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Prepared by:
AECOM Canada Ltd.
10 Checkley Street, Barrie, ON, Canada L4N 1W1
T 705.721.9222 F 705.734.0764 www.aecom.com
Project Number:
109940 (9911114A Phase 0002)
Date:
Revised October, 2009
Revised February, 2009
September, 2004
City of Barrie
Whiskey Creek Master Drainage Plan Update Environmental Assessment Document
City of Barrie
W hiskey Creek Master Dra inage P lan Update Envi ronme nta l Assessme nt Docume nt
(99111 ea document 2009 (aecom format).doc)
Statement of Qualifications and Limitations
© 2009 AECOM CANADA LTD. OR CLIENT (IF COPYRIGHT ASSIGNED TO CLIENT). ALL RIGHTS RESERVED. THIS DOCUMENT IS PROTECTED BY COPYRIGHT AND TRADE SECRET LAW AND MAY NOT BE REPRODUCED IN ANY MANNER, EXCEPT BY CLIENT FOR ITS OWN USE, OR WITH THE WRITTEN PERMISSION OF AECOM CANADA LTD. OR CLIENT (IF COPYRIGHT ASSIGNED TO CLIENT).
The attached Report (the “Report”) has been prepared by AECOM Canada Ltd. (“Consultant”) for the benefit of the client (“Client”) in accordance with the agreement between Consultant and Client, including the scope of work detailed therein (the “Agreement”). The information, data, recommendations and conclusions contained in the Report:
are subject to the budgetary, time, scope, and other constraints and limitations in the Agreement and the qualifications contained in the Report (the “Limitations”);
represent Consultants’ professional judgement in light of the Limitations and industry standards for the preparation of similar reports;
may be based on information provided to Consultant which has not been independently verified; have not been updated since the date of issuance of the Report and their accuracy is limited to the time period and
circumstances in which they were collected, processed, made or issued; must be read as a whole and sections thereof should not be read out of such context; were prepared for the specific purposes described in the Report and the Agreement; in the case of subsurface, environmental or geotechnical conditions, may be based on limited testing and on the
assumption that such conditions are uniform and not variable either geographically or over time. Unless expressly stated to the contrary in the Report or the Agreement, Consultant:
shall not be responsible for any events or circumstances that may have occurred since the date on which the Report was prepared or for any inaccuracies contained in information that was provided to Consultant;
makes no representations whatsoever with respect to the Report or any part thereof, other than that the Report represents Consultant’s professional judgement as described above, and is intended only for the specific purpose described in the Report and the Agreement;
in the case of subsurface, environmental or geotechnical conditions, is not responsible for variability in such conditions geographically or over time.
Except as required by law or otherwise agreed by Consultant and Client, the Report:
is to be treated as confidential; may not be used or relied upon by third parties.
Any use of this Report is subject to this Statement of Qualifications and Limitations. Any damages arising from improper use of the Report or parts thereof shall be borne by the party making such use. This Statement of Qualifications and Limitations is attached to and forms part of the Report.
City of Barrie
W hiskey Creek Master Dra inage P lan Update
Environmental Assessment Document
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Revision Log
Revision # Revised By Date Issue / Revision Description
City of Barrie
W hiskey Creek Master Dra inage P lan Update
Environmental Assessment Document
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Signature Page
Report Prepared By: Report Reviewed By:
Mike Dejean, P. Eng. Mike Dejean, P. Eng.
Report Prepared By: Report Reviewed By:
Melanie Ego, B. Sc.
Civil Engineer in Training
Yousef Saigh, B. Sc., M. Sc., P. Eng.
Civil Project Manager, Community Infrastructure
City of Barrie
W hiskey Creek Master Dra ina ge P lan Update
Environmental Assessment Document
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Table of Contents
Statement of Qualifications and Limitations
p a g e
1. INTRODUCTION ................................................................................................ 1
1.1 Background .................................................................................................................. 1
1.2 Study Area .................................................................................................................... 2
1.3 Objectives of the Report ............................................................................................... 2
2. DEFINITION OF PROBLEMS ............................................................................ 2
2.1 Watershed Management Goals and Objectives ............................................................ 2
2.1.1 Conveyance and Flood Proof Policies .............................................................................. 3
2.1.2 Watercourse Erosion and Bank Stability Policies ............................................................. 3
2.1.3 Protection of the Natural Environment .............................................................................. 3
2.1.4 Endangered Species Act .................................................................................................. 4
2.2 Description of Problems ................................................................................................ 4
2.2.1 Hydrologic and Hydraulic Modeling .................................................................................. 4
2.2.2 Storm Sewer System Deficiencies.................................................................................... 4
2.2.3 Road Crossing Deficiencies .............................................................................................. 5
2.2.4 Flooding Of Buildings and Private Property ...................................................................... 8
2.2.5 Erosion, Sedimentation and Debris .................................................................................. 8
2.2.6 Water Quality .................................................................................................................... 9
3. DESCRIPTION OF ALTERNATIVES ................................................................ 9
3.1 General ......................................................................................................................... 9
3.2 Watercourse Issues ...................................................................................................... 9
3.2.1 Harvie Road ...................................................................................................................... 9
3.2.2 Highway 400 ................................................................................................................... 10
3.2.3 Water Quality .................................................................................................................. 10
3.2.4 Outlet at Kempenfelt Bay ................................................................................................ 10
3.3 Potential Alternatives .................................................................................................. 11
3.3.1 Channel/Culvert Design .................................................................................................. 11
3.3.2 Pre-Screening of Alternatives ......................................................................................... 11 3.3.2.1 Alternative 3 .......................................................................................................... 12
3.3.3 Alternative 1 – "Do Nothing" ........................................................................................... 12 3.3.3.1 Pond „A‟ and Existing Stolp Pond Retrofit ............................................................. 13 3.3.3.2 Pond „B‟ ................................................................................................................. 13 3.3.3.3 SWM Ponds on CKVR Lands ............................................................................... 13
3.3.4 Alternative 2 – Increase Hydraulic Capacity of Creek Channel and Culverts ................ 14
3.3.5 Alternative 4 – Creation/Modification/Designation of Stormwater Management
Facilities .......................................................................................................................... 15 3.3.5.1 Natural Storage Area Upstream of Yonge Street .................................................. 15 3.3.5.2 Natural Storage Area Upstream of Tollendal Mill Road ........................................ 15
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3.3.5.3 Stormwater Management Facility within Lackies Bush ......................................... 15 3.3.5.4 Existing Southgate Subdivision Stormwater Management Pond .......................... 17 3.3.5.5 Modification to Pond „A‟......................................................................................... 17
3.3.6 Alternative 5 – Increase Hydraulic Capacity of Creek Channel and Culverts and
Designation of Stormwater Management Facilities ........................................................ 18 3.3.6.1 Natural Storage Area Upstream of Yonge Street .................................................. 18 3.3.6.2 Natural Storage Area Upstream of Tollendal Mill Road ........................................ 18
3.4 Improvement Summary ............................................................................................... 19
3.4.1 Construction Improvement .............................................................................................. 19
3.4.2 Environmental Management Strategy ............................................................................ 19
4. PROJECT ENVIRONMENT ............................................................................. 20
4.1 Introduction ................................................................................................................. 20
4.2 Physical Environment ................................................................................................. 20
4.2.1 Existing Vegetation Inventory ......................................................................................... 20
4.2.2 Existing Wildlife and Fisheries ........................................................................................ 21
4.2.3 Water Quality .................................................................................................................. 21
4.2.4 Sanitary Sewer System .................................................................................................. 21
4.2.5 Storm Sewer System ...................................................................................................... 22
4.2.6 Transportation System .................................................................................................... 22
4.2.7 Existing Utilities (Electrical, Water, Telephone, Gas and Cable) .................................... 22
4.2.8 Property Ownership Adjacent to the Whiskey Creek...................................................... 22
4.3 Social Environment ..................................................................................................... 22
4.3.1 Heritage Resources ........................................................................................................ 22
4.3.2 Flooding History .............................................................................................................. 23
4.4 Economic Environment ............................................................................................... 23
4.4.1 Budget Considerations ................................................................................................... 23
4.4.2 Maintenance Costs ......................................................................................................... 23
4.4.3 Construction Costs ......................................................................................................... 24
4.4.4 Land Acquisitions/Easement Costs ................................................................................ 24
5. SCREENING OF ALTERNATIVES ................................................................. 24
5.1 Introduction ................................................................................................................. 24
5.2 Impact of Alternatives on the Environment .................................................................. 24
5.2.1 Alternative 1 – "Do Nothing" ........................................................................................... 24
5.2.2 Alternative 2 – Increase Hydraulic Capacity of Creek Channel and Culverts ................ 25
5.2.3 Alternative 4 – Creation/Modification/Designation of Stormwater Management
Facilities .......................................................................................................................... 25
5.2.4 Alternative 5 – Increase Hydraulic Capacity of Creek Channel and Culverts and
Designation of Stormwater Management Facilities ........................................................ 26
5.3 Evaluation of Alternatives ........................................................................................... 27
6. PUBLIC CONSULTATION .............................................................................. 27
6.1 Notice of Class Environmental Assessment ................................................................ 27
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6.2 Results of Public Consultation .................................................................................... 28
6.3 Public Preference ....................................................................................................... 28
7. SELECTION OF A PREFERRED ALTERNATIVE .......................................... 28
8. MASTER DRAINAGE STUDY PROCEEDINGS ............................................. 30
List of Figures
Figure 1. Location Plan .......................................................................................................................... after 2
List of Drawings
Dwg PE-1. Property and Easement Plan
Dwg ALT-1. Alternative 1 – “Do Nothing”
Dwg ALT-2. Alternative 2 – Increase Hydraulic Capacity of Creek Channel and Culverts
Dwg ALT-4. Alternative 4 – Creation/Modification/Designation of Stormwater Management Facilities
Dwg ALT-5. Alternative 5 – Increase Hydraulic Capacity and Designation of SWM Facilities
List of Tables
Table 1. Summary of Hydraulic Capacity and Flooding Conditions At Road Crossings of Whiskey
Creek ............................................................................................................................................... 5
Table 2. Summary of Improvement Works .........................................................................................after 19
Table 3. Summary of Construction Costs ...........................................................................................after 24
Table 4. Summary of Potential Environmental Effects........................................................................after 24
Table 5. Preliminary Evaluation of Alternatives ..................................................................................after 27
Table 6. Detailed Evaluation of Whiskey Creek Watershed Management Alternatives .....................after 27
Table 7. Public‟s Selection of Preferred Alternative .................................................................................... 29
Table 8A. Summary of Public Comments - 2004 ..................................................................................after 29
Table 8B. Summary of Public Comments – 2009 ………………………………………………………… after 29
Appendices
EA Document
Appendix A Whiskey Creek Sedimentation Analysis at Kempenfelt Bay
Appendix B Whiskey Creek Pond A and Downstream Conveyance Development Charges By-Law, 2002
(By-Law 2002-233).
Appendix C Stormwater Management Pond „B‟ Environmental Impact Statement
Appendix D Lackies Bush Pond Impact Statement
Appendix E Proposed Stormwater Management Facility Concept Plans
Appendix F Downstream Impacts Resulting from Pond „A‟ Outlet Modification
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Appendix G Evaluations for Each Alternative
Appendix Document – Volume 1
SECTION 1 SWMHYMO HYDROLOGIC MODELLING
Section 1A General Information and Peak Flow Summary 1A.1 – 1A.6
Section 1B Existing Conditions 1B.1 – 1B.64
Section 1C Future Conditions (Alternative 1 – “Do Nothing”) 1C.1 – 1C.72
Section 1D Alternative 2A & 2B - Increase Hydraulic Capacity
of Creek Channel and Culverts 1D.1
Section 1E Alternative 4A - Creation/Modification/Designation of
Stormwater Management Facilities 1E.1 – 1E.63
Section 1F Alternative 4B - Creation/Modification/Designation of
Stormwater Management Facilities 1F.1 – 1F.62
Section 1G Alternative 5 – Increase Hydraulic Capacity of Creek
Channel and Culverts and Designation of Stormwater
Management Facilities 1G.1 – 1G.59
Section 1H Summary of Errors and Warnings 1H.1 – 1H.2
Appendix Document – Volume 2
SECTION 2 HEC-RAS (Hydraulic Modelling)
Section 2A General Information and Flood Level Summary 2A.1 – 2A.15
Section 2B Existing Conditions 2B.1 – 2B.60
Section 2C Future Conditions (Alternative 1 – “Do Nothing”) 2C.1 – 2C.58
Section 2D Alternative 2A - Increase Hydraulic Capacity
of Creek Channel and Culverts 2D.1 – 2D.58
Section 2E Alternative 2B - Increase Hydraulic Capacity
of Creek Channel and Culverts 2E.1 – 2E.56
Section 2F Alternative 4A - Creation/Modification/Designation of
Stormwater Management Facilities 2F.1 – 2F.56
Section 2G Alternative 4B - Creation/Modification/Designation of
Stormwater Management Facilities 2G.1 – 2G.56
Section 2H Alternative 5 – Increase Hydraulic Capacity of Creek
Channel and Culverts and Designation of Stormwater
Management Facilities 2H.1 – 2H.57
Section 2I Errors, Warnings and Notes 2I.1 – 2I.38
SECTION 3 COST ESTIMATES
Section 3A Culvert and Channel Works / 100-Year Storm Sewer 3A.1 – 3A.10
Section 3Ai Superseded Cost Estimate Calculations from Sept. 2004 Report 3Ai.1 – 3Ai.15
Section 3B SWM Facilities 3B.1 – 3B.4
Section 3C Land Acquisitions/Easements 3C.1 – 3C.8
SECTION 4 PROPERTY AND EASEMENT INFORMATION
Section 4A Existing Easements 4A.1
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SECTION 5 TRIBUTARY CAPACITY CALCULATIONS
Section 5A West Tributary 5A.1 – 5A.8
Section 5B South Tributary 5B.1 – 5B.4
SECTION 6 PUBLIC AND AGENCY CONTACT - 2004
Section 6A Information Bulletin and Questionnaire 6A.1 – 6A.10
Section 6B Contact Lists 6B.1 – 6B.20
Section 6C Notices of Open Houses 6C.1 – 6C.2
SECTION 7 PUBLIC AND AGENCY RESPONSES - 2004
Section 7A Open House Sign-in Sheet 7A.1
Section 7B Returned Questionnaires and Inquiry Records 7B.1 – 7B.50
SECTION 8 SUPPLEMENTARY P.I.C. - 2009
Section 8A Information Bulletin and Questionnaire 8A.1 – 8A.10
Section 8B Contact Lists 8B.1 – 8B.20
Section 8C Notices of Open Houses 8C.1 – 8C.2
Section 8D Open House Sign-in Sheet 8D.1
Section 8E Returned Questionnaires and Inquiry Records 8E.1 – 8E.50
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Environmental Assessment Document
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1. INTRODUCTION
1.1 Background
The Class Environmental Assessment (Class E.A.) for Municipal Water and Wastewater Projects, as
prepared by the Municipal Engineers Association (M.E.A.) and approved by the Ministry of the Environment
(M.O.E.) in 1993, and updated in 2000 and 2007, is a planning procedure developed to ensure that the
potential natural, social and economic environmental effects are considered in the planning and design of a
project.
The Corporation of the City of Barrie is undertaking a Class E.A. for the Whiskey Creek Watershed Master
Drainage Plan Update. The purpose of this undertaking is to develop potential alternatives to correct
deficiencies and screen the alternatives with respect to potential environmental effects.
The Master Drainage Plan Update modelling completed within the scope of this study is for the Whiskey
Creek main channel only. Through the course of this study, problem areas have been identified that would
require additional study and modelling to determine suitable solutions to the drainage issues there. One
area that has been identified for potential future investigation is the area north of Big Bay Point Road that
drains along Huronia Road and ties into the Whiskey Creek main channel at Little Avenue.
The City retained R. G. Robinson and Associates (Barrie) Ltd. in 1999 to update the existing Master
Drainage Plan for Whiskey Creek. R. G. Robinson and Associates subsequently merged with Totten Sims
Hubicki Associates (1997) Ltd. in 2004 and then with AECOM in 2008. The firm now operates as AECOM
Canada Ltd.
The undertaking of the Whiskey Creek Master Drainage Plan Update is classified as a Schedule "B" Project.
The proponent of a Schedule B project is required to undertake a screening process involving mandatory
contact with the directly affected public and with relevant government agencies to ensure that they are aware
of the project and that their concerns are addressed. If there are no outstanding concerns the proponent
may publish a Notice of Completion of the Class E.A., after which the proponent may proceed with the
adoption of the Whiskey Creek Master Drainage Plan Update.
However, if the screening process raises any concerns, from either members of the public, interest groups,
or review agencies, that cannot be resolved, the person or party may request the proponent to voluntarily
change the project status. Should the proponent decline, the person or party may request the Minister of the
Environment to issue an order to the proponent to comply with Part II of the EA Act (which addresses
individual EA‟s), before proceeding with the proposed undertakings. This request must be made to the
Minister within 30 calendar days following the publication of the Notice of Completion of the Class E.A.
Requests for an order to comply with Part II of the EA Act are possible only on those projects identified in the
Master Plan which are subject to the Municipal Class EA, and not the Master Plan itself. The Minister then
determines whether or not to deny the request, refer the matter to mediation, or order the proponent to
comply with Part II of the EA Act, with the Minister‟s decision being final. Should the Minister require the
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proponent to comply with Part II, the proponent may be require to prepare a Terms of Reference and
individual EA that is to be submitted for a government review.
1.2 Study Area
The Whiskey Creek Watershed is an urban watershed with a tributary area of +635 hectares of which
approximately 60% is developed. The watershed can be broken up into three distinct areas. The first area is
the fully developed land (mostly residential) east of Huronia Road. The second distinct area within the
watershed is the industrial lands between Huronia Road and Highway 400 while the third area is located
west of Highway 400. The ultimate development of the watershed will comprise of approximately 36%
residential, 54% non-residential and 10% open space. The headwater of Whiskey Creek is located just west
of Highway 400. The creek flows from west to east for approximately 5250m prior to outletting into
Kempenfelt Bay adjacent to Minets Point Park. Figure 1 outlines the watershed location.
1.3 Objectives of the Report
The overall objective of this report is to document the planning process for the Whiskey Creek Master
Drainage Plan Update as established by the Class E.A. for Municipal Water and Wastewater projects.
Specifically the objectives of this report are as follows:
To prepare a detailed description of the problem.
To establish alternatives to address the problem.
To prepare a detailed inventory of the natural, social and economic environment.
To screen the impact of the alternatives on the environment.
To establish mitigative measures to minimize potential environmental effects.
To outline policies, objectives, guidelines and improvement recommendations related to development
and protection of resources within the watershed.
2. DEFINITION OF PROBLEMS
2.1 Watershed Management Goals and Objectives
Whiskey Creek currently experiences flooding, sedimentation and erosion problems. The City of Barrie
Storm Drainage Policies specify the following objectives.
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2.1.1 Conveyance and Flood Proof Policies
Storm sewers are to be designed to convey up to the 5-year storm event without surcharging.
Roadways may convey the major system runoff provided the product of depth of flow at the gutter times the
velocity of flow is less than 0.65 m2/s. Furthermore, during the 1:100 year storm event the maximum depth
of flooding permitted above the crown of the road is 0.15m. Road crossings of the Creek should have
culverts capable of conveying the following peak flows without over-topping the roadway:
Local Roads 1:10 to 1:25 year storms
Collectors Roads 1:25 to 1:50 year storms
Arterial Roads 1:100 year to Regional storms
Generally, both arterial and collector road crossing culverts are sized to convey the 1:100 year or Regional
storm event where practical.
All new buildings shall be constructed such that they cannot be damaged by the regulatory flood (100-year or
Regional flood limit whichever is greater). Furthermore, in new urban areas, no part of private property may
intrude into the floodplain.
Flooding of private buildings and/or property shall be eliminated when feasible.
The Municipality shall control drainage on all hazard lands and shall exercise this by deed, easement or
other means.
2.1.2 Watercourse Erosion and Bank Stability Policies
Watercourses and their valleys should be left as much as possible in their natural state except when
remedial work is required.
In designing remedial works for erosion and/or bank instability, preservation of the natural valley aesthetics is
secondary only to achieving a sound technical solution. Protection to bank-full level will be adequate, unless
the channel bank is coincident with the valley bank, in which case the protection will be taken up to the 1:100
year flood level.
In designing outfalls of the storm sewer system to a watercourse, erosion control and aesthetics shall be
dominant. The outfall structure shall be protected against entry. Valley banks, which have to be disturbed,
shall be re-vegetated. Overland flow outfalls shall be designed with aesthetics and erosion controls as the
dominant factors. These outfalls shall be designed to safely convey up to the 1:100 year flow.
2.1.3 Protection of the Natural Environment
Within the Natural Environment section of the City of Barrie Official Plan, specific general policies are listed
to help protect the environment. These policies include protecting a) the environment for its ecological
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function and recreational, scientific and educational value; b) fisheries and wildlife habitat; c) wetlands and
significant wood lots.
Furthermore, under the Water Resource Management Policies, the City i) shall consider the protection,
maintenance and enhancement of water and water related resources; ii) will attempt to maintain and where
possible, enhance surface and groundwater resources in sufficient quality and quantity to meet existing and
future needs.
2.1.4 Endangered Species Act
The Endangered Species Act is a vital component in protecting species that are at risk, with appropriate
regard to social, economic and cultural considerations. The purpose of this act is as identified below:
1. To identify species at risk based on the best available scientific information, including information
obtained from community knowledge and aboriginal traditional knowledge.
2. To protect species that are at risk and their habitats, and to promote the recovery of species that are
at risk.
3. To promote stewardship activities to assist in the protection and recovery of species that are at risk,
2007, c.6, s.1.
During detailed design, the City will undertake all investigative studies associated with the Endangered
Species Act.
2.2 Description of Problems
2.2.1 Hydrologic and Hydraulic Modeling
In order to establish problems within the watershed such as flooding and road crossing deficiencies, peak
flow and floodline limits needed to be calculated. The hydrologic computer program SWMHYMO was used
to calculate the watershed‟s response to rainstorm events and estimate the peak flows throughout the
watershed. Once the peak flows where calculated, the hydraulic computer model HEC-RAS was used to
estimate the floodline elevations based on the peak flows calculated by the SWMHYMO program. All
background information and program inputs and outputs are included in Appendix Documents Volume 1 and
2 respectively, for the hydrologic modeling (SWMHYMO) and the hydraulic modeling (HEC-RAS).
2.2.2 Storm Sewer System Deficiencies
Except for small pockets of land within the watershed (i.e. some industrial lands, residential area north of
Tollendal Mill Road, residences along Huronia Road), the majority of the development within the watershed
is recent (circa 1990 or newer). Recognition of future growth during development of the watershed has
ensured the majority of storm sewers have capacity to convey drainage from upstream areas. As such,
there are presently no storm sewer system deficiencies in the watershed.
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2.2.3 Road Crossing Deficiencies
Road crossings of the creek within the Watershed have varying degrees of capacity. About half of the
culverts meet City of Barrie standards. Table 1 outlines the existing hydraulic condition at all road crossings.
Table 1. Summary of Hydraulic Capacity and Flooding
Conditions At Road Crossings of Whiskey Creek
Location Description
Outlet Channel
Brennan Ave. to Kempenfelt
Bay
(lake level 218.75m July, 1999)
The outlet channel is approximately 100m long and extends from Brennan Avenue north to Kempenfelt
Bay. However, the entire channel from The Boulevard to Kempenfelt Bay (approximately 180m) is
hydraulically connected. The entire channel is overtopped during the 2-year storm event. The City of
Barrie has installed rip rap lining along most of the banks north of Brennan Ave. to fix erosion which
has occurred in the past. However, some erosion is still occurring at stream corners. Storm runoff
which has overtopped the banks will be conveyed through Minets Point Park. In addition, possible
flooding of buildings on Minets Point Road and Brennan Ave. will occur. Furthermore, the sanitary
pumping station located within Minets Point Park will be inundated with storm flows.
Brennan Ave
3.65x 1.8m Concrete Box
Inlet inv. 218.85m
Outlet inv. 218.81m
Top of road 220.91m
The short concrete box culvert under Brennan Ave. provides access to residences on the east side of
Whiskey Creek. This culvert does not have the hydraulic capacity to convey the 2-year storm flows.
Brennan Ave. rises in elevation to cross over the Brennan Ave. culvert. However, upstream channel
banks are lower in elevation than the elevation of Brennan Ave. Therefore, storm flows will overtop the
banks of the creek and flow around the culvert before overtopping it. Buildings on the west side of
Minets Point Road may be flooded when Brennan Avenue overtops.
Furthermore, the Brennan Ave. culvert is experiencing some sedimentation caused by the backwater
effect of Kempenfelt Bay.
The Boulevard
1790mm x1350mm CSP Arch
Inlet inv. 219.67m
Outlet inv. 219.53m
Top of road 221.29m
The culvert under The Boulevard is located at the low spot of the intersection of The Boulevard and
Minets Point Road. As with the Brennan Ave. culvert, this culvert has minimal cover and will be
overtopped during the 2-year storm event. Storm flows overtopping the culvert may potentially flood
buildings on the west side of Minets Point Road and residences on the east side of Whiskey Creek.
Since The Boulevard culvert is hydraulically connected to the Brennan Ave. culvert, it also is
experiencing sedimentation.
Tollendal Mill Road
1200mm dia. CSP & 1800mm
dia. CSP
Inlet inv. 223.35m
Outlet inv. 222.85m
Top of road 229.67m
The Tollendal Mill Road culvert crossing has sufficient hydraulic capacity to convey the 5-year storm
event but Tollendal Mill Road will be overtopped during the 25-year storm event. The retirement home
on the west side of the creek may experience some flooding on its property when Tollendal Mill Road
is overtopped but water is not expected to enter the building. The existing culverts are located within a
well defined heavily vegetated valley. These culverts are susceptible to sedimentation and blockage
by large urban debris. Currently, the 1.2m diameter CSP culvert is almost fully blocked by tree stumps,
branches, and urban debris while the 1.8m diameter CSP culvert is totally clean.
BC Railway
1500mm dia. Concrete inlet
and 1500mm dia. CSP Outlet
in series
Inlet inv. 227.11m
Outlet inv. 225.00m
Top of tracks 232.5m
The BC Railway culvert is also located within a well defined heavily vegetated valley. The inlet of this
culvert is a 1.5m diameter concrete pipe. This culvert was recently extended about 50m with a 1.5m
diameter CSP pipe. The 5-year storm event will overtop the BC Railway tracks onto Minets Point Road
where storm flows will be conveyed north to Tollendal Mill Road and discharges to the creek on the
north side of Tollendal Mill Road.
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Location Description
Yonge Street
2.4m x 1.8m Concrete Box
Inlet inv. 233.02m
Outlet inv. 231.99m
Top of road 237.15m
An existing 2.4m by 1.8m concrete box culvert conveys the 25-year storm event flows. During the 100-
year storm event, storm flows will overtop the road and be conveyed along Yonge Street to Minets
Points Road. Storm runoff may potentially flood the Funeral Home parking lot (northeast corner of
Yonge St. and Minets Point Road) and enter the lower floor of the building.
Storm flows are eroding the east bank of the downstream channel. Further downstream erosion of the
meandering low flow channel is also occurring.
Little Ave.
6m x 1.2m concrete bridge
Inlet inv. 236.65m
Outlet inv. 236.65m
Top of overflow weir (earth
bank) 239.50m
Top of road 238.50m
The Little Avenue culvert crossing is located immediately downstream of the Southgate stormwater
detention pond outlet structure. Only the 5-year flow will be conveyed through the existing culvert. All
other flows will be conveyed through the 150m wide overflow spillway (and across Little Ave.). There
are up to 7 houses on the north side of Little Avenue which may be flooded during the Regional storm
event.
Huronia Road
Twin 1800mm dia. CSP
Inlet inv. 238.87m
Outlet inv. 238.72m
Top of road 241.15m
The Huronia Road culverts are overtopped during the 100-year storm event. Storm flows are
conveyed along Little Ave. easterly towards Whiskey Creek. Downstream of Huronia Road, the stream
meanders through a hardwood treed area, running directly beside Little Ave. prior to entering the
Southgate stormwater detention pond. At the entrance to the detention pond, erosion is occurring at
the east bank of the berm.
BC Railway
1200mm dia. Concrete
Inlet inv. 240.42m
Outlet inv. 240.23m
Top of BC Railway 246.41m
The BC Railway culvert is overtopped during the 5-year storm event. Floodlines upstream of the BC
Railway culvert extend over the adjacent park and onto private property of some residences along
McConkey Place. Furthermore, storm flows will spill north through private property to Little Avenue.
Two houses on Little Ave. may be susceptible to flooding. Storm flows will spill north onto Little
Avenue and be conveyed easterly down Little Ave.
McConkey Place
3.65x1.8m Concrete Box
Culvert
Inlet inv. 243.18m
Outlet inv. 242.57m
Top of road 246.68m
The McConkey Place culvert is experiencing sedimentation as well as established vegetation at the
inlet and outlet. These problems contribute to the reduced hydraulic capacity of the culvert such that
the 5-year storm flows and greater will overtop the roadway and flood back yards of adjacent private
properties.
Bayview Drive
Twin 1.63x1.12m CSP Arch
Inlet inv.272.23m & 272.11m
Outlet inv. 271.43m & 271.48m
Top of road 273.30m
The twin arch culverts at Bayview Drive are overtopped during the 25-year storm event. The existing
culvert outlets are also perched, which poses a barrier to fish migration.
BC Railway
Twin 1500mm dia. CSP
Inlet inv. 276.89m
Outlet inv. 276.71m
Top of tracks 280.53m
The short twin CSP culverts under the railway tracks are clear of sedimentation or debris. The north
culvert has a higher invert elevation than the south culvert, while the southern culvert conveys low
flows. The railway tracks are overtopped during the Regional Storm event.
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Location Description
Fairview Road
1.2x1.2m Concrete Box Culvert
Inlet inv. 278.99m
Outlet inv. 278.36m
Top of road 283.50m
The concrete box culvert under Fairview Road has hydraulic capacity to convey the 100-year peak flow
without overtopping the road. However, this creates a backwater effect on the Highway 400 culvert.
The Fairview Road culvert is relatively free and clear of debris at the inlet, however, the outlet is half
submerged in standing water. Since the flow at the downstream BC Railway culverts is negligible, the
standing water can be attributed to sedimentation/debris in the creek downstream of the outlet.
Highway 400
1.2x1.2m Concrete Box Culvert
Inlet inv. 282.50m
Outlet inv. 281.28m
Top of road 290.75m
The Highway 400 concrete box culvert has hydraulic capacity to convey the 100-year peak flow. The
downstream culvert at Fairview Road creates a backwater effect on the Highway 400 culvert. There is
significant storage available upstream of the highway (up to elevation 290.50m). However, when the
industrial/commercial development south of Harvie Road and the Harvie Road underpass is
constructed, this storage will be virtually eliminated. However, it is expected that north of Harvie Road
the existing hills will remain providing about 4.5m of hydraulic head (up to elevation 286.00m) to
convey storm flows under Highway 400.
Harvie Road
1.2m dia. CSP Culvert
Inlet inv. 284.19m
Outlet inv. 283.97m
Top of road 286.59m
The Harvie Road culvert crossing does not have sufficient hydraulic capacity to convey the 5-year
storm event.
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.
South Tributary
(From Big Bay Point Road to
Little Avenue)
The South Tributary connects to Whiskey Creek at Little Avenue via the Southgate Subdivision
Stormwater Management Pond. The South Tributary conveys runoff from approximately 35 hectares
of Industrial land west of Huronia Road and south of Big Bay Point Road, as well as storm runoff from
the Southgate Subdivision. A 1650mm diameter concrete culvert conveys runoff from the south portion
of the Southgate Subdivision and external Industrial Lands under Herrell Avenue. The culvert has
capacity to convey the 10-year peak flow which meets City of Barrie Standards for local roads.
Downstream of Herrell Avenue peak flows are conveyed within a 2m deep "V" Channel with a top width
of 20m. The channel has capacity to convey the peak flow from the 100-year storm event (which is
greater than the Regional Event peak flow). All calculations pertaining to the tributary can be found in
Appendix Volume 2, Section 5B.
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2.2.4 Flooding Of Buildings and Private Property
The outlet of Whiskey Creek at Kempenfelt Bay is subject to frequent erosion and sediment deposition
during storm events. The latest occurrence of significant erosion and deposition occurred in 1999. Remedial
work has been completed in this area. Between Brennan Avenue and The Boulevard minor bank erosion
occurs. South of the outlet to Kempenfelt Bay, the Boulevard road-crossing culvert is overtopped by storm
flows regularly. Once overtopped, the storm flows spill westerly through private property along White Oaks
Road.
Just north of Little Avenue the Whiskey Creek channel is regularly overtopped causing flooding on private
property. However, the flooding does not reach building openings.
The Source (formerly Radio Shack) property (south of Lackies Bush) experiences periodic flooding caused
by insufficient capacity of the Creek channel.
South of Yonge Street and west of McConkey Place beaver activity has caused flooding problems in the
past. The City of Barrie maintenance program reduces the problems caused by beavers.
Furthermore, insufficient capacity within the channel and culverts along the west tributary (north of Mollard
Court) as well as erosion and deposition is an ongoing problem.
2.2.5 Erosion, Sedimentation and Debris
Sedimentation is a problem within the creek, primarily in association with limited hydraulic capacity of road
crossing culverts. Sedimentation is occurring in the Brennan Ave and The Boulevard culverts primarily due
to the backwater effect of the outfall channel into the Bay. The Tollendal Mill Road culvert is experiencing
sedimentation problems as well as blockage caused by large debris. Upstream of the BC Railway culvert
(south of Tollendal Mill Road) sedimentation is occurring, however, the culvert itself is relatively free of
debris. The Little Avenue culvert is experiencing sedimentation. However, this can be attributed primarily to
the development upstream of the culvert. Both the inlet and outlet of the McConkey Place culvert is
experiencing sedimentation problems compounded by established vegetation.
Erosion within the creek is limited to localized areas. The outlet channel north of Brennan Ave. experienced
erosion during some low flow storm events. Recently, the City of Barrie has completed mitigation measures
along the stream banks that appear to have alleviated the problem. The meandering channel north of Yonge
Street is experiencing erosion at several bends. Immediately upstream of the Yonge Street culvert the east
bank of the channel is experiencing erosion. Furthermore, immediately downstream of the Huronia Road
culverts, the north bank of the Southgate Subdivision detention pond berm is being eroded.
Lackies Bush is a natural forest area located between McConkey Place and Bayview Drive. Storm sewers
from Bayview Drive and development west of Bayview Drive outlet within Lackies Bush. These storm sewer
outlets are creating some erosion. Furthermore, Lackies Bush is used as a pedestrian link to the McConkey
Place residential subdivision. The pathways leading from Bayview Drive into Lackies Bush are experiencing
significant erosion. Areas south of Lackies Bush appear to be stable with no visible erosion.
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2.2.6 Water Quality
The Whiskey Creek watershed is relatively small and the dry weather flow (+25 l/s at Yonge Street) is
primarily a result of groundwater discharge. Field observations indicate that base flows originate in lands
west of Highway 400, south of Harvie Road. Water quality appears good, although the water within Lackies
Bush is turbid, possibly a result of the storm sewer outlets from Bayview Drive. Furthermore, there was
some evidence of algae in the downstream reaches. The MNR has identified this stream as a cold water
stream having the potential to support brook trout. The reported presence of brook trout/baitfish also
reinforces that dry weather flow within Whiskey Creek is of relatively good quality.
3. DESCRIPTION OF ALTERNATIVES
3.1 General
Integral to the planning process is the adoption of alternatives to correct the noted deficiencies. The
alternatives presented in this section encompass a broad range of potential solutions to problems that
include flooding, sedimentation and erosion.
Initial response to the aforementioned problems is to increase the hydraulic capacity of the existing channels
and culverts. However, physical constraints may exist that limit the reconstruction or enlargement of the
capacity of certain culverts and channel cross sections.
3.2 Watercourse Issues
The following items are directly related to Whiskey Creek and apply to all the potential Alternatives.
3.2.1 Harvie Road
The City of Barrie Transportation Study indicates that Harvie Road should be extended to Fairview Road
within the 6-10 year period. However, to complete this connection Highway 400 must be crossed.
McCormick Rankin Corporation prepared a Functional Planning Review of the Harvie Road/Highway 400
Grade Separation in March 2000. This Review showed a significant economic advantage to construct Harvie
Road as an underpass. Therefore, it is likely that Harvie Road will be constructed as an underpass. The
proposed underpass would effectively eliminate the existing storage adjacent to Highway 400. Furthermore,
this presents a secondary problem with respect to the conveyance of overland storm runoff. Harvie Road will
have to be constructed with a down gradient on the west side of the highway and rise up on the east side to
connect to Fairview Road. This would have the undesirable effect of conveying overland storm runoff under
the highway along the new Harvie Road arterial and potentially trapping it under the Highway.
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3.2.2 Highway 400
Currently, Highway 400 traverses the City of Barrie in a north/south direction. The highway is 6 lanes
through the City and has 5 major interchanges. The City of Barrie has experienced major growth in the last
15 years and expects to continue its growth in the future. The 1999 City of Barrie Transportation Study
indicates that Highway 400 is scheduled to be widened in the next 16-20 years.
The existing hydrologic modeling of the Watershed utilized a large natural storage area adjacent to the
highway on the west side. However, due to the future development south of Harvie Road and the potential
Harvie Road underpass, this storage was eliminated in the modeling of future flows and the various
alternatives. Therefore, the only anticipated impact the future widening will have on Whiskey Creek is the
extension of the culverts and the additional impervious area.
3.2.3 Water Quality
As well as quantity control for new development or redevelopment of existing lands, current MOE and City of
Barrie Guidelines and Policies recommend implementation of water quality control practices. The 2003 MOE
Stormwater Management Planning and Design Manual (SWMP) defines three (3) levels of water quality
protection, Enhanced, Normal, and Basic, each with the goal to maintain or enhance the existing aquatic
habitat. Whiskey Creek can be classified as a Type 1 fish habitat that contains spawning areas for species
with stringent spawning requirements (upwelling for brook trout), highly productive feeding areas (wetlands),
and groundwater recharge areas in cold water streams. Any new development and/or redevelopment within
the watershed should therefore provide the Enhanced Level water quality protection.
Furthermore, it is anticipated that water quality control guidelines will become more stringent with time.
Therefore, quality control should be provided to best represent the standard procedures and guidelines
during the time of development.
3.2.4 Outlet at Kempenfelt Bay
Whiskey Creek currently outlets to Kempenfelt Bay north of Brennan Avenue along the west side of Minets
Point Park to the south side of Kempenfelt Bay. The creek between Brennan Avenue and Kempenfelt Bay is
relatively flat and has been experiencing sedimentation problems in the past. A Sedimentation Analysis on
the Whiskey Creek outlet at Kempenfelt Bay was completed by the Waterloo Branch Office of Totten Sims
Hubicki Associates. The Sedimentation Report indicated that the creek between Brennan Avenue and The
Boulevard appears to be unstable as well as the area immediately south of Yonge Street on the east side of
the creek. Furthermore, the water level in the reach north of Brennan Avenue is directly related to the lake
level. The flat gradient of this reach contributes to the sediment deposition at this location.
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Recommended options outlined in the report for mitigation of the sedimentation problem at the outlet of the
creek include:
raising the channel invert;
decreasing the channel cross-section (which increases flow velocity);
channel hardening (which increases flow velocity);
implementation of a sedimentation pond to capture sediments, and;
mitigating upstream erosion locations.
The report recommends a combination of the above options to mitigate the sedimentation problem. These
recommendations are considered to be a component of each one of the alternatives and are to be
implemented along with the other recommendations when the desired Alternative is chosen. The
Sedimentation Analysis Report is contained within Appendix A of this document.
3.3 Potential Alternatives
For the following Alternatives, quantity control for new development or redevelopment of existing lands must
be provided in accordance with the completed hydrologic modeling (i.e. post-development peak flows must
be in accordance with those presented in the hydrologic modeling). Hydrologic modeling output for each
Alternative is contained in Volume 1 Section 1 of the Appendix Document.
3.3.1 Channel/Culvert Design
Hydraulic modeling of the various Alternatives indicated the necessity for hydraulic improvements of the
channel and road crossing culverts. Channel improvements for the various Alternatives are modeled utilizing
a trapezoidal channel design. Current standards generally require the incorporation of a low flow channel in
new channel construction/re-construction. All proposed channel improvements presented in the various
Alternatives should be designed and constructed to the standards and requirements of the Municipality,
LSRCA, MNR and DFO which are current at the time of construction.
The hydraulic modeling also included culvert improvements where the existing culverts were shown to have
insufficient capacity to convey the peak flows. Culvert openings were sized to provide sufficient hydraulic
capacity to convey peak flows and did not account for requirements such as embedment, fish passage, etc.
At the time of detailed design, culvert sizes should be reviewed/refined to include provisions/requirements
set forth by the Municipality, LSRCA, MNR and DFO, and should reflect the standards that are current at the
time of construction.
3.3.2 Pre-Screening of Alternatives
A pre-screening process has been implemented to assess each alternative and examine both financial and
environmental costs, as compared to the benefits each alternative presents. Through this process
Alternative 3 has been pre-screened and will not be carried forward due to financial costs outweighing the
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benefits that the alternative presents. Additionally, since Alternative 4 started with Alternative 3 as a base,
the ideas and recommendations contained in Alternative 3 are still carried forward, but enhanced with other
options included in Alternative 4. An explanation of the objective of Alternative 3 is provided in Section
3.3.2.1.
3.3.2.1 Alternative 3
The objective of this alternative was to reduce peak flows within the creek corridor through modifying,
expanding or constructing stormwater management facilities within the Whiskey Creek watershed. The
recommendations included the construction of a stormwater management facility within Lackies Bush,
modification to the existing Southgate Subdivision Detention Facility, as well as modification of the Pond „A‟
outlet structure in Alternative 3B, which reduced regional storm event peak flows. Furthermore, various
channel improvements were proposed as well as increasing the hydraulic capacity of road crossing culverts.
These recommendations have all been incorporated into Alternative 4, and a summary of each is provided in
Section 3.3.5.
3.3.3 Alternative 1 – "Do Nothing"
The “Do Nothing” alternative allows Whiskey Creek to remain in its existing condition. Under this Alternative
no channel improvements or culvert upgrades would be undertaken. This alternative would see the City of
Barrie continue its current schedule of performing routine maintenance including removal of sediment,
correcting localized flooding problems and remediation of erosion as it occurs. Under Alternative 1, the
Regional peak flow is greater than the 100-year peak flow. The future condition regional floodlines are
shown on Drawing ALT-1 at the back of this document. The following sections provide background
information on the various stormwater management facilities.
The "Do-Nothing" alternative includes the construction of several Stormwater Management Ponds that have
been previously identified for construction during draft plan approval stage of their respective lands.
In 2002, the City of Barrie passed By-Law 2002-233, entitled Whiskey Creek Pond A and Downstream
Conveyance Works Development Charges By-Law 2002. This By-Law identified storm drainage capital
works west of Highway 400 required due to development. The works identified are as follows:
1. SWM Pond „A‟
2. Bryne Drive Culvert
3. Harvie Road Culvert
4. Highway 400 Culvert
5. Harvie Road Storm Sewer
The By-Law also identified preliminary cost estimates, proportionate share of upstream developers and
timing of payment associated with the works.
All of these items would be constructed under the “Do-Nothing” Alternative when conditions/timing warrants.
A copy of By-Law 2002-233 is included in Appendix B of this document.
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3.3.3.1 Pond „A‟ and Existing Stolp Pond Retrofit
The proposed location of Pond „A‟, south of Harvie Road, was established in a report prepared by Andrew
Brodie Associates Inc. in July 1990, for the development of the Mapleview Residential Subdivision and the
Barrie 400 industrial lands. Construction of Pond „A‟ would address concerns raised by the Ministry of
Transportation which discourages the use of the Highway 400 embankment as a means of stormwater runoff
control by moving the existing storage volume created by the highway embankment upstream into
Stormwater Management Ponds.
In 2003, F.J. Ternoway and Associates prepared a Supplementary Stormwater Management Study for the
proposed Pond „A‟ and existing Stolp Pond retrofit (originally designed in 1998 and approved by MOE). The
pond configuration is to consist of Pond „A‟ being constructed as a dry extended detention facility, designed
to control post-development peak flows to pre-development levels for the 2 through 100-year return period
storm events. The existing Stolp Pond, which is currently a dry detention facility providing quantity control for
existing residential development west of Veterans Drive, is to be retrofitted to provide a wet cell facility
providing quality control.
3.3.3.2 Pond „B‟
In the 1990 report prepared by Andrew Brodie Associates Inc., previously mentioned above, a second
upstream pond (Pond „B‟) to be located on the north side of Harvie Road was also identified. This pond was
originally to be located approximately 400m downstream of Beacon Road, east of the City of Barrie Harvie
Road Reservoir, on CKVR lands. The pond was intended to control upstream flows from east of Essa Road
and north of Harvie Road, thus eliminating the Highway 400 embankment storage. In 1991, the Beacon
Road Subdivision was developed upstream of Beacon Road without the construction of the pond, as it was
deemed not required at that time, however a financial contribution was provided for its development in the
future.
Azimuth Environmental Consulting, Inc. was retained as part of this Class EA process and prepared an
Environmental Impact Assessment, reviewing the impacts of SWM Pond „B‟. The assessment indicated
environmental concerns with constructing the pond in the proposed location adjacent to Harvie Road, citing
concerns of active groundwater discharge and water quality. It was determined that the preferred location
for SWM Pond „B‟ would be further upstream, located north of the Harvie Road Reservoir, immediately
adjacent to the east side of Beacon Road. Appendix C contains the Environmental Impact Assessment
prepared by Azimuth Environmental Consulting, Inc.
3.3.3.3 SWM Ponds on CKVR Lands
The CKVR lands immediately adjacent to Highway 400 on the north side of Harvie Road are scheduled for
development as an industrial/commercial subdivision. Skelton Brumwell & Associates completed a
Preliminary Stormwater Management Report in 2003 for these lands. This report proposes two stormwater
detention ponds for the development. A large extended detention wet pond is proposed at the north end of
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the site and will service most of the development (approximately 18.20 hectares) and control post
development peak flows to at or below pre-development levels. A second pond is proposed at the south end
of the site adjacent to Harvie Road and will control flows from CKVR lands and other upstream lands unable
to be controlled by SWM Pond „B‟ (approximately 12.60 hectares). This pond will control post development
peak flows from this catchment to at or below pre-development levels.
Under the "Do-Nothing" alternative all new development or redevelopment of existing lands within the
watershed should provide individual water quality control as outlined in Section 3.2.3 of this document.
The “Do-Nothing” alternative will not eliminate the existing watercourse issues as previously outlined in
Section 3.2.
3.3.4 Alternative 2 – Increase Hydraulic Capacity of Creek Channel and Culverts
Alternative 2 is divided into 2 sub-alternatives – 2A and 2B. Alternative 2A corresponds to the hydraulic
capacity of culverts and channels required to convey the 100-year storm event peak flow. Culverts and
channels in Alternative 2B are sized to convey the Regional storm event peak flow. The ultimate goal of
Alternative 2 is to eliminate flooding of private property by increasing the hydraulic capacity of all culverts and
channel sections that constrict flow.
The most significant flooding problem within the watershed occurs north of The Boulevard. When The
Boulevard or the creek banks between The Boulevard and Brennan Ave. are overtopped, a significant
number of houses are flooded. The hydraulic capacity of the outfall channel downstream of Brennan Ave. as
well as the culverts under both The Boulevard and Brennan Ave. would have to be increased significantly in
order to convey up to the Regional storm event peak flow. Other significant culvert crossings which need to
be increased include the BC Rail (west of Huronia Road), Huronia Road, and Little Ave. All of the
aforementioned locations have the potential to flood private property when overtopping of the roadway
occurs.
Throughout Whiskey Creek various culverts are within close proximity of another culvert (i.e. Fairview Road
and Highway 400). At these locations restricted culvert capacities will have a hydraulic impact on upstream
culvert crossings. Therefore, in order to increase the capacity of one culvert crossing, remediation work on
two or three culvert crossings may be required in order to achieve the end goal. See Drawing ALT-2 in the
back of this document for the proposed culvert schedule and floodlines.
This alternative does not offer a complete solution for water quality improvement however, the
recommendations for new development and/or redevelopment outlined in Section 3.2.3 should be followed.
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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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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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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
approximately 6000m2.
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
permanent pool by about 4500m3. 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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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 Hy-
Span 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 25-
year 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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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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undetected to provide a feedback mechanism that will assist in the determination of appropriate
environmental response strategies.
The above noted strategy applies to all of the alternatives.
4. PROJECT ENVIRONMENT
4.1 Introduction
This section provides a description of the physical, social and economic environment of the Whiskey Creek
Watershed. A combination of field investigation, engineering survey, review of existing engineering drawings
and computer modeling was used to establish the detailed inventory.
4.2 Physical Environment
4.2.1 Existing Vegetation Inventory
The Whiskey Creek Watershed is approximately 60% developed. The ultimate development of the
watershed will consist of approximately 54% industrial/commercial property versus only 36% residential.
Furthermore, open space/environmentally protected/agricultural lands make up only 10% of the watershed
with Lackies Bush identified as the only significant open space.
The Whiskey Creek corridor (from Kempenfelt Bay to Harvie Road) is less than 10% enclosed. Most road
crossings are relatively short (less than 40m) except for Highway 400 and the BC Railway tracks (north of
Yonge Street). Most of the watercourse remains in its natural state except for various small sections. The
corridor of the main branch of Whiskey Creek between the outlet to Kempenfelt Bay and Veteran's Drive is
covered by approximately 52% of mature forest cover that provides at least 60% shading of the creek
channel (Azimuth, 2001).
The headwaters of Whiskey Creek are located west of Highway 400. This area is slated for
commercial/industrial development; however, the natural valley of the creek is to be protected. East of
Highway 400 the creek meanders through a deep valley section with hardwood trees providing a full canopy
for the creek. As the creek progresses eastward towards Bayview Drive it runs along a natural low area that
has been altered to accommodate development. However, this area has been revegetated and now
supports significant vegetation. Downstream of Bayview Drive the creek has been channelized and routed
around the industrial buildings. Once past the industrial development on Bayview Drive the creek corridor is
in its natural state as it progresses through Lackies Bush. Lackies Bush is a naturally forested valley section
with a full canopy cover.
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On the east side of Lackies Bush, Whiskey Creek traverses the north edge of the residential subdivision on
McConkey Place. The creek corridor is vegetated with established growth. The creek crosses through three
short culverts (BC Railway, Huronia Road and McConkey Place) and is routed through the Southgate
Subdivision detention pond. To accommodate development north of Little Avenue, a balanced cut and fill
plan within the floodplain has been approved by the MNR maintaining the low flow channel of the creek in its
natural condition. From Yonge Street to The Boulevard, Whiskey Creek remains in its natural condition
except immediately downstream of Yonge Street, where it was altered to accommodate development. The
outlet channel downstream of The Boulevard has been eroded by recent storm events. The City of Barrie
has protected the banks of the creek with rip rap material at the outlet to Kempenfelt Bay.
4.2.2 Existing Wildlife and Fisheries
The Whiskey Creek Watershed is about 60% urbanized. However, the only significant area of natural land
use is Lackies Bush. Notwithstanding, most of the creek is contained within natural valley sections. The
ultimate development of the watershed indicates the watershed probably won‟t support large numbers of
wildlife habitat except within Lackies Bush and natural valley creek sections where favourable habitat for
songbirds and small mammals exist. Furthermore, beaver activity is evident within Lackies Bush.
Additionally, it is likely that urban animals such as small rodents, birds, squirrels etc. can be supported within
the watershed itself.
Azimuth Environmental has prepared a terrestrial and aquatic habitat assessment of Whiskey Creek which
can be found in Section 3 of the Background Summary Report. Habitat mapping of aquatic habitat features
was completed including electrofishing of the creek in various areas. The electrofishing resulted in various
fish species including brook trout, black nose dace, creek chub and mottle sculpin to name a few. All fish
were found between the outlet at Kempenfelt Bay and the south end of Lackies Bush. Electrofishing was not
completed between Highway 400 and Lackies Bush since it is an intermittent portion of the creek.
Electrofishing at the downstream side of the Harvie Road culvert produced no fish species. It should be
noted that the water temperatures sampled along Whiskey Creek indicate that it is a cold water fishery.
4.2.3 Water Quality
The overall quality of the creek water appears good; however, within Lackies Bush the water appears turbid.
The Whiskey Creek Watershed is not completely developed. Therefore, construction within the watershed
has a potential to become a contributing source of pollution within the Creek. However, there is currently
minimal construction within the watershed and this is not considered to be contributing sediment to the creek.
4.2.4 Sanitary Sewer System
The South Shore Interceptor Sewer runs along Lakeshore Drive from Minets Point Road to the Water
Pollution Control Center (W.P.C.C.) and services the majority of the southeast quadrant of the City. From
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Little Avenue to Yonge Street the South Industrial Trunk sewer runs through the floodplain on the east side
of Whiskey Creek. Various local sanitary sewers cross Whiskey Creek at most of the road crossings.
4.2.5 Storm Sewer System
The City of Barrie Drainage Policies indicate that the storm sewer system should be able to convey the 5-
year storm runoff. Also, the City of Barrie Drainage Policies indicate culverts for arterial and collector road
should convey the 1:100 year or Regional storms while local roads should convey the 1:10 and 1:25-year
storm event. The existing conditions within the creek show that most arterial road culverts are overtopped
during the 100-year storm event.
4.2.6 Transportation System
The City of Barrie Transportation Study completed in 1999 indicates that various roads (i.e. Yonge Street,
Harvie Road, Fairview Road and Tollendal Mill Road) will be reconstructed in the future. To minimize the
cost of culvert repairs, replacements are normally carried out in conjunction with road reconstruction projects.
4.2.7 Existing Utilities (Electrical, Water, Telephone, Gas and Cable)
Minor utility relocation may be required in order to accommodate any future proposed culvert upgrades and
channel works.
4.2.8 Property Ownership Adjacent to the Whiskey Creek
Whiskey Creek traverses City owned land and private property (both commercial/industrial as well as
residential). The City of Barrie owns Lackies Bush as well as municipal road allowances the Creek crosses
under. Furthermore, the City of Barrie does have various easements (sanitary and storm) within the
floodplain. The ultimate goal for the City of Barrie is to obtain easements and/or property ownership of the
creek corridor/floodplain. Drawing PE-1 contained at the back of this document shows the existing City of
Barrie owned property and easement locations along the Creek Corridor. Refer to Volume 2 Section 4 of the
Appendix Document for a list of easements along Whiskey Creek.
4.3 Social Environment
4.3.1 Heritage Resources
The City of Barrie Heritage Sites Inventory identifies buildings with architectural or historical merit. There are
no buildings in the Whiskey Creek Watershed identified on the Heritage Sites Inventory.
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4.3.2 Flooding History
The outlet of Whiskey Creek at Kempenfelt Bay is subject to frequent flooding, erosion, and sediment
deposition during storm events. The latest occurrence of significant erosion and deposition occurred in
1999. Remedial works have been completed in this area. Just south of the outlet to Kempenfelt Bay, The
Boulevard is normally overtopped by storm flows once a year. The residences on the west side of White
Oaks Road may be flooded when The Boulevard is overtopped.
Just north of Little Avenue the Whiskey Creek channel is regularly overtopped, causing flooding on private
property. However, to date the flooding has not reached building openings. Further south, the Radio Shack
property has experienced flooding caused mainly from the insufficient capacity of the Whiskey Creek main
channel.
4.4 Economic Environment
4.4.1 Budget Considerations
The Corporation of the City of Barrie prepares, on an annual basis, an operating budget that is subject to
Council approval. The cost of providing services are estimated and included in the Operating Budget.
The Municipal Works Department budgets for projects such as reconstruction of roads and sewers as well as
the maintenance of existing roads, municipal services and reconstruction of culverts and/or watercourse
improvements.
Funds were previously allocated in the 2004 Operating Budget for the completion of this Master Drainage
Study. The City of Barrie 10 year Capital Works Budget identifies a planning program for infrastructure
improvement works which includes provisions for major road and drainage improvements in the Whiskey
Creek Watershed. During the reconstruction of local roads, storm sewers may be replaced as a result of
structural deficiencies or upgraded in size as a result of the City of Barrie Drainage Policies.
4.4.2 Maintenance Costs
The storm sewers within the watershed require periodic maintenance, which includes flushing and/or
cleaning out of catchbasins. The frequency of required maintenance will be increased as the rate of the
infrastructure deterioration increases. Stormwater management ponds as well as any oil/grit interceptors
(quality control devices) within the watershed will also require periodic maintenance. Most importantly, all
culvert structures should be maintained free of debris. An ultimate goal of the Master Drainage Plan is to
ensure that erosion is kept to a minimum thereby minimizing costs associated with erosion repairs and
sediment removal.
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4.4.3 Construction Costs
Cost estimates were calculated for all the Alternatives. The estimates include costs associated with the
construction of the channel improvements, culvert replacement and SWM Facility construction including
engineering costs. Table 3 outlines the costs associated with each alternative. All background
documentation and calculations pertaining to Table 3 are included in Volume 2, Section 3 of the Appendix
Document. Note that the costs developed for the 2004 EA report have typically been increased by 5% where
appropriate to account for an increase in costs to 2009.
The proposed Stormwater Management Facilities will greatly reduce the peak flows for the 100-year storm
event. However, peak flows from the Regional Storm will not be as substantially reduced as the 100-year
event.
4.4.4 Land Acquisitions/Easement Costs
The City of Barrie Watercourse By-Law requires the City of Barrie to acquire land or obtain easements for
municipal drains, watercourse and floodplain areas. Drawing PE-1 in the back of this report shows the
existing easements along the Creek corridor. The majority of these easements are municipal services
maintenance easements and are insufficient from a floodplain perspective. The area of land used to
calculate the land acquisitions/easement cost corresponds to the area of land delineated by the floodlines
shown on Drawings ALT-1 to ALT-5 respectively. Furthermore, costs include obtaining municipal service
easements overtop of culverts where floodplains are contained within the creek valleys. All cost calculations
are contained in Volume 2, Section 3 of the Appendix Document.
5. SCREENING OF ALTERNATIVES
5.1 Introduction
The alternatives developed in Section 3 to correct the deficiencies noted in Section 2 are to be screened with
respect to their impact on the physical, social and economic environments presented in Section 4. Table 4
provides a summary of potential effects associated with each alternative. The following is a discussion of
each alternative.
5.2 Impact of Alternatives on the Environment
5.2.1 Alternative 1 – "Do Nothing"
The “Do Nothing” alternative has the greatest number of potential negative effects. The physical
environment in terms of wildlife and water quality will continue to deteriorate. The impact on private property,
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storm sewer system and transportation system will continue to contravene the City of Barrie policies,
consequently deteriorating the quality of service available to residents of the City.
The potential exists for damage to existing buildings adjacent to Whiskey Creek. Furthermore, increased
maintenance is expected due to erosion and sedimentation because of the insufficient hydraulic capacity of
the road crossings.
The Social Environment will continue to be affected by the “Do Nothing” option. It is anticipated that property
value and use of property will decrease for owners adjacent to the Creek corridor. Consequently, under the
current City of Barrie policies to acquire lands or easements over lands that are within the floodplain,
property owners will lose larger amounts of land than if the flooding were contained within the Creek corridor.
Furthermore, the cost of said land will be less than if the land were in a useable state i.e. not flood prone. A
consequence of a widespread floodplain is the increased potential for loss of life or injury from flooding.
5.2.2 Alternative 2 – Increase Hydraulic Capacity of Creek Channel and Culverts
Under Alternative 2A the increased hydraulic capacity of structures and channel sections to convey 100-year
peak flows within the creek corridor will reduce the flooding of private property thereby increasing land usage
and value. Consequently, City of Barrie easement and property purchases will be reduced when compared
to the “Do Nothing” alternative. Furthermore, the potential for loss of life is greatly reduced by confining the
floodplain to the Whiskey Creek corridor.
Alternative 2B will eliminate overtopping of roads and reduce flooding of private property by providing
conveyance of regional storm event peak flows; however larger channels and culverts will be required.
Eliminating flooding/overtopping of municipal roadways will increase the level of service of the transportation
network within the Whiskey Creek Watershed.
This alternative should reduce routine maintenance costs of the existing storm sewer and culvert crossings.
5.2.3 Alternative 4 – Creation/Modification/Designation of Stormwater Management
Facilities
Alternative 4A includes construction of an on-line Stormwater Management Facility at the south end of
Lackies Bush, expansion of the existing Southgate Subdivision detention facility to include a wet cell, and the
designation of SWM Facilities upstream of Yonge Street and Tollendal Mill Road.
Construction of the Stormwater Management Facility within Lackies Bush will substantially reduce all
downstream 100-year peak flows and consequently downstream road crossing structures and creek channel
geometry. Furthermore, excavation of a wet cell within the Southgate Subdivision detention pond will also
create more quantity storage reducing peak flows from the facility, although only slightly. Designation of
SWM Facilities at Yonge Street and Tollendal Mill Road will reduce flows within the creek corridor which will
have the effect of reducing culvert sizes and consequently costs. Furthermore, smaller culverts are more
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feasible from a construction point of view and require less area to be disturbed when installed. This is of
particular benefit downstream of The Boulevard and through the Minets Point Park.
In addition to the recommendations in Alternative 4A, Alternative 4B includes a modification of the outlet
structure for the proposed Pond 'A' west of Highway 400, south of Harvie Road. This modification will
provide control for regional storm event peak flows. Generally, Stormwater Management Facilities are not
designed to reduce regional storm event peak flows; however, Alternative 4B proposes to do so in an effort
to reduce the cost of the Highway 400 crossing.
The downstream impacts, such as increased peak flow, channel velocities and flooding limits, resulting from
the modification of the outlet structure have been assessed and were found to be negligible for the smaller
storm events (i.e. 2 and 5-year storms). For the larger storm events such as the 25 and 100 year storms, the
impact experienced as a result of the hydraulic modifications to the outlet structure are greater, however, the
impact is once again negligible when the flows have reached Lackies Bush. A comparison of the peak flows
and channel velocities between the Future Conditions and Alternative 4B models is provided in Appendix F.
Water quality will be improved through the addition of the previously mentioned 2 m deep wet cell within the
Southgate Subdivision detention pond. A low flow channel will direct all storm flow (not base flow) through
the wet cell.
5.2.4 Alternative 5 – Increase Hydraulic Capacity of Creek Channel and Culverts and
Designation of Stormwater Management Facilities
Alternative 5 includes increasing the hydraulic capacity of the creek channel and most culverts to convey the
100-year peak flows. In addition, the natural storage areas upstream of Yonge Street and Tollendal Mill
Road will be designated as SWM Facilities.
Increasing the hydraulic capacity of the creek channel and culverts to convey the 100-year peak flows within
the creek corridor will reduce the overtopping of roads and the flooding of private property. Reduced flooding
of private property will increase land usage and value, as well as reduce the City of Barrie‟s easement and
property purchases when compared to the “Do Nothing” alternative. In addition, the potential for loss of life is
greatly reduced by confining the floodplain to the Whiskey Creek corridor.
Designation of SWM Facilities at Yonge Street and Tollendal Mill Road will reduce flows within the
downstream creek corridor. As a result, the culvert sizes required to convey the 100-year peak flows, and
therefore the associated costs, will also be reduced. Furthermore, smaller culverts are more feasible from a
construction point of view and require less area to be disturbed when installed. This is of particular benefit
downstream of The Boulevard and through the Minets Point Park.
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5.3 Evaluation of Alternatives
The alternatives developed in Section 3 were evaluated using a numerical ranking system and are presented
in Table 5. Evaluation sheets for each alternative are included in Appendix G of this document.
Firstly, each potential impact is ranked with respect to each other. Their relative importance to each other is
defined by a value from 1 to 5, with 5 being more important. Please note that criteria with a ranking of 1 do
not indicate that those criteria are not important, only less important when compared to other criteria.
Secondly, each potential impact is to be given a value from –2 to 3 (not including 0) which indicates a
significant negative effect (-2), a neutral effect (1) or a significant positive effect (3). Therefore, the
alternative with the larger positive value for Total Environmental Effect indicates a greater degree of positive
potential environment effects.
Agency and public comments and concerns were also used to develop a relative score for each of the
Alternatives.
Table 6 provides further details on the evaluation of each alternative for each criterion.
6. PUBLIC CONSULTATION
6.1 Notice of Class Environmental Assessment
The Class Environmental Assessment Document for the Whiskey Creek Master Drainage Plan Update was
first completed by R. G. Robinson and Associates (Barrie) Ltd. (now part of AECOM Canada Ltd.) in 2004
and also in 2009. This document was available for viewing at the City of Barrie Public Library, the Clerks
Office in the City Hall (1st Floor), the Engineering Department in the City Hall (6
th Floor), as well as the office
of R.G. Robinson and Associates (Barrie) Ltd.
An Information Bulletin summarizing the EA Document and a Questionnaire were mailed out to property
owners located adjacent to the creek or within the existing floodplain of the creek. The public was invited to
attend an Open House to express any concerns or make any comments regarding the proposed study
update. The Open House was held on October 14, 2004 from 4:00 p.m. to 7:00 .m. at the Barrie City Hall in
Huronia Room A. The public was also invited to attend a second Open House which was held on April 16,
2009 from 4:00 p.m. to 7:00 p.m. at the Barrie City Hall in the Sir Robert Barrie Room. A copy of the mailing
list, as well as the information bulletin and questionnaire that were distributed to the public, are provided in
Volume 2 Section 6 and Section 8 of the Appendix Document.
The Information Bulletin was also sent to relevant local agencies such as Barrie Hydro, Rogers Cable Inc.,
Bell Canada, Downtown Barrie BIA, Heritage Barrie, Lake Simcoe Region Conservation Authority, and more.
The agencies were invited to attend the Open House and express any comments or concerns regarding the
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proposed study update. A complete agency contact list is provided in Volume 2 Section 6 and Section 8 of
the Appendix Document.
In addition to the mailing lists, the Open House was advertised in the Barrie Examiner on Friday October 8,
2004 and Saturday, October 9, 2004, and for the second open house on April 10 & 11, 2009. Copies of the
advertisements are provided in Volume 2 Sections 6 and 8 of the Appendix Document. The Open House
was intended to provide both the public and local agencies an opportunity to consult with R.G. Robinson and
Associates (now AECOM) as well as members of the City of Barrie Steering Committee regarding the
alternatives being presented for the Whiskey Creek Master Drainage Plan Update.
6.2 Results of Public Consultation
It is estimated that approximately 20-25 people attended at each of the Open Houses. A copy of the sign-in
sheet for those who attended the Open House is provided in Volume 2 Section 7 and Section 8 of the
Appendix Document.
Twenty-one responses and/or inquiries were received during and immediately following the first Open House
and seventeen following the second Open House, which included completed questionnaires, telephone
inquires and email inquires. Copies of the completed questionnaires, telephone conversation records and
email inquires are contained in Volume 2 Sections 7 and 8 of the Appendix Document.
6.3 Public Preference
The majority of the responses received from the public and agencies have been favourable to the concept of
correcting deficiencies (sedimentation, flooding, etc.) within the creek corridor. A summary of the public‟s
selection of a preferred alternative indicates that the majority of respondents prefer Alternative 4, which
includes the creation/modification/designation of stormwater management facilities within the creek‟s
watershed and increasing the hydraulic capacity of culverts and channels along the creek corridor. Both
Alternatives 4A and 4B received an equal number of selections as the public‟s choose of a preferred
alternative. It should be noted that Alternative 5 was developed after the public consultation process in 2004
and therefore was not an available option at that time. Table 7 provides a summary of the public‟s selection
of a preferred alternative and Table 8 provides a summary of the public and agency comments that were
received and the response to each.
7. SELECTION OF A PREFERRED ALTERNATIVE
Subsequent to completion of the 2004 Class Environmental Assessment document and the public
consultation process, the City of Barrie developed an additional alternative, identified in this revised Class
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Environmental Assessment document as Alternative 5. The City of Barrie has selected this new Alternative
5 as the preferred alternative. This alternative proposes to increase the hydraulic capacity of the creek
channel and culverts to convey the 100 year peak flows as well as to designate stormwater management
facilities upstream of Yonge Street and Tollendal Mill Road. Alternative 5 combines components of
Alternatives 2A, 2B and 4A, balancing the needs of the physical, natural, social and economic environments.
This recommendation is made for the following reasons:
Erosion and sedimentation problems are addressed with this alternative;
Watercourse disruption is minimized;
Water quality can be improved with this alternative;
The stormwater management ponds will provide opportunity for the creation of additional wildlife habitat;
Reduced peak flows within the creek corridor allow for smaller structures and, henceforth, less disruption
to adjacent landowners and is more feasible from a construction point of view;
The preferences of local property owners are addressed.
Table 7. Public’s Selection of Preferred Alternative
Respondent Alternative Preference
Address Name 1 2A 2B 4A 4B
219 The Boulevard Mr. & Mrs. Beck
7 Brennan Avenue Stanley Street 5 2 1 4 3
4 Cedar Pointe Drive Bryan Richardson
206 Cliff Road Rita Farrell
13 Herrell Avenue Clare Sheppard 1
222 Kempview Lane G. Gariepy 5 4 3 2 1
15 Lismer Boulevard Mike Scullion
195 Little Avenue M & R Bourne 1
217 Little Avenue Robert Dumais
237 Little Avenue David Cross 5 4 3 2 1
358 Little Avenue, Unit 4 Heather Cox 5 4 3 2 1
358 Little Avenue, Unit 24 T & J Hughes 3 4 2 5 1
68 McConkey Place Dale Elliott 1
201 Minet‟s Point Road W.A. Gooderham 5 5 1 5
201 Minet‟s Point Road Kimberley Gooderham 5 5 1 5
201 Minet‟s Point Road Linda Gooderham 4 5 5 1 5
241 Minet‟s Point Road Don Jerry
12 Wallwins Way Kathy Marsden/
Rosemarie Lafrance 5 4 3 1 2
Address Unknown Ron Butler
4 Coles Street, Midhurst Peter Smith 2 4 5 1 3
Lake Simcoe Region
Conservation Authority Tom Hogenbirk 1
% of First Choice 0% 0% 14% 43% 43%
Notes: 1. 5 indicates least preferred alternative 2. 1 indicates most preferred alternative 3. Respondents which did not select any of the preferred alternatives where not included in the “% First
Choice” calculation.
City of Barrie
W hiskey Creek Master Dra ina ge P lan Update
Environmental Assessment Document
(99111 ea document 2009 (aecom format).doc) - 30 -
8. MASTER DRAINAGE STUDY PROCEEDINGS
Under the Class Environmental Assessment Act (Class EA Act), all municipal undertakings are subject to
approval by the Ministry of the Environment (MOE). This document is part of the requirement of the Class
EA for the Whiskey Creek Watershed Master Drainage Plan Study Update. The recommended alternative
presented in this document is the culmination of screening various alternatives with respect to environmental,
social, and economic effects and their ability to address the identified problems within the Whiskey Creek
Watershed.
The findings of this report will be presented to the City of Barrie Council Members for their review. Once City
Council has adopted this report, a Notice of Completion will be published. After publication, the public will
have 30 days to request the project go through a higher level of Class EA or Individual EA through a Part II
Order request. The decision to issue a Part II Order is made by the Minister of the Environment. If no such
requests are received, the project is considered approved under the Class EA process.
After adoption of the Class EA by the City of Barrie Council members, formulation of the Master Drainage
Study Update will commence. The Master Drainage Study Document will present the findings of the Class
EA Document as well as recommend an implementation schedule for proposed works within the watershed
and cost sharing where applicable. The Master Drainage Document will also be presented to City of Barrie
Council Members for adoption. The Master Drainage Document will be used to help guide future
development within the Whiskey Creek Watershed.