APPENDIX A: HYDROLOGIC & HYDRAULIC MODELLING TECHNICAL ... Hall/environmental-assessment-studies... · TABLE OF CONTENTS 1 Introduction 1 1.1 Background 1 1.2 Objectives 1 2 Minor

APPENDIX A: HYDROLOGIC & HYDRAULIC MODELLING TECHNICAL

MEMORANDUM

DRAINAGE MASTER PLAN City of Barrie

Hydrologic & Hydraulic Modelling Draft Technical Memorandum

prepared by: prepared for

C.C. Tatham & Associates Ltd. 115 Sandford Fleming Drive, Suite 200 Collingwood, ON L9Y 5A6 Tel: (705) 444-2565 Fax: (705) 444-2327 [email protected]

The Corporation of the City of Barrie

October 2017

CCTA File 117076

TABLE OF CONTENTS

1 Introduction 1

1.1 Background 1

1.2 Objectives 1

2 Minor Drainage System PCSWMM Model 3

2.1 Hydrologic Model Parameters 3

2.2 Calibration and Verification 5

2.3 Future Conditions Analysis 6

3 Major Drainage System Visual OTTHYMO Model 7

3.1 Hydrologic Model Parameters 7

3.2 SWMF Stage-Storage-Discharge Relationships 7

3.3 Regional Storm Model Scenario 7

3.4 Modified CN Model Scenario 8

3.5 Future Conditions Analysis 8

3.6 Updated Model Results 8

4 Major Drainage System HEC-RAS Model 9

5 Spills Analysis 10

5.1 Background Summary 10

5.2 Modelling Approach 11

5.2.1 HEC-RAS 11

5.2.2 PCSWMM 11

5.2.3 Discrete Calculations 12

5.3 Existing Conditions 12

5.3.1 Kidd’s Creek 12

5.3.2 Bunkers Creek and Dyments Creek 13

5.3.3 Whiskey Creek and Hotchkiss Creek 14

5.4 Future Conditions 15

6 Regulatory Storm Events 16

7 Minor System Deficiencies 18

8 Major System Deficiencies 19

9 Alternative Drainage Solution Evaluation 20

10 Conclusions 21

APPENDICES Appendix A: Calibration Verification

Appendix B: SSD Table Updates

Appendix C: AMC and CN to CN* Conversion Tables

Appendix D: Updated Visual OTTHYMO Model Results Summaries

Appendix E: HEC-RAS Spill Analysis

Appendix F: PCSWMM Spill Analysis

Appendix G: Spill Analysis Hand Calculations

Appendix H: Tables 11 - 58

LIST OF TABLES Table 1: Subcatchment Imperviousness and Percent Routed Update Summary 4

Table 2: Updated Model Calibration Summary 6

Table 3: Existing Condition Kidd’s Creek Spill Summary (m3/s) 13

Table 4: Existing Condition Bunkers Creek/Dyments Creek Spill Summary (m3/s) 14

Table 5: Existing Condition Whiskey Creek and Hotchkiss Creek Spill Summary 15

Table 6: Future Condition Kidd’s Creek Spill Summary (m3/s) 15

Table 7: Existing Condition Bunkers Creek/Dyments Creek Spill Summary (m3/s) 15

Table 8: Future Condition Whiskey Creek and Hotchkiss Creek Spill Summary 15

Table 9: Existing Condition Regulatory Peak Flows for Barrie Creeks Drainage Study Area 16

Table 10: Future Condition Regulatory Peak Flows for Barrie Creeks Drainage Study Area 17

LIST OF FIGURES Existing Minor Drainage System Deficiencies (Figures 1A – 5A)

Existing Major Drainage System Deficiencies (Figures 1B – 5B)

Future Minor Drainage System Deficiencies (Figures 6A – 10A)

Future Major Drainage System Deficiencies (Figures 6B – 10B)

Kidd’s Creek, Dyments Creek and Bunkers Creek Spills (Figures 11 – 14)

Whiskey Creek to Hotchkiss Creek Spill (Figures 15 – 16)

Drainage Master Plan Hydrologic & Hydraulic Modelling – Draft Technical Memorandum

Page 1 October 2017

1 Introduction

C.C. Tatham & Associates Ltd. (CCTA) has been retained by the City of Barrie (City) to prepare a Drainage Master Plan. The purpose of the Drainage Master Plan is to identify the existing deficiencies in the minor and major storm drainage systems across the City using the recently developed minor/major drainage system models and develop solutions to address the deficiencies. The Drainage Master Plan will provide the City with a set of preferred alternative solutions to the identified drainage deficiencies for each watershed that will have the greatest positive impact on the natural, physical, cultural, social and economic environments. A series of technical memorandum have been prepared to accompany the Draft Drainage Master Plan. This technical memorandum has been prepared to summarize the work completed to update the existing minor/major drainage system models that will be used in evaluating the improvement alternatives.

1.1 Background

The minor/major drainage system models previously developed were used to identify deficiencies across the City as part of the City Wide Model Development Project in 2015/2016. Information regarding the identification and resolution of data gaps required for the models and the process for creating and calibrating the PCSWMM, Visual OTTHYMO and HEC-RAS models are described in the following reports:

Background Data Review and Data Gap Analysis Summary Report. C.C. Tatham & Associates Ltd. (April 2016); and

Hydrologic/Hydraulic Model - Standard Operating Procedures. C.C. Tatham & Associates Ltd. (2017).

At the outset of the Drainage Master Plan, several areas were identified for improvement requiring an update to the existing models. Furthermore, a Technical Advisory Committee (TAC) was formed consisting of CCTA, the City, the Lake Simcoe Region Conservation Authority (LSRCA) and the Nottawasaga Valley Conservation Authority (NVCA). The purpose of the TAC is to ensure the regulating authorities are informed of the project’s progress and selected modelling approaches. Proper communication with the TAC will mitigate the risk to budget and schedule from issues arising through model reviews and revisions.

1.2 Objectives

The objective of this memorandum is to summarize the updates made to the recently developed minor/major drainage system models. The primary objectives of the updates were to:

Apply the current 2016 GIS land use layers to the hydrologic models;


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Address the model deficiencies identified in the Technical Proposal (CCTA, March 2017);

Verify the model calibration; and

Analyze the locations of interwatershed spills.

The updates were completed to ensure the baseline models are accurate such that existing deficiencies can be established. These models are critical to the success of this project as they are the primary tools used to identify drainage deficiencies and evaluate potential solutions. Details of the work completed to update the models and the existing deficiencies are summarized in the following sections of this memorandum.


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2 Minor Drainage System PCSWMM Model

The minor drainage system PCSWMM models were developed as part of the City Wide Model Development Project. For this study, a number of improvements and updates were applied to the existing models as described in the following sections.

2.1 Hydrologic Model Parameters

The main update to the existing PCSWMM models was the use of the 2016 impervious GIS layers to update the subcatchment imperviousness and percent routed (percentage of impervious area draining onto a pervious surface). For the City Wide Model Development Project, 2007 impervious GIS layers were used to define the subcatchment imperviousness and percent routed. A watershed/drainage area comparison of the 2007 impervious GIS layers to the 2016 impervious GIS layers is provided in Table 1.


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Table 1: Subcatchment Imperviousness and Percent Routed Update Summary

Watershed/Drainage Area Area (ha) Relative Change to Percent Impervious (%)

Relative Change to Percent Routed (%)

Bayshore 50 38.0 17.1 Gray Lane 19 21.2 20.6

Hewitts Creek 762 27.1 14.3 Lovers Creek 2,538 1.5 -25.3

Royal Oak 14 6.1 9.2 Bunkers Creek 361 3.7 9.3 Dyments Creek 580 11.6 -0.7 Hotchkiss Creek 483 7.9 4.3

Huronia 93 -0.8 7.6 Johnson 83 3.7 10.3

Kidds Creek 488 0.4 13.8 Minets Point 6 6.7 -2.7

Mulcaster 41 3.6 20.8 Nelson 61 0.2 34.8 Rodney 29 6.7 13.3

Sophia Creek 463 3.4 11.0 St. Vincent 36 2.5 12.8

Whiskey Creek 638 3.4 3.8 Williams/Holgate 84 4.7 -39.8

Bear Creek 1,700 16.0 4.4 Georgian Creek 270 8.4 9.9

Little Lake 445 10.3 10.5

Total 9,246 7.2 6.1

As per Table 1, the imperviousness updates for most watersheds were minor (<10%). The smaller drainage areas and the more rural watersheds showed the biggest changes.

The imperviousness update was the only wide scale change applied to the PCSWMM models. However, additional deficiencies/areas for improvement were identified during the update process. Minor improvements included updating the classification of pipes and inverts where necessary and refinement of the subcatchments and hydraulic networks based on the November 2016 AECOM Draft Drainage and Hydrology Report. This report provided additional drainage details related to the Highway 400 culvert


Page 5 October 2017

crossings. Therefore, the PCSWMM subcatchments and routing were updated based on the additional details now available for these crossings.

2.2 Calibration and Verification

Following the PCSWMM model updates, a calibration check was required. As part of the City Wide Model Development Project, the following steps were followed for calibration and verification:

The subcatchment parameters that have inherent uncertainty and are appropriate for adjustment were identified;

A sensitivity analysis was completed to determine the impact of each individual parameter (percent routed was consistently the most sensitive parameter);

For watersheds with historical creek flow monitoring data, a six month continuous simulation was completed;

The peak flows for the 20 largest storm events within the six month period were used to determine the appropriate parameter adjustments; and

The best-fit parameter adjustments for the 20 individual storm events were applied to the models and six major storm events from 2011 to 2014 were simulated to verify the calibration adjustments.

A more detailed description of the calibration and verification process is provided in the Standard Operating Procedures (CCTA, 2017).

A similar process was followed for calibration and verification of the updated PCSWMM models. For the updated models, the resultant hydrographs were compared to the verification storms identified in the City Wide Model Development Project. Based on this comparison, CCTA determined whether the original parameter adjustments should continue to be applied to the updated model, or if an adjusted calibration should be used. The calibration adjustments that were applied based on this analysis are summarized in Table 2.


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Table 2: Updated Model Calibration Summary

Watershed/Drainage Area Updated Calibration Relative Change to Percent Routed (%)

Hewitts Creek Original Calibration Applied -100

Lovers Creek Original Calibration Applied -60

Bunkers Creek Original Calibration Applied +75

Dyments Creek No Change 0

Hotchkiss Creek Original Calibration Applied +100

Kidds Creek No Change 0

Sophia Creek Original Calibration Applied +85

Whiskey Creek Original Calibration Applied -46

Following the selection of the appropriate calibration adjustments, the calibration factors were applied to the PCSWMM models and the six month continuous simulation was reanalyzed to validate the model calibration. The results of the model calibration are summarized in Appendix A for reference.

2.3 Future Conditions Analysis

In accordance with the Technical Proposal (CCTA, 2017), a 20% increase is applied to the existing peak flows to represent future conditions and account for climate change. As a dynamic wave unsteady model, PCSWMM uses rainfall data to generate hydrographs for each conduit and a direct 20% increase to existing peak flows is not possible. Therefore the 20% increase was applied to the rainfall data and the resulting peak flows were considered representative of future conditions.

The updated PCSWMM models have been digitally submitted with this Technical Memorandum. The updated model results for future conditions may be accessed from the digital models.


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3 Major Drainage System Visual OTTHYMO Model

As with the minor drainage system models, the major drainage system Visual OTTHYMO models that were developed as part of the City Wide Model Development Project were updated based on the new data. The Visual OTTHYMO model updates were more extensive as additional scenarios were required for the major storms and refinement of the stormwater management facility (SWMF) stage-storage-discharge (SSD) tables was required. A full description of the Visual OTTHYMO model updates is summarized in the following sections.

3.1 Hydrologic Model Parameters

As summarized in Section 2, the 2016 impervious GIS layers are notably different than the 2007 impervious GIS layers. Therefore, the Visual OTTHYMO major drainage system hydrologic model input parameters were updated using the 2016 impervious GIS layers. The major drainage system subcatchments that were delineated during the City Wide Model Development Project were also re-analyzed based on soil type and the updated 2016 GIS land use layers to generate new subcatchment curve numbers. Each subcatchment in the Visual OTTHYMO models were updated with the revised CN numbers, percent impervious and percent directly connected values.

Similar to the PCSWMM models, the Visual OTTHYMO model subcatchments and routing at the Highway 400 crossing were updated based on AECOM’s Draft Drainage and Hydrology Report.

3.2 SWMF Stage-Storage-Discharge Relationships

As part of the Technical Proposal, the SWMF stage-storage-discharge (SSD) tables from the original models that were exceeded during the Regional storm event were identified as a required model update. Generally, the SSD tables did not account for the SWMF overflows/emergency spillways and provided unrealistic volume control in the Visual OTTHYMO models. During the model updates, these SSD tables were evaluated and extended where necessary to properly consider the Regional storm event. To update the SSD tables, the 2016 LiDAR data was used to extend the stage-area relationships and identify spillways/overflows as required. The updated SSD tables are included in Appendix B for reference.

3.3 Regional Storm Model Scenario

An additional Visual OTTHYMO scenario was created for each study area to generate Regional Storm peak flows in accordance with the requirements of each conservation authority as resolved through the TAC. For the LSRCA study areas, the additional scenario considers the Hurricane Hazel storm under AMCIII conditions with all route reservoirs (SWMF’s) removed. For the NVCA study area, the additional scenario considers the Timmins storm under AMCII conditions with all SWMF’s removed.


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3.4 Modified CN Model Scenario

During the model updates, the TAC reviewed the use of the SCS Curve Number method versus the Modified Curve Number infiltration method. The TAC agreed that the Modified Curve Number is preferred for sizing and evaluating SWMF’s and the SCS Curve Number method for sizing conveyance infrastructure (culverts, channels, sewers). Since the Modified Curve Number infiltration method was deemed useful, duplicate Visual OTTHYMO models were created for each study area and the infiltration method was adjusted to the Modified Curve Number (CN*) method. The conversion tables for AMCII to AMCIII and CN to CN* are included in Appendix C for reference.

3.5 Future Conditions Analysis

Future land use was not analyzed for future conditions scenarios. Instead, a 20% increase to the Visual OTTHYMO existing condition peak flows was applied as an allowance for future conditions and climate change.

3.6 Updated Model Results

Summaries of the updated model results for each watershed are provided in Appendix D. The summaries include a comparison of the model results from the original Master Drainage Plan, City Wide Models (using 2007 LiDAR) and the updated models (using 2016 LiDAR).

The updated Visual OTTHYMO models have been digitally submitted with this Technical Memorandum. The detailed model results may be accessed from the digital models.


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4 Major Drainage System HEC-RAS Model

The original hydraulic models of the 13 creeks in the City of Barrie were created in GeoHECRAS based on previously developed HEC-RAS models using a terrain generated from the 2007 LiDAR data. The 2007 LiDAR data was considered accurate for this purpose and no hydraulic updates were applied based on the 2016 LiDAR data. The steady flow data in the HEC-RAS models was updated based on flows generated in the updated Visual OTTHYMO models. An additional flow scenario was then created with the 20% increase applied to account for future conditions and climate change.

An analysis of interwatershed spills was also completed. This analysis impacted the steady flow data for both existing and future conditions and is fully described in Section 5.

The updated HEC-RAS models have been digitally submitted with this Technical Memorandum. The updated model results may be accessed from the digital models.


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5 Spills Analysis

During major storm events, there is potential for interwatershed spills in some areas of the Barrie Creeks drainage study area. The original model development and the background reports have identified the spill areas, however a detailed analysis and consistent approach for analyzing spills has not been established. A key component of the modelling updates for this Drainage Master Plan included completing the spill analysis and applying the results of this analysis in a manner agreed upon with the TAC. The following sections provide a detailed summary of the spills analysis methodology and results.

5.1 Background Summary

The first step was a review of the previous Master Drainage Plans (MDPs) completed for the watersheds in the Barrie Creeks drainage study area. The purpose of the review was to identify key spill locations and clarify the previous approaches used to analyze deficiencies and improvement options in watersheds impacted by spills.

In 2001, Trow Consulting Engineers Ltd. prepared the Kidd’s Creek Master Drainage Plan Class Environmental Assessment Report which identified a significant spill from Kidd’s Creek to Bunkers Creek at Highway 400 downstream of Sunnidale Park. The MDP quantified the spill from Kidd’s Creek to Bunkers Creek as 29 m3/s based on the depth of roadway overtopping during the Regulatory storm. Additional spills leaving Kidd’s Creek watershed as identified in the MDP as follows:

Spill northeast to Sophia Creek along Ross Street south of Wellington Street;

Spill south to Bunkers Creek at the CNR railway during the 1:5 year storm and less frequent events; and

Spill south to Bunkers Creek via Bradford Street during the Regional storm event at a rate of 13 m3/s.

Since 2001, the spill northeast to Sophia Creek was eliminated by raising Ross Street south of Wellington Street. The CNR railway spill was eliminated through the construction of a floodway from Kempenfelt Bay to Toronto Street and the Bradford Street spill was eliminated by raising the Bradford Street road elevation south of Kidd’s Creek.

In 2004, Giffels Associates Ltd. prepared the Bunkers Creek Master Drainage Plan Update which identified spill from Bunkers Creek to Kidd’s Creek and from Bunkers Creek to Dyments Creek. In a July 2005 letter, Giffels Associates Ltd. noted that spills to Kidd’s Creek and Dyments Creek were removed from the base hydrologic model as per the LSRCA’s request. Spill to Dyments Creek was identified from Bunkers Creek at Highway 400 due to an undersized culvert. The analysis indicated a spill of 17.5 m3/sfor the Hurricane Hazel storm and 21.6 m3/s for the 1:100 year design storm. A second spill was identified along Bunkers Creek (North Branch) at Donald Street. This spill is predicted to travel east to the Kidd’s Creek watershed due to an undersized culvert (5.5 m3/s for the Hurricane Hazel storm and



6.3 m3/s for the 1:100 year design storm). Construction of new storm sewer along the North Branch of Bunkers Creek has eliminated this spill.

In 2004, The Jones Consulting Group Ltd. prepared the Dyments Creek Master Drainage Plan Municipal Class Environment Assessment with Final Revisions dated June 2006 completed by the City of Barrie. The Final Revisions report defined the City’s approach to spill analysis. The report notes that spill from Bunkers Creek to Dyments Creek was identified at a rate of 27.6 m3/s for the 1:100 year design storm and 18.4 m3/s for the Regulatory storm event. The spill from Kidd’s Creek to Dyments Creek via Bunkers Creek was predicted to only occur during the Regulatory storm event at a rate of 29 m3/s. Noting that the spill into the Dyments Creek watershed could seriously exacerbate flooding, the governing authorities agreed at the time that runoff from each watershed should be contained within their respective boundaries and analysis for the Dyments Creek MDP proceeded under this directive.

5.2 Modelling Approach

Through consultation with the TAC, an appropriate method for analyzing spills in the Barrie Creeks drainage study area. The TAC agreed that a one-dimensional (1D) steady state HEC-RAS model was the most defensible method to produce a conservative analysis of spill potential. The LSRCA noted that two separate supporting methods are required to validate the spill analysis. To fulfil this requirement, the following supporting calculation methods were selected:

Two-dimensional (2D) PCSWMM model; and

Discrete calculations (HY-8 analysis and weir calculations) at key locations.

5.2.1 HEC-RAS

As per the TAC approved modelling approach, the HEC-RAS models were updated to include lateral structures for the spills analysis. The lateral structures, additional channel reaches/cross-sections, junctions, and flow splits required for the spills analysis were all derived from the 2016 LiDAR data. The HEC RAS models were updated to include the updated Visual OTTHYMO model peak flows for the spills analysis. The HEC-RAS modelling results and supporting calculations are provided in Appendix E. Digital copies of the models have been submitted with this Technical Memorandum. The detailed model results may be accessed from the digital models.

5.2.2 PCSWMM

The City’s detailed DEM offers an excellent opportunity for 2D modelling of the spill areas. Therefore, PCSWMM 2D models were selected to validate the 1D HEC-RAS model results. PCSWMM provides an integrated approach that allows for seamless transition between 1D and 2D modelling areas. PCSWMM discretizes the 2D domain with a hexagonal mesh and represents each cell by 2D nodes. 1D depth-averaged momentum and continuity equations are solved along each component of the computational cells to provide accurate 2D modelling of flood depths, flows and velocities.



The original PCSWMM models were used as the base for the 2D models and 2D meshes were created in the identified spill areas. The 1D watercourse conduits through the potential spill areas were trimmed and connected to the 2D mesh. Individual 2D PCSWMM models were developed for the Regional and 1:100 year storm events. The streamflow hydrographs from the Visual OTTHYMO models were used in the PCSWMM model spills analysis as the Visual OTTHYMO models produce greater peak flows. The streamflow hydrograph peak flows were extended for a 24 hour period to simulate steady-state flow conditions in the PCSWMM spills analysis. A summary of the PCSWMM modelling results is provided in Appendix F for reference. Digital copies of the models have been submitted with this Technical Memorandum. The detailed model results may be accessed from the digital models.

5.2.3 Discrete Calculations

To verify the results of the HEC-RAS and PCSWMM spills analysis, discrete calculations were performed at a number of key locations. Specifically, a HY-8 analysis of the culvert crossings where spill occurs was completed. Weir calculations were also completed at key spill locations. The discrete calculations are included in Appendix G for reference.

5.3 Existing Conditions

The spills analysis was completed under existing conditions. The results of the 1D HEC-RAS analysis are summarized in the following sections. The results of the existing conditions spills analysis are illustrated on Figures 11, 13 and 15 enclosed.

5.3.1 Kidd’s Creek

The Kidd’s Creek spill occurs at Highway 400 northeast of the Sunnidale Road overpass. A large SWMF (KD01) upstream of Highway 400 controls all storms less than the Regional (Hurricane Hazel) storm event such that there is no spill during the 1:2 year through 1:100 year design storms. During the Regional storm, runoff will spill onto Highway 400 downstream of the SWMF. The flow that spills onto Highway 400 has a number of potential flow paths as follows:

Upstream of the Sunnidale Road overpass, a large portion of the flow is conveyed southeast from the highway back to Kidd’s Creek (Main Branch);

The remaining flow spills south through the Sunnidale Road overpass at a peak flow rate of 5.4 m3/s;

Downstream of the Sunnidale Road overpass, flow from the highway spills southeast to a tributary of Kidd’s Creek at a peak flow rate of 4.8 m3/s; and

Further downstream of the Sunnidale Road overpass, the remaining flow spills northwest or southeast from the highway to a small tributary of the Bunkers Creek (North Branch) at a peak flow rate of 0.6 m3/s.



A summary of the spills from Kidd’s Creek is provided in the following table.

Table 3: Existing Condition Kidd’s Creek Spill Summary (m3/s)

Storm Flow from Main Branch to Tributary Spill to Bunkers Creek

Hurricane Hazel 4.8 0.6

5.3.2 Bunkers Creek and Dyments Creek

The Bunkers Creek watershed has three primary branches crossing Highway 400 (North Branch, South Branch and Central Branch) and one small tributary crossing that connects to the North Branch just downstream of the Highway 400. Each branch is subject to spill at different rates under various design storms. Spill is predicted to occur from the North Branch to the Central Branch during a 1:2 year design storm and less frequent storm events. Spill is predicted to occur from the Central Branch to the South Branch during a 1:5 year design storm and less frequent storm events. Spill is predicted to occur from the South Branch to Dyments Creek during a 1:10 year design storm and less frequent events. The spills across the Bunkers Creek branches and to Dyments Creek are as follows:

Flows in the North Branch upstream of Highway 400 split in two directions. A portion of the flow crosses Highway 400 through an existing culvert and the remainder spills south through a roadside ditch upstream of Highway 400 referred to as the west roadside ditch for this study;

The west roadside ditch runs south to Anne Street and a culvert crossing. A portion of the flow spills onto Highway 400 at Anne Street from the west roadside ditch and travels south on Highway 400;

The west roadside ditch crosses Anne Street upstream of Highway 400 through a culvert and joins the Central Branch. The Central Branch crosses under Highway 400 via a culvert southwest of the Anne Street overpass. The culvert capacity is limited and a portion of the flow in the Central Branch spills south through the west roadside ditch to the South Branch;

The South Branch crosses under Highway 400 via a trunk storm sewer that has limited capacity and flow spills south through the west roadside ditch when the sewer capacity is exceeded;

The spill in the west roadside ditch travels south to the Dunlop Street overpass and overtops Highway 400. The flow overtopping Highway 400 travels in two directions; 1) northeast across Highway 400 back into the South Branch of Bunkers Creek and 2) across Highway 400 spilling southeast to Hart Drive and Dyments Creeks; and

The flow split across Highway 400 back into the South Branch of Bunkers Creek versus the spill into Dyments Creek is dependent on the flow and water level in Dyments Creek immediately downstream of Highway 400. As such, the spill varies for different storm events.

A summary of the spills across the Bunkers Creek branches and to Dyments Creek is provided in the following table.



Table 4: Existing Condition Bunkers Creek/Dyments Creek Spill Summary (m3/s)

Storm North Branch to Central Branch

Central Branch to South Branch

South Branch to Dyments Creek

Hurricane Hazel 4.6 6.7 5.0 1:100 Year 4.4 7.9 7.7 1:50 Year 3.5 6.2 5.3 1:25 Year 2.8 4.4 3.4 1:10 Year 1.8 2.3 0.6 1:5 Year 1.1 1.1 0.0 1:2 Year 0.3 0.0 0.0

5.3.3 Whiskey Creek and Hotchkiss Creek

During the Regional (Hurricane Hazel) storm, the Whiskey Creek (Main Branch) culvert crossing Highway 400 does not have sufficient capacity to convey the peak flow and spills north onto Highway 400. A SWMF (WK05) upstream of Highway 400 controls all storms less than the Regional (Hurricane Hazel) storm event such that there is no spill during the 1:2 year through 1:100 year design storms. The flow that spills onto Highway 400 has a number of potential flow paths as follows:

A portion of the flow spills north on Highway 400 to a tributary of Whiskey Creek or Hotchkiss Creek; and

A majority of the flow spills northeast to a roadside ditch on the east side of Highway 400.

The flows entering the roadside ditch on the east side of Highway 400 also have a number of potential flow paths as follows:

The majority of the flow spills east from the roadside ditch back into Whiskey Creek (Main Branch);

A small portion of the flow passes under the Highway 400 on-ramp via a culvert that outlets into the Essa Road Service Centre SWMF; and

The remaining flow drains back onto Highway 400 via the on-ramp and spills to Hotchkiss Creek.

The tributary of Whiskey Creek is also subject to spill at Highway 400 during the Regional storm event. The flow that does not cross Highway 400 through the culvert spills north to the Hotchkiss Creek through the west roadside ditch along Highway 400. A summary of the spills from Whiskey Creek is provided in the following table.



Table 5: Existing Condition Whiskey Creek and Hotchkiss Creek Spill Summary

Storm Whiskey Creek Main Branch to Tributary Branch Spill to Hotchkiss Creek


5.4 Future Conditions

The spills analysis was also completed for the future condition peak flows. As discussed, a 20% increase was applied to the peak flows to represent future conditions and account for climate change for this study.

The spill locations are the same as described under existing conditions, however the magnitudes of each spill is greater. The results of the future condition 1D HEC-RAS analysis is summarized in the following Tables. The results of the existing conditions spills analysis are illustrated on Figures 12, 14 and 16 enclosed.

Table 6: Future Condition Kidd’s Creek Spill Summary (m3/s)

Storm Flow from Main Branch to Tributary Spill to Bunkers Creek


Table 7: Existing Condition Bunkers Creek/Dyments Creek Spill Summary (m3/s)

Storm North Branch to Central Branch

Central Branch to South Branch

South Branch to Dyments Creek

Hurricane Hazel 5.8 8.1 5.8 1:100 Year 5.7 9.6 10.0 1:50 Year 4.7 8.1 8.1 1:25 Year 3.7 6.3 4.9 1:10 Year 2.4 3.6 1.9 1:5 Year 1.6 1.7 0.0 1:2 Year 0.6 0.2 0.0

Table 8: Future Condition Whiskey Creek and Hotchkiss Creek Spill Summary

Storm Whiskey Creek Main Branch to Tributary Branch Spill to Hotchkiss Creek




6 Regulatory Storm Events

As discussed, the original model development and the background reports identified spills in the Barrie Creeks drainage study area, however the modelling completed ignored the spills under the assumption that runoff from each watershed should be contained within their respective boundaries. As such, the Master Drainage Plans were completed and the existing floodplain mapping was prepared ignoring the interwatershed spills.

Ignoring the interwatershed spills in certain watersheds is conservative. For example, those creeks that spill into adjacent watershed lose flow. As such, carrying the total streamflow downstream ignoring the loss of water from the spill will produce conservative flood levels. However, the opposite can be said for those watersheds receiving spill. The flow downstream of a spill will increase in the watersheds receiving the spill. Carrying the total streamflow downstream without adding in the spill underestimates the peak flows in the reaches downstream of the spill and produces lower flood levels.

To address the interwatershed spills moving forward and accurately model the existing creeks, it was decided in consultation with the City, LSRCA and NVCA that the worst case peak flows for each creek considering no spill and spill would be used for this study moving forward. In the case of Whiskey Creek there is no change to the peak flows as the worst case scenario excludes the spill out of the watershed.As such, the floodplain delineation for the creek is still valid. However, for Dyments Creek and Hotchkiss Creek, the most conservative approach includes the addition of the spill from the adjacent watersheds to their peak flows downstream of Highway 400. A summary of the updated existing condition Regulatory peak flows for the Barrie Creeks is provided in the following table.

Table 9: Existing Condition Regulatory Peak Flows for Barrie Creeks Drainage Study Area

Watershed/Drainage Area Regulatory Storm Event Peak Flow Downstream of Highway 400 (m3/s)

Kidd’s Creek Hurricane Hazel 47.5

Bunkers Creek

North Branch Hurricane Hazel 8.8

Central Branch 1:100 Year SCS 7.7

South Branch Hurricane Hazel 15.9

Dyments Creek Hurricane Hazel 54.9

Hotchkiss Creek Hurricane Hazel 29.5

Whiskey Creek Hurricane Hazel 21.2



A summary of the future conditions Regulatory peak flows for the Barrie Creeks is provided in the following table.

Table 10: Future Condition Regulatory Peak Flows for Barrie Creeks Drainage Study Area

Watershed/Drainage Area Regulatory Storm Event Peak Flow Downstream of Highway 400 (m3/s)

Kidd’s Creek Hurricane Hazel 57.0

Bunkers Creek

North Branch Hurricane Hazel 10.5

Central Branch 1:100 Year SCS 9.2

South Branch Hurricane Hazel 19.4

Dyments Creek Hurricane Hazel 65.7

Hotchkiss Creek Hurricane Hazel 34.8

Whiskey Creek Hurricane Hazel 25.5



7 Minor System Deficiencies

The updated existing conditions PCSWMM minor drainage system model was used to establish the existing deficiencies in the minor drainage system across the study area. For the purpose of this study, the deficiencies were identified for the 1:5 year 6 hour SCS design storms. The minor drainage system deficiencies are illustrated on Figures 1A through 5A – Minor Drainage System Deficiencies enclosed. For this study, the storm sewer has been characterized as follows based on conveyance capacity:

1. Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) < 85% - storm sewer capacity exceeds design storm peak flow (storm sewer has adequate capacity) by greater than 15% and satisfies the current municipal conveyance criteria.

2. 85% < Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) < 100% - storm sewer capacity exceeds design storm peak flow (storm sewer has adequate capacity) by less than 15%. As such, the peak flow is approaching full flow capacity.

3. 101% < Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) < 115% - design storm peak flow exceeds storm sewer capacity (deficient conveyance capacity) by up to 15% - moderate exceedance.

4. Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) > 115% - design storm peak flow exceeds storm sewer capacity (deficient conveyance capacity) by greater than 15% - severe exceedance.

The areas/streets absent of a minor drainage system are also illustrated on Figures 1A through 5A – Minor Drainage System Deficiencies. The streets absent of storm sewer where highlighted due to the length of road missing a minor drainage system. The City of Barrie Storm Drainage and Stormwater Management Policies and Design Guidelines specify a maximum catch basin spacing of 90 m. As such, any road longer than 90 m absent of existing storm sewer was identified.



8 Major System Deficiencies

The updated existing condition HEC RAS hydraulic models of the creeks have been used to establish the existing capacities of the major road culvert crossings, and consequently the level of service provided. The existing capacities of the road crossing culverts are summarized in Appendix H. The major drainage system deficiencies and the Regulatory floodplain are illustrated on Figure 1B through 5B – Major Drainage System Deficiencies enclosed.

The existing conditions PCSWMM minor drainage system model was also used to establish the existing deficiencies in the overland flow routes throughout the study area. For the purpose of this study, deficiencies were defined by the NVCA/LSCRA safe access/egress criteria as follows:

1. Depth of flow exceeds 0.30 m;

2. Velocity of flow exceeds 1.7 m/s; or

3. Depth velocity product exceeds 0.4 m2/s.

The results for the PCSWMM dual drainage system corresponding to the 1:100 year 6 Hour SCS design storm were evaluated against the safe access/egress criteria. The overland flow routes that do not satisfy the aforementioned criteria are deficient. The deficient overland flow routes are illustrated on Figures 1B through 5B – Major Drainage System Deficiencies enclosed.

For this study, the major overland deficiencies have been evaluated using the dual drainage system in PCSWMM and standardized road cross-sections between storm structures. The cross-sections do not necessarily mimic existing conditions, however, they do provide an estimate of the overland flow depths and velocities along the roadway during major storm events. As such, it is recommended that solutions to address the major overland deficiencies be evaluated as part of future road reconstruction projects and improvements be made where feasible.



9 Alternative Drainage Solution Evaluation

The updated existing and future condition PCSWMM minor drainage system and Visual OTTHYMO and HEC-RAS major drainage system models will be used to evaluate the improvement options being considered under the Drainage Master Plan. The models will be revised to include the preliminary conceptual designs to evaluate their effectiveness at reducing peak flows and runoff volumes, improving water quality, reducing flooding and erosion, addressing impacts of climate change and land use changes, and satisfying City and Conservation Authority Standards and Policies. The results of the evaluation will be summarized in the Drainage Master Plan. The alternatives that will be evaluated are as follows:

Alternative 1A – “Do Nothing” Minor Drainage Systems;

Alternative 1B – “Do Nothing” Major Drainage Systems;

Alternative 2A – Retrofit/New Stormwater Management Facilities for Quantity Control;

Alternative 2B – Retrofit/New Stormwater Management Facilities for Quality Control;

Alternative 2C – Lot Level Low Impact Development;

Alternative 2D – Linear Low Impact Development;

Alternative 2E – Centralized Low Impact Development;

Alternative 3A – Culvert/Channel/Major Drainage System Improvements (MDP Recommended Design Flood Frequency Criteria); and

Alternative 3B – Culvert/Channel/Major Drainage System Improvements (City Design Flood Frequency Criteria).



10 Conclusions

In conclusion, the hydrologic and hydraulic modelling updates have been completed for existing and future conditions. The model updates defined in the Technical Proposal and refined through consultation with the TAC have been applied and the deficiencies for existing and future condition flows have been identified. A spills analysis has been completed to establish interwatershed spills and consequently the Regulatory storm events and peak flows for each creek moving forward. The updated models will be used moving forward to evaluate the alternative drainage solutions developed under the Drainage Master Plan and select a preferred alternative solution(s) for implementation.

Authored by: Daniel Twigger, B.Sc.Eng., P.Eng. Senior Engineer, Project Manager

Reviewed by: Dan Hurley, B.A.Sc., P.Eng., LEED AP Vice President, Manager – Water Resources Engineering

© C.C. Tatham & Associates Ltd

The information contained in this document is solely for the use of the Client identified on the cover sheet for the purpose for which it has been prepared and C.C. Tatham & Associates Ltd. undertakes no duty to or accepts any responsibility to any third party who may rely upon this document.

This document may not be used for any purpose other than that provided in the contract between the Owner/Client and the Engineer nor may any section or element of this document be removed, reproduced, electronically stored or transmitted in any form without the express written consent of C.C. Tatham & Associates Ltd.

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SOPHIA CREEK WATERSHED

MULCASTER DRAINAGE AREA

ST. VINCENTDRAINAGE AREA

RODNEYDRAINAGE AREA

NELSONDRAINAGE AREA

JOHNSONDRAINAGE AREA

GEORGIAN CREEKWATERSHED

LITTLE LAKEWATERSHED

CUNDLES RD W

DUNLOP ST W

DU

CKW

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TH S

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VESPRA ST

BAYFIELD

ST

SUNNIDALERD

NAPIER ST

GROVE ST E

ST V

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MAR

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PE

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DUNLOP ST E

DU

VAL D

R

BLAKE ST

PUG

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T

CASTLE DR

STEEL ST JONES DR

HANMER ST W

ROSS ST

LIVINGSTONE ST W

CUNDLES RD E

GIBBON DR

ANN

E ST N

GUNN ST

ROSE ST

DAV

IDS

ON

ST

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EC

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SHIRLEY AVE

PARK ST

HANMER ST E

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PEN

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RD

SIMCOE ST

CHELTENHAM RD

LEA

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GLORIA ST

GAR

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HIG

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HO

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CASSAN

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PERRY ST

WELLINGTON ST E

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BOTHWELLCRE

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INDIAN ARROW RDJE

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COLLIER ST

COLLEEN AVE

MARJOY AVE

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MILN

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SD

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PL

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HEATHER ST

CORBETT DR

FOREST DALE DR

ELM ST

HIGHVIEW RD

CO

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AUSTEN LANE

CO

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PL

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GA

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KEMPENFELT DR

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SYLV

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G AVE

MA

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AVE

RING RD S

LION'S GATE BLVD

DU

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BOWMAN AVE

PENETANG ST

JOHN ST

BO

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ST S

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ST

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STA

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D

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DR

LENNOX DR

EAST ST

EUGENIA ST

HENRY ST

VAR

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RYAN

CR

T

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BROWNING TRAIL

ALED

AS

T

VINE ST

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PARKW

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BARWIC

KD

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SINCLAIR CRT

NICKLAUS DR

BURBANK PL

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NC

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MARW

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LT14

LT15LT16

DATE: OCTOBER 2017

0 250 500 750 1,000125Meters

1:10,000SCALE =

KEY PLAN

CITY OF BARRIE

KEMPENFELT BAY (LAKE SIMCOE)

NELSON DRAINAGE AREA

JOHNSON DRAINAGE AREA

RODNEY DRAINAGE AREA

ST. VINCENT DRAINAGE AREA

MULCASTORDRAINAGE AREA


SOPHIA CREEKWATERSHED


±±DISCLAIMER

The information contained in this drawing is solely for the use of the Corporation of the City of Barrie for the purpose for which it has been prepared and C.C. Tatham & Associates Ltd. undertakes no duty to or accepts any responsibility to any third party who may rely upon this drawing.

This drawing may not be used for any purpose other than that provided in the contract between the Corporation of the City of Barrie and C.C. Tatham & Associates Ltd. nor may any detail or element of this drawing be removed, reproduced, electronically stored or transmitted in any form without the express written consent of C.C. Tatham & Associates Ltd.

LEGEND! STORM DEVICES

CULVERT

DITCH

WATERCOURSE

STORM SEWER (QMAX/QFULL FLOW > 115%)STORM SEWER (QMAX/QFULL FLOW 101%-115%)STORM SEWER (QMAX/QFULL FLOW 85%-100%)STORM SEWER (QMAX/QFULL FLOW < 85%)

ABSENT OF MINOR DRAINAGE SYSTEM

ROAD

SWMF

STUDY AREA

MUNICIPAL BORDER

SOPHIA CREEK, GEORGIAN CREEK & LITTLE LAKE WATERSHEDS;

JOHNSON, MULCASTOR, NELSON, RODNEY & ST VINCENT DRAINAGE AREAS

FIGURE 1A - MINOR DRAINAGE SYSTEM DEFICIENCIES (5 YEAR STORM)

___________________Consulting EngineersC.C. Tatham & Associates Ltd.

Collingwood Bracebridge Orillia Barrie

DRAINAGE MASTER PLAN


MULCASTER DRAINAGE AREA

ST. VINCENTDRAINAGE AREA

RODNEYDRAINAGE AREA

NELSONDRAINAGE AREA

JOHNSONDRAINAGE AREA



7

1

3 246

89

10

11

12

#

#

#

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5

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82

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KEMPENFELT BAY(LAKE SIMCOE)

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N D

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SP04

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LT14

LT15LT16

DATE: OCTOBER 2017

0 250 500 750 1,000125Meters

1:10,000SCALE =

KEY PLAN

CITY OF BARRIE


NELSON DRAINAGE AREA

JOHNSON DRAINAGE AREA

RODNEY DRAINAGE AREA

ST. VINCENT DRAINAGE AREA

MULCASTORDRAINAGE AREA


SOPHIA CREEKWATERSHED


±±DISCLAIMER



LEGENDDEFICIENT CULVERTS

MAJOR OVERLAND FLOW ROUTE DEFICIENCIES

STORM SEWER

CULVERT

DITCH

WATERCOURSE

ROAD

SWMF

REGULATORY FLOODPLAIN

REGULATORY FLOODLINE

SHORELINE

BUILDINGS

STUDY AREA

MUNICIPAL BORDER

HOWARD CRESCENT

LAY STREET

GROVE STREET

GROVE STREET

ST. VINCENT STREET

OTTAWAY AVENUE/ROSE STREET

LAURIE CRESCENT

BOTHWELL CRESCENT

GROVE STREET

PARKDALE CRESCENT

DAVIDSON STREET/GUNN STREET

WELLINGTON STREET/BERCZY STREET

SOPHIA CREEK, GEORGIAN CREEK & LITTLE LAKE WATERSHEDS

JOHNSON, MULCASTOR, NELSON, RODNEY & ST VINCENT DRAINAGE AREAS

FIGURE 1B - MAJOR DRAINAGE SYSTEM DEFICIENCIES


DEFICIENT CULVERTS / CROSSINGS

GEORGIAN CREEK WATERSHED99982 PENETANGUISHENE ROAD

1211109

876

5

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DYMENTS CREEKWATERSHED

BUNKERS CREEKWATERSHED

KIDDS CREEKWATERSHED

DUNLOP ST W

GUNN ST

VESPRA ST

LIVINGSTONE ST E

BAYFIELD

ST

ROSE ST

CUNDLES RD W

GROVE ST E

KEMPENFELT DR

BURTON AVE

KOZLO

V ST

MAR

Y ST

PE

EL S

T

BALLISTON

RD

AMELIA ST

DUNLOP ST E

HANMER ST W

FERND

ALE

DR

N

CASTLE DR

ROSS ST

WIS

ME

RAVE

ANN

E ST S

GIBBON DR

ANN

E ST N

LIVINGSTONE ST W

DAV

IDS

ON

ST

EC

CLE

SS

TN

OA

K S

T

SHIRLEY AVE

OSPREY RIDGE RD

TIFFIN ST

PARK ST

SIMCOE ST

LEA

CO

CK

DR

TOR

ON

TO S

T

GLORIA ST

CUNDLES RD E

HIG

H S

T

HO

OK

CR

T

ST V

INC

EN

T ST

RO

BERT S

T

STA

NLE

YS

T

CODRINGTON ST

PERRY ST

ALF

RE

D S

T

WELLINGTON ST E

LOU

NT ST

BOTHWELLCRE

S

CAROLINE ST

ME

YE

R AV

E

SPROULE DR

COLLIER ST

MILN

ECRT

KN

UP

PR

DKRAU

S RD

MCVEIGH DR

GROSS DR

PHILLIPS ST

HEATHER ST

CO

ULTE

RS

T

NICOLE MARIE AVE

AUSTEN LANE

CO

LES ST

KI P

LING

PL

BROCK ST

BERC

ZY ST

GLEN WOOD DR

MIC

HAEL C

RES

VILLERS ST

CHARLBROOK AVE

LAMPMAN LANE

MAW

CR

T

DONALD ST

ELL

EN

ST

DALTON ST

WIL

LIA

MST

RUFFET DR

HEATH

ST

CA

RTW

RI G

HT

DR

BLU

EJAY

DR

SHELLEY LANE

JACOBS TERR

KE

ATS D

R

HAR

DIN

G AVE

MA

PLE

AVE

CAMPBELL AVE

PENETANG ST

JOHN ST

MOORE PL

BO

YS

ST S

BO

YS

ST N

PO

YN

TZS

T

PAR

KE

R C

RT

MA

RC

US

ST

OAK

RID

GE

DR

EDGEHILL DR

VALLEY

D

R

QUEEN ST

WILD

EP

L

PAR

KS

IDE

DR

EAST ST

PATT

ER

SO

N R

D

GOWAN ST

HENRY ST

SUNNIDALER

D

RYAN

CR

T

NO

AM

D

R

WOOD ST

ALED

AS

T

VINE ST

WE

SLE

Y S

T

PARKW

AYPL

OREN BLVD

SINCLAIR CRT

CO

LEMAN

DR

CUMBERLAND ST

CR

OS

S ST

ARCHBROW

NC

RT

DUFFERIN ST

RIC

HLE

R

CRES

MILLER

DR

RID

WELL

ST

VI NE CRES

GOLFDALE RD

HAR

RIS

ON

CRE

S

OTTAWAY AVE

DR

URY

LAN

E

THO

MS

ON

ST

SIM

MO

NSCRES

NORTH ST

BALTIMORE RD

400 HW

YN

ON

BAYFIELD

ST

BAK

ER

C RES

SH

AWC

RES

SA

RJE

AN

TD

R

CRAIGCRE

S

KENNYCRES

WELLSCRES

ARGYLE RD

THAC KE

RAY

CR

ES

GRANVILLE S

T

CENTRE ST

VIRG I LWO

OD

CR

ES

NE

WTO

N S

T

GROVE ST W

THERESA ST

ELLIOTT AVE

WALLACED

R

LENNOX DR

LOR

EN

A ST

BARRETT CRE

S

BROADFOOT R D

AGNES ST

FERNDALE INDUSTRIAL DR

EDEN DR

PE

RE

GR

INE

R

D

PEPLER PL

TOW

N L

INE

GEORGE ST

400 HWY S OFFBAYFIELD

ST

FER

ND

ALE

DR

S

FERGUSON DR

INN

ISFIL S

T

BRAD

FOR

D S

T

SPRIN

GD

ALE DR

LETITIA ST

CLA

PP

ER

TON

ST

WELLINGTON ST W

ORWELLC

RES

DY

ME

NT

RD

BROWNING

TRAIL

BIR

DS

T

BIRCHWOOD DR

FROSTTR

AI L

FOX RUN

LILLIANCR

ES

OW

EN

ST

ESSA RD

SH

ERW

OOD CRT

FINLAY RD

NO

RTH

VI E

W

C RES

BU

RK

E D

R

PRIN

GLE

DR

MEADOWLARK RD

CA

RD

INA

L

ST

LIVIA HERMAN WAY

COLLETECRES

FERRIS LANE

JAG

GE

SDR

FORD ST

STOLLAR BLVD

CA

RLTO

NR

D

SAN

FOR

D S

T

BRONTE CRES

NO

RTHPARK RD

CA

RR

DR

LAIDLAW

DR

MCAVOYDR

GASKINCRT

JANICE DR

BENSON DR

DAPHNE CRES

SHAK

ESPEAREC

RE

S

FLEMINGCRES

ENGEL CRES

VICTORIA ST

GRASETTC

RE

S

ROBIN

CRT

REYNOLDS LANE

FARMINGDALE CRES

400 H

WY N

PENTO

N D

R

DA R CEL CRES

GEDDE

S CRES

TEMPLETON CRES

HEMI NG

WAY

CRES

LANG

DR

LAK

ES

HO

RE

DR

LAURIE CRES

400

HWY S

MORTON

CRES

DELANEY CRES

MAPLEHUR

ST

CR

ES

SCOTTCR

ES

WEATHERUP CRE

S

BURNS CIR

LAYTON CRES

BA

RW

ICK

DR

PEARCEY CRES

MO

WA

TC

RES

HA

DD

ENC

R ES

CHRISTIE CRE

S

HO

DG

SO

N D

R

IRW

IN D

R

CEDAR

POIN

TEDR

HART DR

KD03

KD01

KD02

KD07

KD06

KD05

KD04

BK03

DY02

DY03

DY01

DY07

BK05

LT12

DY11

DY12

DY06

DY06

DY08

DY04

BK07

BK06

DY14

KD08

DY10

DY13

DY09

BK04

BK08

BK02

DATE: OCTOBER 2017

0 250 500 750 1,000125Meters

1:10,000SCALE =

KEY PLAN

CITY OF BARRIE




BUNKERS CREEKWATERSHED±

±

DISCLAIMER




CULVERT

DITCH

WATERCOURSE


ABSENT OF MINOR DRAINAGE SYSTEM

ROADS

SWMF

STUDY AREA

MUNICIPAL BORDER

BUNKERS CREEK, DYMENTS CREEK & KIDDS CREEK WATERSHEDS







BUNKERS CREEKWATERSHED


26

27

2829

30

31 32

33

34

35

36

37

38

39

40

2223

24

25

13

14

15

16

17

18

19

20

21

#

#

#

#

SPRINGWATER TOWNSHIP

137

DUNLOP ST W

GUNN ST

VESPRA ST

LIVINGSTONE ST E

BAYFIELD

ST

ROSE ST

CUNDLES RD W

GROVE ST E

KEMPENFELT DR

BURTON AVE

KOZLO

V ST

MAR

Y ST

PE

EL S

T

BALLISTON

RD

AMELIA ST

DUNLOP ST E

HANMER ST W

FERND

ALE

DR

N

CASTLE DR

ROSS ST

WIS

ME

RAVE

ANN

E ST S

GIBBON DR

ANN

E ST N

LIVINGSTONE ST W

DAV

IDS

ON

ST

EC

CLE

SS

TN

OA

K S

T

SHIRLEY AVE

OSPREY RIDGE RD

TIFFIN ST

PARK ST

SIMCOE ST

LEA

CO

CK

DR

TOR

ON

TO S

T

GLORIA ST

CUNDLES RD E

HIG

H S

T

HO

OK

CR

T

ST V

INC

EN

T ST

RO

BERT S

T

STA

NLE

YS

T

CODRINGTON ST

PERRY ST

ALF

RE

D S

T

WELLINGTON ST E

LOU

NT ST

BOTHWELLCRE

S

CAROLINE ST

ME

YE

R AV

E

SPROULE DR

COLLIER ST

MILN

ECRT

KN

UP

PR

DKRAU

S RD

MCVEIGH DR

GROSS DR

PHILLIPS ST

HEATHER ST

CO

ULTE

RS

T

NICOLE MARIE AVE

AUSTEN LANE

CO

LES ST

KI P

LING

PL

BROCK ST

BERC

ZY ST

GLEN WOOD DR

MIC

HAEL C

RES

VILLERS ST

CHARLBROOK AVE

LAMPMAN LANE

MAW

CR

T

DONALD ST

ELL

EN

ST

DALTON ST

WIL

LIA

MST

RUFFET DR

HEATH

ST

CA

RTW

RI G

HT

DR

BLU

EJAY

DR

SHELLEY LANE

JACOBS TERR

KE

ATS D

R

HAR

DIN

G AVE

MA

PLE

AVE

CAMPBELL AVE

PENETANG ST

JOHN ST

MOORE PL

BO

YS

ST S

BO

YS

ST N

PO

YN

TZS

T

PAR

KE

R C

RT

MA

RC

US

ST

OAK

RID

GE

DR

EDGEHILL DR

VALLEY

D

R

QUEEN ST

WILD

EP

L

PAR

KS

IDE

DR

EAST ST

PATT

ER

SO

N R

D

GOWAN ST

HENRY ST

SUNNIDALER

D

RYAN

CR

T

NO

AM

D

R

WOOD ST

ALED

AS

T

VINE ST

WE

SLE

Y S

T

PARKW

AYPL

OREN BLVD

SINCLAIR CRT

CO

LEMAN

DR

CUMBERLAND ST

CR

OS

S ST

ARCHBROW

NC

RT

DUFFERIN ST

RIC

HLE

R

CRES

MILLER

DR

RID

WELL

ST

VI NE CRES

GOLFDALE RD

HAR

RIS

ON

CRE

S

OTTAWAY AVE

DR

URY

LAN

E

THO

MS

ON

ST

SIM

MO

NSCRES

NORTH ST

BALTIMORE RD

400 HW

YN

ON

BAYFIELD

ST

BAK

ER

C RES

SH

AWC

RES

SA

RJE

AN

TD

R

CRAIGCRE

S

KENNYCRES

WELLSCRES

ARGYLE RD

THAC KE

RAY

CR

ES

GRANVILLE S

T

CENTRE ST

VIRG I LWO

OD

CR

ES

NE

WTO

N S

T

GROVE ST W

THERESA ST

ELLIOTT AVE

WALLACED

R

LENNOX DR

LOR

EN

A ST

BARRETT CRE

S

BROADFOOT R D

AGNES ST

FERNDALE INDUSTRIAL DR

EDEN DR

PE

RE

GR

INE

R

D

PEPLER PL

TOW

N L

INE

GEORGE ST

400 HWY S OFFBAYFIELD

ST

FER

ND

ALE

DR

S

FERGUSON DR

INN

ISFIL S

T

BRAD

FOR

D S

T

SPRIN

GD

ALE DR

LETITIA ST

CLA

PP

ER

TON

ST

WELL

INGTO

N ST W

ORWELLC

RES

DY

ME

NT

RD

BROWNING

TRAIL

BIR

DS

T

BIRCHWOOD DR

FROSTTR

AI L

FOX RUN

LILLIANCR

ES

OW

EN

ST

ESSA RD

SH

ERW

OOD CRT

FINLAY RD

NO

RTH

VI E

W

C RES

BU

RK

E D

R

PRIN

GLE

DR

MEADOWLARK RD

CA

RD

INA

L

ST

LIVIA HERMAN WAY

COLLETECRES

FERRIS LANE

JAG

GE

SDR

FORD ST

STOLLAR BLVD

CA

RLTO

NR

D

SAN

FOR

D S

T

BRONTE CRES

NO

RTHPARK RD

CA

RR

DR

LAIDLAW

DR

MCAVOYDR

GASKINCRT

JANICE DR

BENSON DR

DAPHNE CRES

SHAK

ESPEAREC

RE

S

FLEMINGCRES

ENGEL CRES

VICTORIA ST

GRASETTC

RE

S

ROBIN

CRT

REYNOLDS LANE

FARMINGDALE CRES

400 H

WY N

PENTO

N D

R

DA R CEL CRES

GEDDE

S CRES

TEMPLETON CRES

HEMI NG

WAY

CRES

LANG

DR

LAK

ES

HO

RE

DR

LAURIE CRES

400 H

WY S

MORTON

CRES

DELANEY CRES

MAPLEHUR

ST

CR

ES

SCOTTCR

ES

WEATHERUP CRE

S

BURNS CIR

LAYTON CRES

BA

RW

ICK

DR

PEARCEY CRES

MO

WA

TC

RES

HA

DD

ENC

R ES

CHRISTIE CRE

S

HO

DG

SO

N D

R

IRW

IN D

R

CEDAR

POIN

TEDR

HART DR

KD03

KD01

KD02

KD07

KD06

KD05

KD04

BK03

DY02

DY03

DY01

DY07

BK05

LT12

DY11

DY12

DY06

DY06

DY08

DY04

BK07

BK06

DY14

KD08

DY10

DY13

DY09

BK04

BK08

BK02

DATE: OCTOBER 2017

0 250 500 750 1,000125Meters

1:10,000SCALE =

KEY PLAN

CITY OF BARRIE




BUNKERS CREEKWATERSHED±

±

DISCLAIMER





STORM SEWER

CULVERT

DITCH

WATERCOURSE

ROADS

SWMF



BUILDINGS

STUDY AREA

MUNICIPAL BORDER

BUNKERS CREEK, DYMENTS CREEK & KIDDS CREEK WATERSHEDS

FIGURE 2D - MAJOR DRAINAGE SYSTEM DEFICIENCIES

SPROULE DRIVE

DUNLOP STREET WEST

FERNDALE DRIVE NORTH

SARJEANT DRIVE

DUNLOP STREET/HIGHWAY 400 ON-RAMP

HIGHWAY 400

HART DRIVE

GEORGE STREET

VICTORIA STREET

JOHN STREET

INNISFIL STREET

SANDFORD STREET

BRADFORD STREET

FERNDALE LANDFILL ACCESS ROAD

KIDDS CREEK WATERSHED

BUNKERS CREEK WATERSHED

DYMENTS CREEK WATERSHEDDEFICIENT CULVERTS / CROSSINGS

137

39

38

37

27

28

29

30

31

32

33

34

35

36

CUNDLES ROAD WEST

HIGHWAY 400

WELLINGTON STREET/ROSS STREET

THOMSON STREET

ECCLES STREET

WELLINGTON STREET

PARKVIEW GARDENS

DONALD STREET

ECCLES STREET

INNISFIL STREET

COMMERCIAL PLAZA ENTRANCE ROAD

BRADFORD STREET

13

14

15

16

17

18

19

20

21

22

23

24




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!

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!

!

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!

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!

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!

!

!

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WHISKEY CREEKWATERSHED

GRAY LANE DRAINAGE AREA

ROYAL OAKDRAINAGE AREA

MINETS DRAINAGE AREA


LOVERS CREEKWATERSHED

ALF

RE

D S

T

DUNNETT DR

ESSA RD

MA

RC

US

ST

WIL

LIA

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T

SUMMERSET DR

BERTHA AVE

CUMBERLAND ST

CRIMSON RIDGE RD

HARVIE RD

DODSON RD

DOCK RD

CO

X M

ILL

RD

PE

AC

OC

K L

AN

E

LITTLE AVE

BROOKWOOD DR

HURST DR

EAG

LES

TON

ELA

NE

HOLGATE ST

HERRE

LLAV

E

FOSTER DR

BAY

VIE

W D

R

SPRINGHOMERD

COUNTRY LANE

STROU DPL

MA

XAV

E

STU

ND

EN

LA

NE

TUR

NE

R D

R

MOIRC

RE

S

PATT

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SO

N R

DE

LMB

RO

OK

DR

BIG BAY POINT RD

BOYD ST

EDWARDS DR

TOLLENDAL MILL RD

WE

SS

EN

GE

R D

R

MA

CLAREN

AVE

BURTON AVE

TRUM

AN

RD

MERGANSER CRT

MAPLETON AVE

MA

RS

HA

LL S

T

ESTHER DR

MU

IR D

R

WA

RD

DR

GLENHILL DR

ARDAGH RD

COUGHLIN RD

PHILLIPS ST

CUTHBERT ST

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RA

QU

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ST

WAR

NERRD

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PATTON RD

GOODW

IND

R

MAPLEVIEW DR W

BAR

RIE

VIEW

DR

BR

OA

DM

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VE

BEACH CRT

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ATE

S A

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MIN

ET'

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TAYLOR DR

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SPEIRS RD

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YP

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SPRUCE

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PIC

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TT

CR

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COPEMAN CRES

JOSEPHCRES

LV25

LV23

LV12

LV44

WK10

WK11

WK15

WK08

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LV09

LV42

LV04

LV05

LV06

LV22

LV17

WK17

WK05

WK04

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LV13 LV10

LV01

LV32

LV27

LV11

LV19LV21

LV20

LV03

LV36

LV38

LV40

LV33

LV37

LV45

LV28

LV29

LV02

LV46

LV43

LV35

LV31

LV30

LV26

LV18

LV16

LV39

LV08

LV48

LV47

LV07

WK13WK16

LV41

LV14

LV50

LV15

LV49

WK18

DATE: OCTOBER 2017

0 250 500 750 1,000125Meters

1:10,000SCALE =

KEY PLAN

CITY OF BARRIE


ROYAL OAK DRAINAGE AREA



WHESKEY CREEKWATERSHED


± ±DISCLAIMER




CULVERT

DITCH

WATERCOURSE


ROAD

SWMF

STUDY AREA

MUNICIPAL BORDER

LOVERS CREEK & WHISKEY CREEK WATERSHEDS; MINETS, ROYAL OAK & GRAY LANE DRAINAGE AREAS

FIGURE 3A - MINOR DRAINAGE SYSTEM

DEFICIENCIES (5 YEAR STORM)




WHISKEY CREEKWATERSHED


ROYAL OAKDRAINAGE AREA




99

101

#

106

109

87

90

107

108

110

918988

9594

96

97

98

555453

56 57

102

103

104

105

58

59 60 62

63

61

6465

66

100

ESSA TOWNSHIP

TOWN OF INNISFIL

129

128

127

126

124

123

121

125

92

138

140

139

58

59 60 62

61

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5598

97

94 95

9296

88

87

89

90

91

6260

63

64 65

66

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HARVIE RD

DODSON

RD

DOCK RD

BIG BAY POINT RD

CO

X M

ILL

RD

PE

AC

OC

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NE

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MAPLEVIEW DR W

HURST

DR

EA

GLE

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RR

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AVE

FOSTER DR

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MA

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LA

NE

TUR

NE

R D

R

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PATT

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SO

N R

DE

LMB

RO

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BURTON AVE

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D

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WA

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DR

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WAR

NERRD

GREENFIELD AVE

PATTON RD

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DR

DUNNETT DR

BR

OA

DM

OO

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JAMES

ST

MAPLEVIEW DR E

CRIMSON RIDGE RD

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BALDWIN LANE

SPEIRS RD

SUMMERSET DR

KELL

YP

L

CAMPBELL AVE

OR

SI C

RT

DUNLOP ST W

BR

IAR

RD

NINA

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DA

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D

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MA

RC

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ST

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GO

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AVE

CO

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OA

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MO

RR

OW

RD

PATRICK DR

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CR

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T

HU

RO

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MAD

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BRYN

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RT

SAUNDERS RD

OAKSIDE CRT

SALEM RD

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CAPLAN AVE

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RD

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D

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MAYES CRT

WARNICA RD

ELLIS DR

DRAKE DR

JE AN ST

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HAMILTON RD

BOOTH LANE

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CHURCHILL DR

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ND

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DR

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L

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GADWALL AVE

WHITE ELM RD

KINGSRIDGE

RD

CA

RO

L R

D

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CR

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COURTNEY CRES

RIVER RIDGE RD

WILD

WO

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AC

ON

RD

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PINECLI FF

CR

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400

HW

Y N

RUN

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400

HW

Y S

QUANCE ST

ALLSOP CRES

WALNUT

CR

ES

HONEYCRES

PLUNKETT CRT

MEGAN CRES

BRUCE

CRE

S

STEPHANIE LANE

RE

DF

E

R N AVE

CED AR CRES

KENWELL CRES

GR

AI H

AW

K

DR

PIC

KE

TTC

RES

CITYVIEWCIR

COPEMAN CRES

LOG

AN

C

RT

LV25

LV23

LV12

LV44

WK10WK11

WK15

WK08

LV34

LV09

LV42

LV04

LV05

LV06

LV22

LV17

WK17

WK05

WK04

WK02 WK01

LV13LV10

LV01

LV32

LV27

LV11

LV19

LV21

LV20

LV03

LV36

LV38

LV40

LV33

LV37

LV45

LV28

LV29

LV02

LV46

LV43

LV35

LV31

LV30

LV26

LV18

LV16

LV39

LV08

LV48

LV47

LV07

WK13WK16

LV41

LV14

LV50

LV49

WK18

DATE: OCTOBER 2017

0 380 760 1,140 1,520190Meters

1:15,000SCALE =

KEY PLAN

CITY OF BARRIE


ROYAL OAK DRAINAGE AREA



WHESKEY CREEKWATERSHED


± ±

DISCLAIMER





CULVERT

DITCH

WATERCOURSE

STORM SEWER

ROAD

RAILWAY

SWMF



BUILDINGS

STUDY AREA

MUNICIPAL BORDER

LOVERS CREEK & WHISKEY CREEK WATERSHEDS; MINETS, ROYAL OAK & GRAY LANE DRAINAGE AREAS


BAYVIEW DRIVE LOCKHART ROAD HURONIA ROAD LOCKHART ROAD HURONIA ROAD WELHAM ROAD MAPLEVIEW DRIVE EAST MAPLEVIEW DRIVE EAST HURONIA ROAD WELHAM ROAD ELLIS DRIVE TOLLENDAL MILL ROAD 10 SIDEROAD 10 SIDEROAD RAIL CROSSING LOCKHART ROAD RAIL CROSSING RAIL CROSSING RAIL CROSSING RAIL CROSSING

LOVERS CREEK WATERSHED

DEFICIENT CULVERTS / CROSSINGS

88

89

90

92

94

95

96

99

105

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DATE

: OC

TOB

ER

2017

0250

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±

±

DISCLAIMER

The information contained in this draw

ing is solely for the use of the Corporation of the City of Barrie for the purpose for w

hich it has been prepared and C.C. Tatham &

Associates Ltd. undertakes no duty to or accepts any responsibility to any third party w

ho may rely upon this draw

ing.

This drawing m

ay not be used for any purpose other than that provided in the contract between the

Corporation of the City of Barrie and C.C. Tatham &

Associates Ltd. nor may any detail or elem

ent of this draw

ing be removed, reproduced, electronically stored or transm

itted in any form w

ithout the express w

ritten consent of C.C. Tatham &

Associates Ltd.

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BR27

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DATE

: OC

TOB

ER

2017

0380

7601,140

1,520190

Meters

1:15,000SC

ALE =

KEY PLA

N

CITY O

F BA

RR

IE

HO

TCH

KISS

CR

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BE

AR

CR

EEK

WA

TER

SH

ED

THO

RN

TO

N C

RE

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AT

ERS

HE

D

±

±

DISCLAIMER

The information contained in this draw

ing is solely for the use of the Corporation of the City of Barrie for the purpose for w

hich it has been prepared and C.C. Tatham &

Associates Ltd. undertakes no duty to or accepts any responsibility to any third party w

ho may rely upon this draw

ing.

This drawing m

ay not be used for any purpose other than that provided in the contract between the

Corporation of the City of Barrie and C.C. Tatham &

Associates Ltd. nor may any detail or elem

ent of this draw

ing be removed, reproduced, electronically stored or transm

itted in any form w

ithout the express w

ritten consent of C.C. Tatham &

Associates Ltd.

LEGEN

DD

EFIC

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T CU

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onsulting

Engineers

C.C. Tatham

& A

ssociates Ltd.

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WILLIAMS & HOLGATE CREEK DRAINAGE AREAS

HEWITTS CREEK WATERSHED

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HW05

HW09

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HR01

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HW01

HW10

BY03

BY01

DATE: OCTOBER 2017

0 250 500 750 1,000125Meters

1:10,000SCALE =

KEY PLAN

CITY OF BARRIE



WILLIAMS CREEK & HOLGATE CREEK

DRAINAGE AREAS

HURONIA CREEKDRAINAGE AREA

BAYSHOREDRAINAGE AREA

± ±

DISCLAIMER




CULVERT

DITCH

WATERCOURSE


ROADS

SWMF

STUDY AREA

MUNICIPAL BORDER

HEWITTS CREEK WATERSHED; BAYSHORE, WILLIAMS, HOLGATE & HURONIA CREEKS DRAINAGE AREAS





WILLIAMS & HOLGATE CREEK DRAINAGE AREAS


KEMPENFELT BAY LAKE SIMCOEHURONIA CREEK

DRAINAGE AREA

BAYSHORE DRAINAGE AREA

83

SANDY COVEWATERSHED84

85

86

ORO-MEDONTE

TOWN OF INNISFIL

120

119

130 131

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CEDARPO

INTE

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HW05

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WL01

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DATE: OCTOBER 2017

0 380 760 1,140 1,520190Meters

1:15,000SCALE =

KEY PLAN

CITY OF BARRIE



WILLIAMS CREEK & HOLGATE CREEK

DRAINAGE AREAS

HURONIA CREEKDRAINAGE AREA

BAYSHOREDRAINAGE AREA

SANDY COVE CREEK WATERSHED

± ±

DISCLAIMER





CULVERT

DITCH

WATERCOURSE

ROADS

RAILWAY

SHORELINE

SWMF



BUILDINGS

STUDY AREA

MUNICIPAL BORDER

HEWITTS CREEK & SANDY COVE WATERSHEDS; BAYSHORE, WILLIAMS, HOLGATE & HURONIA CREEKS DRAINAGE AREAS


DEFICIENT CULVERTS / CROSSINGSHEWITTS CREEK WATERSHED

MAPLEVIEW DRIVE EAST

PRINCE WILLIAM WAY

LOCKHART ROAD

LOCKHART ROAD

119

SANDY COVE WATERSHED

20 SIDEROAD

20 SIDEROAD120

131

130

83

84___________________Consulting EngineersC.C. Tatham & Associates Ltd.


Documents

APPENDIX A: HYDROLOGIC & HYDRAULIC MODELLING TECHNICAL ... Hall/environmental-assessment-studies... · TABLE OF CONTENTS 1 Introduction 1 1.1 Background 1 1.2 Objectives 1 2 Minor