.2180)-(3.4000, 1.1500, 0.032)-(3.6000, 1.0000, 0.013)-(18.2000, 1.2920, 0.013)-(32.8000, 1.0000, 0.013)-(33.0000, 1.1500, 0.013)-(34.5000, 1.1800, 0.0
-(36.5000, 1.2200, 0.013)-(37.0000, 1.2300, 0.032)
Depth of 0.25 m corresponds to maximum depth of ponding that
allows for one lane of traffic to remain open
Elev (m)
Depth (m)
Section
1.6000
0.6000
1.4500
0.4500
1.3000
0.3000
1.1500
0.1500
1.0000
0.0000
0.8500
-0.1500
0.7000
-0.3000
-3
0
3
6
9
12
15
18
21
Sta (m)
24
27
30
33
36
39
42
45
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Feb 2 2016
7 Lane Configuration
User-defined
Invert Elev (m)
Slope (%)
N-Value
= 1.0000
= 0.0200
= 0.017
Calculations
Compute by:
Known Depth (m)
Known Depth
= 0.2500
Highlighted
Depth (m)
Q (cms)
Area (sqm)
Velocity (m/s)
Wetted Perim (m)
Crit Depth, Yc (m)
Top Width (m)
EGL (m)
=
=
=
=
=
=
=
=
0.2500
0.7134
3.6594
0.1950
32.9065
0.1341
32.8000
0.2519
(Sta, El, n)-(Sta, El, n)...
( 0.0000, 1.2180)-(3.4000, 1.1500, 0.032)-(3.6000, 1.0000, 0.013)-(18.2000, 1.2920, 0.013)-(32.8000, 1.0000, 0.013)-(33.0000, 1.1500, 0.013)-(34.5000, 1.1800, 0.0
-(36.5000, 1.2200, 0.013)-(37.0000, 1.2300, 0.032)
Elev (m)
Depth (m)
Section
1.6000
0.6000
1.4500
0.4500
1.3000
0.3000
1.1500
0.1500
1.0000
0.0000
0.8500
-0.1500
0.7000
-0.3000
-3
0
3
6
9
12
15
18
21
Sta (m)
24
27
30
33
36
39
42
45
APPENDIX G: OGS
SIZING
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 1
Catchment Bayview South (C201)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.06
Imperviousness (%)
68
Storage
(ha-m)
0
The Stormceptor System model STC 2000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
66
76
76
77
82
83
86
87
89
91
91
93
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 1
Catchment Bayview Central (C202)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.68
Imperviousness (%)
65
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
60
71
71
72
78
79
82
83
86
89
89
91
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 1
Catchment Bayview North (C203)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.38
Imperviousness (%)
80
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
60
71
71
72
78
79
82
83
86
89
89
91
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 2
Catchment Bayview South (C301)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.06
Imperviousness (%)
72
Storage
(ha-m)
0
The Stormceptor System model STC 2000 achieves the
water quality objective removing 81% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
65
75
75
76
81
82
85
86
88
91
91
93
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 2
Catchment Bayview Central (C302)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.68
Imperviousness (%)
69
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
59
70
71
72
77
78
82
83
85
88
88
91
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 2
Catchment Bayview North (C303)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.38
Imperviousness (%)
85
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
59
70
71
72
77
78
82
83
85
88
88
91
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 3
Catchment Bayview South (C401)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.21
Imperviousness (%)
87
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 83% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
61
72
72
73
78
79
83
84
86
89
89
91
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 3
Catchment Bayview Central (C402)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
2.15
Imperviousness (%)
80
Storage
(ha-m)
0
The Stormceptor System model STC 6000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
53
65
66
67
73
74
78
79
82
86
85
88
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Bayview Drive - Alternative 3
Catchment Bayview North (C403)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.7
Imperviousness (%)
79
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 81% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
57
69
69
70
76
77
81
81
84
87
87
90
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 1 - East Big Bay
Catchment Big Bay West (C205)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
3.38
Imperviousness (%)
84
Storage
(ha-m)
0
The Stormceptor System model STC 9000 achieves the
water quality objective removing 81% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
45
58
58
59
66
67
73
73
77
81
81
84
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes
·
Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0
·
Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.
·
Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.
·
Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.
·
Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.
·
Design estimates are based on stable site conditions only, after construction is completed.
·
Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.
·
Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.
·
For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 1 - West Big Bay
Catchment Big Bay East (C207)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
2.2
Imperviousness (%)
81
Storage
(ha-m)
0
The Stormceptor System model STC 6000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
52
65
65
66
72
73
78
79
82
85
85
88
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes
·
Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0
·
Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.
·
Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.
·
Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.
·
Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.
·
Design estimates are based on stable site conditions only, after construction is completed.
·
Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.
·
Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.
·
For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 2 - East Big Bay
Catchment Big Bay West (C305)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
3.11
Imperviousness (%)
85
Storage
(ha-m)
0
The Stormceptor System model STC 9000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
46
59
59
60
67
68
74
74
78
82
82
85
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes
·
Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0
·
Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.
·
Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.
·
Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.
·
Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.
·
Design estimates are based on stable site conditions only, after construction is completed.
·
Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.
·
Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.
·
For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 2 - West Big Bay
Catchment Big Bay East (C307)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.98
Imperviousness (%)
86
Storage
(ha-m)
0
The Stormceptor System model STC 6000 achieves the
water quality objective removing 82% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
53
65
66
67
73
74
78
79
82
86
86
88
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes
·
Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0
·
Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.
·
Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.
·
Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.
·
Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.
·
Design estimates are based on stable site conditions only, after construction is completed.
·
Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.
·
Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.
·
For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 3
Catchment Big Bay West (C405)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
2.88
Imperviousness (%)
81
Storage
(ha-m)
0
The Stormceptor System model STC 9000 achieves the
water quality objective removing 83% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
48
61
61
62
69
70
75
76
79
83
83
86
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 3
Catchment Big Bay East (C407)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.91
Imperviousness (%)
78
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 80% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
55
67
68
68
74
75
80
80
83
87
87
89
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 4
Catchment Big Bay West (C505)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
2.63
Imperviousness (%)
81
Storage
(ha-m)
0
The Stormceptor System model STC 6000 achieves the
water quality objective removing 80% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
49
62
62
63
70
71
76
77
80
84
84
87
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
Stormceptor Design Summary
PCSWMM for Stormceptor
Project Information
Rainfall
Date
Project Name
Name
BARRIE WPCC
State
ON
ID
557
Project Number
Location
2/2/2016
Bayview Drive and Big Bay Point
Road EA
415375
City of Barrie
Years of Records
1968 to 2003
Designer Information
Latitude
44°23'N
Company
Contact
Longitude
79°41'W
C.C. Tatham & Associates
NHF
Notes
Water Quality Objective
Big Bay Point Road - Alternative 4
Catchment Big Bay East (C507)
TSS Removal (%)
Drainage Area
Upstream Storage
Total Area (ha)
1.86
Imperviousness (%)
77
Storage
(ha-m)
0
The Stormceptor System model STC 4000 achieves the
water quality objective removing 80% TSS for a Fine
(organics, silts and sand) particle size distribution.
Stormceptor Sizing Summary
Stormceptor Model
STC 300
STC 750
STC 1000
STC 1500
STC 2000
STC 3000
STC 4000
STC 5000
STC 6000
STC 9000
STC 10000
STC 14000
TSS Removal
%
56
68
68
69
75
76
80
81
84
87
87
89
Stormceptor Design Summary - 1/2
80
Discharge
(L/s)
0
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Particle Size Distribution
µm
20
60
150
400
2000
%
20
20
20
20
20
Specific
Gravity
1.3
1.8
2.2
2.65
2.65
Fine (organics, silts and sand)
Settling
Particle Size Distribution
Velocity
m/s
µm
%
0.0004
0.0016
0.0108
0.0647
0.2870
Specific
Gravity
Settling
Velocity
m/s
Stormceptor Design Notes

Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0

Design estimates listed are only representative of specific project requirements based on total suspended solids
(TSS) removal.

Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.

Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.

Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
STC 750 to STC
Inlet Pipe Configuration
STC 300
6000
Single inlet pipe
75 mm
25 mm
Multiple inlet pipes
75 mm
75 mm
STC 9000 to
STC 14000
75 mm
Only one inlet
pipe.

Design estimates are based on stable site conditions only, after construction is completed.

Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative.

Design estimates may be modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.

For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
Stormceptor Design Summary - 2/2
APPENDIX H:
CULVERT CALCULATIONS
HY-8 Culvert Analysis Report
Site Data - Big Bay Point Rd Crossing
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 m
Inlet Elevation: 269.47 m
Outlet Station: 45.00 m
Outlet Elevation: 268.57 m
Number of Barrels: 2
Culvert Data Summary - Big Bay Point Rd Crossing
Barrel Shape: Circular
Barrel Diameter: 800.00 mm
Barrel Material: Corrugated Steel
Embedment: 0.00 mm
Barrel Manning's n: 0.0240
Culvert Type: Straight
Inlet Configuration: Thin Edge Projecting
Inlet Depression: NONE
Table 1 - Downstream Channel Rating Curve (Crossing: Big Bay Point Rd Crossing)
Flow (cms)
Water Surface
Elev (m)
Depth (m)
Velocity (m/s)
Shear (Pa)
Froude Number
0.49
268.93
0.26
1.39
159.68
1.19
0.79
1.01
1.33
1.57
1.82
268.98
269.01
269.05
269.08
269.10
0.31
0.34
0.38
0.41
0.43
1.58
1.69
1.81
1.89
1.96
192.29
211.97
236.65
253.06
268.56
1.23
1.25
1.27
1.29
1.30
Tailwater Channel Data - Big Bay Point Rd Crossing
Tailwater Channel Option: Irregular Channel
Channel Slope:
0.0630
User Defined Channel Cross-Section:
Coord No.
Station (m)
Elevation (m) Manning's n
1
0.00
269.57
0.0320
2
3.66
269.31
0.0320
3
5.20
269.04
0.0320
4
7.06
268.67
0.0320
5
8.10
268.85
0.0320
6
8.99
269.16
0.0320
7
9.60
269.35
0.0320
8
10.97
269.49
0.0000
Roadway Data for Crossing: Big Bay Point Rd Crossing
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 10.00 m
Crest Elevation: 270.71 m
Roadway Surface: Paved
Roadway Top Width: 40.00 m
Table 2 - Summary of Culvert Flows at Crossing: Big Bay Point Rd Crossing
Headwater
Elevation (m)
Discharge Names
Total Discharge
(cms)
Big Bay Point Rd
Crossing
Discharge (cms)
Roadway
Discharge (cms)
Iterations
269.90
2-yr
0.49
0.49
0.00
1
270.05
5-yr
0.79
0.79
0.00
1
270.15
10-yr
1.01
1.01
0.00
1
270.29
25-yr
1.33
1.33
0.00
1
270.42
50-yr
1.57
1.57
0.00
1
270.57
100-yr
1.82
1.82
0.00
1
270.71
Overtopping
2.05
2.05
0.00
Overtopping
Summary of Whiskey Creek MDP Culvert Assessment – North of Mollard Court
LOCATION
DESCRIPTION
West Tributary
(from Highway 400 to Lackies
Bush)
The headwaters of the west tributary of the Whiskey Creek begin on the west side of Highway
400 approximately 600m north of Harvie Road. The west tributary flows under Highway 400
(through a 1.2 x 0.9m concrete box culvert) and continues easterly through an open field to
Fairview Road. The Highway 400 culvert will convey the Regional Storm Event with a head of
1.85m.
The 1.8 x 0.9m concrete box culvert under Fairview Road has sufficient capacity to convey the
100-year peak flows. However, Regional Event Peak Flows will overtop Fairview Road.
East of Fairview Road the tributary traverses currently undeveloped industrial lands to a
manmade channel north of Mollard Court. Peak flows are conveyed easterly within the channel to
Bayview Drive. The channel north of Mollard Court has capacity to convey the 100-year peak flow
(which is larger than the Regional peak flow).
The existing 1.2m diameter CSP culvert under Bayview Drive does not have capacity to convey
the 25-year peak flow. Since Bayview Drive is classified as a collector road within the City of
Barrie Transportation Network the existing culvert is deficient. A 2.4m x 1.2m concrete box culvert
will convey the 100-year peak flow without overtopping Bayview Drive. All calculations pertaining
to the tributary can be found in Appendix Volume 2, Section 5A.
(Whiskey Creek Master Drainage Plan Update pg.7, 2009)
Appendix Volume 2, Section 5A Excerpt (Page 522 and 523 of PDF):