city of barrie whiskey creek master drainage plan update ...whiskey creek master drainage plan...

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)

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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


(99111 ea document 2009 (aecom format).doc) - ii -

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


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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

City of Barrie




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


Facilities .......................................................................................................................... 25


Designation of Stormwater Management Facilities ........................................................ 26

5.3 Evaluation of Alternatives ........................................................................................... 27

6. PUBLIC CONSULTATION .............................................................................. 27

6.1 Notice of Class Environmental Assessment ................................................................ 27

City of Barrie




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

City of Barrie




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

City of Barrie




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

City of Barrie




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

City of Barrie




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.

City of Barrie




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

City of Barrie




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.

City of Barrie




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.

City of Barrie





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.

City of Barrie





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.

City of Barrie




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.

City of Barrie




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.

City of Barrie




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.

City of Barrie




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

City of Barrie




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.

City of Barrie




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

City of Barrie




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.

City of Barrie





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

City of Barrie




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

City of Barrie




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.

City of Barrie





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

City of Barrie




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.

City of Barrie




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,

City of Barrie




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.


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

City of Barrie




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.


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

City of Barrie




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

City of Barrie




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




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.