APPENDIX D.8 DRAINAGE AND STORMWATER MANAGEMENT€¦ · sewers and stormwater management measures. 3. Background Information 3.1 Existing Background Information Previous studies and

Strasburg Road Extension Environmental Study Report From North of Stauffer Drive to New Dundee Road October 2013

331650-4E-Rev 1

APPENDIX D.8

DRAINAGE AND STORMWATER

MANAGEMENT

Class Environmental Assessment Study for Strasburg Road Extension South Section

(Class EA)

from North of Stuffer Drive to New Dundee Road City of Kitchener

Final Drainage and Stormwater Management Report

November 2013

Prepared for: SNC-Lavalin Inc. 195 The West Mall Toronto, ON M9C 5K1 Prepared by: GENIVAR Inc 600 Cochrane Drive, 5th Floor Markham, Ontario L3R 5K3 Project No. 101-13661-00

Strasburg Road Extension South Section (Class EA) Final Drainage &Stormwater Management Report

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Table of Contents

1. Introduction ........................................................................................................................ 1

1.1 Study Approach ..................................................................................................................... 2

2. Policy Framework .............................................................................................................. 3

2.1 Drainage and Storm Water Management Objectives ............................................................... 3

3. Background Information ................................................................................................... 4

3.1 Existing Background Information .......................................................................................... 4

4. Existing Conditions ............................................................................................................ 6

5. Strasburg Road Extension Preferred Alignment (W1 Modified) ..................................... 6

6. Proposed Strasburg Road Extension Crossing Culverts .................................................. 6

6.1 Hydrologic Analysis Approach .............................................................................................. 7

6.2 Hydraulic Assessment ............................................................................................................ 8

6.2.1 Hydraulic Analysis Criteria for the Crossing Culverts............................................................. 8

7. Road Drainage and Stormwater Management ................................................................. 9

7.1 General Criteria ..................................................................................................................... 9

7.2 Pavement Drainage Criteria and Preliminary Design .............................................................. 9

Minor System ...................................................................................................................................... 9

Major System .................................................................................................................................... 10

7.3 Storm Water Management Criteria and Measures ................................................................. 10

7.3.1 Storm Water Quantity Control Criteria and Measures ........................................................... 10

7.3.2 Storm Water Quality Control Criteria and Alternative Measures ........................................... 11

7.3.3 Recommended Storm Water Quality Control Measures ........................................................ 13

8. Sediment and Erosion Control Measures during Construction ..................................... 14

9. Summary and Conclusions .............................................................................................. 15

List of Figures

Figure 1-1 Study Limits of Strasburg Road Extension - South Section

Figure 1-2 Upper Blair Creek Subwatershed Areas and the Technically Preferred Alignment W1 Modified

Figure 1-3 Typical Cross Sections of Strasburg Road Extension South Section

Figure 6-1 Road Drainage and Stormwater Management Plan

List of Tables Table 6-1 Overview of the Recommended Crossing Culverts

Table 6-2 Hydrologic Parameters of each Catchment Area

Table 6-3 Peak Flow Calculations at each Crossing Culvert

Table 6-4 Preliminary Sizing of the Crossing Culverts

Table 7-1 Preliminary Storm Sewer Systems Design

Strasburg Road Extension South Section (Class EA) Final Drainage & Storm Water Management Report

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Appendices

Appendix A Culvert Master Output Files for the Preliminary Culverts Design

Appendix B Preliminary Sizing of the Storm Sewer Sections

Appendix C Preliminary Sizing of the Proposed SWM Ponds

Strasburg Road Extension South Section (Class EA) Final Drainage & Stormwater Management Report

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1. Introduction

The City of Kitchener has awarded SNC-Lavalin Inc. the Class Environmental Assessment

Study for Strasburg Road Extensions South Section from North of Stauffer Drive at Station

10+538 southerly to New Dundee Road at Station 7+981.5, approximately 2.56 km in addition to

New Dundee Road improvements from Station 0+000 to Station 0+720. GENIVAR Inc. has

been retained by SNC-Lavalin Inc. to undertake the preliminary Drainage and Stormwater

Management study of this project.

The proposed alignment of the Strasburg Road Extension passes through the Upper Blair Creek

and southern tributaries of Strasburg Creek South Branch sub-watersheds in the south of City of

Kitchener. The Upper Blair Creek Sub-Watershed and Strasburg Creek South Branch Sub-

Watershed are regulated by the Grand River Conservation Authority (GRCA). Figure 1-1 shows

the study limits for Strasburg Road Extension south section.

Figure 1-1: Study Limits of Strasburg Road Extension - South Section

N

Approximate

Study Limits

New Dundee Road

Reidel Drive

Stauffer Drive


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The Upper Blair Creek subwatershed area is located near the southwest boundary of the City of

Kitchener, as shown in Figure 1-2 (Back Pocket) and represents the headwaters of the Blair

Creek system that outlets to the Grand River approximately 9 km downstream at the Village of

Blair. The Doon South (Phase 2) Community Plan area is located within the Upper Blair Creek

subwatershed east of Reidel Drive. The Strasberg Creek South Branch subwatershed is located

immediately north of the Upper Blair Creek subwatershed and discharge to the Grand River.

The proposed Strasburg Road extension is a secondary arterial road with 4-lane urban cross

section, a multiuse path and boulevard on each side, with a total 30 m right-of-way. The typical

cross sections are presented in Figure 1-3.

1.1 Study Approach

The Drainage and Storm Water Management components involved the following tasks:

• Collect and review background information;

� City of Kitchener Digital Contour Maps;

� Flood map and/or available hydraulic models from GRCA;

� Master watershed plans for Strasburg Creek and Upper Blair Creek including the

study report and the implementation report; and

� Various drainage catchments’ flows, from the existing Grand River Conservation

Authority’s GAWSER model, for a full range of storms at the proposed crossing

culverts’ location.

• Review the current policy framework;

• Identification of existing drainage conditions;

• Establishment of drainage and storm water management objectives;

• Screening of alternative storm water management measures;

• Input to the development of alternatives for the Strasburg Road Extension

� Identify crossing culvert and stormwater management alternatives and constraints;

• Input to the assessment of alternatives for the Strasburg Road Extension

� Evaluate and finalize recommended option;

• Identification of potential environmental effects of the preferred alternative

� Provide recommendations for culvert installation; and

• Identification of mitigation measures and complete documentation

� Prepare Drainage and Hydrology Report.


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2. Policy Framework

The following summarizes the policy documents that address surface water drainage and storm

water management:

• Strasburg Creek Master Watershed Plan Study Report, Paragon Engineering Limited,

1991;

• Strasburg Creek Master Watershed Plan Implementation Report, Paragon Engineering

Limited, 1996;

• Upper Blair Creek Functional Drainage Study Final Report, Stantec, March 2009;

• Environmental Study Report for Doon South Phase 2, Official Plan Amendment Area,

City of Kitchener Collector Road Municipal Class Environmental Assessment, MTE

November 2008;

• Region of Waterloo and Area Municipalities Design Guidelines and Supplemental

Specifications for Municipal Services (Jan. 2010);

• Ministry of Transportation’s Drainage Design Standards (Jan. 2008);

• Ministry of the Environment’s Storm Water Management Planning and Design Manual

(March 2003);

• Ontario Regulation 150/06 made under the Conservation Authorities Act. The Grand

River Conservation Authority: Regulation of Development, Interference with Wetlands

and Alterations to Shorelines and Watercourses;

• Cambridge District Fisheries Management Plan (Draft 1988);

• Ministry of Natural Resources Wetland Policy 1989;

• Department of Fisheries and Oceans Policy for the Management of Fish Habitat 1986;

• Fish Habitat Protection Guidelines for Developing Area, MNR, (1994); and

• City of Kitchener Municipal Plan.

Please note that GENIVAR had previously completed a Draft Class EA Drainage and Hydrology

Report for Alternative E4 Modified (the previous preferred alignment). GENIVAR also

completed the Detail Drainage Design Report for the north section of Strasburg Road

Improvements. For both reports, GENIVAR received and addressed all comments from GRCA

and City of Kitchener, which further clarified the above noted policies.

2.1 Drainage and Storm Water Management Objectives

Based on the current policy framework, general drainage and storm water management

objectives were identified to minimize the impacts of the Strasburg Road extension works on the

existing drainage system, natural environment and flood elevations. The objectives of the storm

water management plan are to:


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• Provide as effective/efficient drainage system;

• Minimize risk to public safety;

• Maintain flow paths for upstream/downstream lands;

• Maximize the area of paved surfaces draining to stormwater management measures;

• Provide control or enhance the quality of storm runoff;

• Protect or enhance aquatic habitat;

• Prevent potential erosion in receiving watercourses;

• Maintain or reduce the flood risk for the lands adjacent to the new road, upstream and

downstream of the culverts;

• Address the concerns of the review agencies, as well as local municipality; and

• Conduct preliminary hydrologic and hydraulic analysis for proposed culverts, storm

sewers and stormwater management measures.

3. Background Information

3.1 Existing Background Information

Previous studies and reports related to hydrology and hydraulics were requested and retrieved

from the appropriate sources and reviewed.

The agencies/sources contacted and the information obtained and reviewed are as follows:

Agencies/Sources

City of Kitchener

- Strasburg Creek Master Watershed Plan Study Report, City of Kitchener, Paragon

Engineering 1991;

- Strasburg Creek Master Watershed Plan Implementation Report, City of Kitchener

Paragon Engineering 1996;

- Upper Blair Creek Functional Drainage Study Final Report, Stantec, March 2009;

- Environmental Study Report for Doon South Phase 2, Official Plan Amendment Area,

City of Kitchener Collector Road Municipal Class Environmental Assessment, MTE

November 2008;

- City of Kitchener Municipal Plans;

- Region of Waterloo and Area Municipalities Design Guidelines and Supplemental

Specifications for Municipal Services, January 2010;

- 2009 Development Handbook, City of Kitchener;

- Regional Municipality of Waterloo Official Plan, Council Adopted June 2009;

- Provincial Policy Statement 2005;

- Background Information Regarding the Extension of Strasburg Road by MHBC; and

- City of Kitchener Subdivision Manual April 2003.


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Grand River Conservation Authority

- GAWSER model for Existing Upper Blair Creek;

- HEC-RAS for Upper Blair Creek;

- Regulatory Floodplain mapping download from the GRCA;

SNC-Lavalin Inc

- City of Kitchener digital contour maps;

- Strasburg Road Extension South Section Technically Preferred Alignment W1 Modified

Preliminary plan, profile and cross sections OF Strasburg Road Extension.

Studies/Reports

Strasburg Creek Master Watershed Plan – Study Report

� Completed by Paragon Engineering Limited in February 1991;

� Its objectives were to ensure that urbanization of the watershed will not lead to increased

flood risk, will not impair the natural watercourse features and will allow for future

enhancement of the watercourse, stream margins and wetlands; and

� Recommended measures to maintain the existing brook trout habitat, to delineate and to

protect the existing wetlands, to assist with base flow maintenance by ensuring at-source

infiltration of storm runoff, to establish off-line extended detention basins in order to

reduce urban contaminant loading and erosion-causing runoff volumes, and to

recommend the construction of two flood control structures on the Strasburg Creek South

Branch.

Strasburg Creek Master Plan – Implementation Report

� Prepared by the City of Kitchener in September 1996;

� Provided a guideline for the development to prepare studies and proposals;

� Provided a guide for Municipal and Agency staffs in the review of development

applications;

� Ensured all development applications conformance with the watershed plan

recommendation; and

� Defined specific constrains and development boundaries as the requirements for the

completion of an Environmental Implementation Report for developments.

Upper Blair Creek Functional Drainage Study Final Report

� Completed by the Stantec, March 2009;

� Provided a guideline for the development to prepare studies;

� Provided a guide for Municipal and Agency staffs in the review of development

applications;

� Ensured all development applications conformance with the sub-watershed plan

recommendation and meets the specific targets, which will ensure the watershed

hydrologic goals will be achieved;

� Defined specific constrains and development boundaries as the requirements for the

completion of an Environmental Implementation Report for developments.


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4. Existing Conditions

The project area is located within both the Strasburg Creek South Branch and the Upper Blair

Creek Sub-Watersheds. The Upper Blair Creek east of the preferred Strasburg Road extension

alignment drains an area of approximately 210 ha and discharges to the Grand River.

The land use types have been considered were based on the current City of Kitchener Municipal

Plan and the Region of Waterloo Official Plan.

5. Strasburg Road Extension Preferred Alignment (W1 Modified)

Based on the evaluation of the short-listed alignment alternatives, the project team originally

selected Alignment E4 modified as the Technically Preferred Alignment, however, after a second

screening process completed by the project team in conjunction with the City of Kitchener staff,

it was agreed that Alternative W1 modified is the preferred alternative. The rationale for

selecting Alignment W1 modified is outlined as follows:

• Adequate for meeting traffic operations, transit and servicing requirements;

• Avoids crossing of Blair Creek corridor within environmentally sensitive area,

minimizing impacts to natural heritage features which includes wetlands, streams, fish

habitat, groundwater resources and wildlife;

• High overall conformance with Official Plan policies, it has an acceptable level of

intrusion on Protected Countryside and impacts to agricultural resources/operations; and

• Acceptable balance of impacts to cultural heritage resources and provides opportunity to

enhance scenic heritage road and trail network.

The proposed Strasburg Road Extension involves the following:

• Proposed Strasburg Road Extension consists of 4 travel lane urban cross section with

multiuse path and boulevard on both sides;

• Proposed storm sewer system and appropriate sewer outlets for Strasburg Road

Extension;

• Proposed new culvert crossings at the sag points along the proposed road extension; and

• Proposed storm water management facilities for Strasburg Road Extension to achieve

water quantity and quality control targets where feasible.

6. Proposed Strasburg Road Extension Crossing Culverts

Based on the preferred Strasburg Road Extension alignment (see Figure 6-1 in the Back pocket

of the report) as well as the existing topography within the corridor of this preferred alignment,

seven (7) crossing culverts under the Strasburg Road Extension in addition to two (2) crossing

culverts under New Dundee Road are recommended to be installed to convey flow from the


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external areas across the preferred road alignment. An overview of the recommended crossing

culverts and the structure is presented in Table 6-1.

Table 6-1: Overview of the Recommended Crossing Culverts

Crossing Culvert

ID

Approx. Station

Flow Direction Catchment

Area (ha)

C1 (New Dundee) 0+305 North to South 5.30

C2 (New Dundee) 0+500 North to South 2.41

C3 (Strasburg) 8+020 East to West 2.93

C4 (Strasburg) 8+438 East to West 1.14

C5 (Strasburg) 8+597 West to East 12.17




C9 (Strasburg) 10+467 Balancing Culvert N/A

6.1 Hydrologic Analysis Approach

The drainage area discharging to each crossing culvert was delineated using the contour map

provided by City of Kitchener. The hydrologic parameters of each catchment area were

determined and used to calculate peak flow rates at each crossing culvert. Table 6-2 presents the

hydrologic parameters of each catchment area, while Table 6-3 presents the peak flow

calculations at each crossing culvert.

Table 6-2: Hydrologic Parameters of each Catchment Area

Crossing Culvert

ID

Approx. Station

Catchment

Area (ha)

Average Runoff

Coefficient

Catchment

Area length (m)

C1 (New Dundee) 0+305 5.30 0.33 403

C2 (New Dundee) 0+500 2.41 0.34 204

C3 (Strasburg) 8+020 2.93 0.32 265

C4 (Strasburg) 8+438 1.14 0.34 347

C5 (Strasburg) 8+597 12.17 0.28 348

C6 (Strasburg) 9+256 38.92 0.26 745

C7 (Strasburg) 9+613 9.90 0.28 674

C8 (Strasburg) 10+025 79.9 0.25 1587

C9 (Strasburg) 10+467 N/A N/A N/A

Table 6-3: Peak Flow Calculations at each Crossing Culvert

Crossing Culvert

ID

Approx. Station

Peak Flow Rate calculations (m3/sec)

2 year 5 year 10 Year 25 Year 50 Year 100 Year

C1 (New Dundee) 0+305 0.198 0.285 0.349 0.420 0.481 0.541


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Crossing Culvert

ID

Approx. Station

Peak Flow Rate calculations (m3/sec)

2 year 5 year 10 Year 25 Year 50 Year 100 Year

C2 (New Dundee) 0+500 0.123 0.174 0.213 0.254 0.289 0.325

C3 (Strasburg) 8+020 0.122 0.174 0.213 0.255 0.292 0.328

C4 (Strasburg) 8+438 0.068 0.095 0.117 0.138 0.157 0.176

C5 (Strasburg) 8+597 0.356 0.513 0.627 0.758 0.866 0.975

C6 (Strasburg) 9+256 0.747 1.075 1.308 1.591 1.820 2.050

C7 (Strasburg) 9+613 0.210 0.302 0.368 0.447 0.512 0.576

C8 (Strasburg) 10+025 0.868 1.235 1.492 1.818 2.077 2.339

C9 (Strasburg) 10+467 N/A (Balancing Culvert)

6.2 Hydraulic Assessment

6.2.1 Hydraulic Analysis Criteria for the Crossing Culverts

The preliminary design of the crossing culverts were based on the following criteria where

feasible:

• Provide 1.0m freeboard under the 25-Year storm event

• No overtopping of Strasburg Road under the 100-Year storm event;

• Ensure that the proposed Strasburg Road works does not cause significant impacts on the

existing flood elevations upstream or downstream of the road extension. The GRCA

requires that the proposed flood elevations should be reduced or maintained as compared

to the existing flood elevations (based on the refined original model).

Since the existing HEC RAS model obtained from GRCA does not extend enough to cover the

area of the proposed Strasburg Road Extension, it was decided to utilize the Culvert Master

hydraulic model to calculate the preliminary culvert sizes. The final crossing culvert sizes/type

and invert elevations will be determined during the detail design stage of the project. Table 6-4

presents the preliminary crossing culverts’ sizing and configuration, while the Culvert Master

output files for the preliminary culverts design are included in Appendix A.

Table 6-4: Preliminary Sizing of the Crossing Culverts

Crossing Culvert

ID

Approx. Station

Flow Direction

Preliminary Culverts’ Configuration

Diameter/

Material

Upstream Invert (m)

Downstream Invert (m)

Length (m)

C1 (New Dundee) 0+305 North to South 600 CSP 333.43 333.27 30.0

C2 (New Dundee) 0+500 North to South 450 CSP 335.10 334.99 22.0

C3 (Strasburg) 8+020 East to West 600 CSP 337.80 337.30 54.0

C4 (Strasburg) 8+438 East to West 400 CSP 341.20 340.20 49.0

C5 (Strasburg) 8+597 West to East Twin 750 CSP 338.50 338.30 43.0


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Crossing Culvert

ID

Approx. Station

Flow Direction

Preliminary Culverts’ Configuration

Diameter/

Material

Upstream Invert (m)

Downstream Invert (m)

Length (m)

C6 (Strasburg) 9+256 West to East 1050 CSP 336.70 335.75 50.0



C9 (Strasburg) 10+467 Balancing

Culvert 600 CSP 320.10 320.10 48.0

7. Road Drainage and Stormwater Management

7.1 General Criteria

The overall objective of the storm water management plan is to minimize any adverse impacts of

the proposed Strasburg Road Extension South Section works to the natural environment and

watercourses.

In accordance with the City of Kitchener policy, the stormwater management plan should

conform to the following documents:

• City of Kitchener design standards and criteria;

• Regional Municipality of Waterloo design standards and criteria;

• Grand River Conservation Authority drainage & stormwater criteria; and

• Ministry of Environment Stormwater Management Practices Planning and Design

Manual, March 2003.

7.2 Pavement Drainage Criteria and Preliminary Design

Minor System

The storm sewer systems draining the pavement for the proposed roadway configuration are to

be designed in general to convey peak flows generated under the 10 year storm event. At sag

points, the sewer segments as well as the sewer outlet should be designed to convey peak flows

generated under the 100 year storm event to avoid water ponding.

Table 7-1 presents a preliminary storm sewer systems design along the Proposed Strasburg Road

Extension. The proposed storm sewer plan is presented in Figure 6-1 (Back Pocket), while the

preliminary storm sewer sizing is included in Appendix B.

Table 7-1: Preliminary Storm Sewer Systems Design

Storm Sewer System ID

From Station

To Station

Drainage Area

(ha)

Preliminary Pipe Size range (mm)

Sewer Outlet ID

System 1a (along New Dundee Road)

0+170 0+600 0.86 300-450 2 outlets located at

Stations 0+300 and 0+340 (along New Dundee Road)


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Storm Sewer System ID

From Station

To Station

Drainage Area

(ha)

Preliminary Pipe Size range (mm)

Sewer Outlet ID

System 1b (along Strasburg Road)

7+980 8+280 0.90 300-375 Connect to storm sewer

along New Dundee Road

System 2 8+280 8+890 1.83 300-525 Station 8+590

System 3 8+890 10+180 3.86 300-750 Station 9+990

System 4 10+180 10+538 1.02 300-450

Connects to storm sewer network of Strasburg

Road north Section (Part B)

Major System

The major drainage system for the roadway is to be designed to convey overland flow to the

adjacent watercourses via roadway without flooding the adjacent properties.

7.3 Storm Water Management Criteria and Measures

7.3.1 Storm Water Quantity Control Criteria and Measures

Catchment areas that are located within the Upper Blair Creek watershed require flow quantity

control. Storage facilities will be designed to control post development flow rates to match target

flow rates for different storm events as identified in the Upper Blair Creek Functional Drainage

Study Final Report, Stantec, March 2009. These target flow rates were established using the

GAWSER model.

Catchment areas that are located within the Strasburg Creek watershed require flow quantity

control as well. Storage facilities will be designed to control post development flow rates to

match pre development flow rates for different storm events.

A review of external SWM ponds was undertaken to establish the potential to retrofit these

facilities to provide SWM control of roadway flows, however it was concluded that these SWM

ponds are located in areas that does not allow servicing of the Strasburg Road Extension

drainage.

In total, three (3) SWM ponds were found feasible to be installed to achieve the flow quantity

control targets. Since the catchment areas discharging to the proposed SWM ponds are smaller

than 5 ha, further investigation will be required during the detail design stage of the project to

ensure an efficient pond design and sustainable permanent pool of water. A preliminary pond

design was completed for each of the recommended SWM ponds that would serve the following

road sections:

• Proposed 0.32 ha pond block (Pond 1) on the north west corner of New Dundee Road and

Strasburg Road Extension to service the approximately 330 m of New Dundee Road as

well as Strasburg Road between Stations 7+980 and 8+280. Pond 1 is serving a

catchment area of 1.76 ha and will discharge to the existing crossing culvert C1. This

culvert was identified during a site walk with GRCA staff outlets to an existing natural

depression south of New Dundee Road;


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• Proposed 0.32 ha pond block (Pond 2) west of Strasburg Road at approx. Station 8+600

to service approximately 610 m of Strasburg Road from Station 8+280 to Station 8+890.

Pond 2 is serving a catchment area of 1.83 ha and will discharge to the proposed crossing

culvert C5. This culvert outlets to an existing natural swale that conveys the contributing

drainage overland to Blair Creek; and

• Proposed 0.57 ha pond block (Pond 3) east of Strasburg Road at approx. Station 9+990 to

service approximately 1290 m of Strasburg Road from Station 8+890 to Station 10+180.

Pond 3 is serving a catchment area of 3.86 ha and will discharge to the depression area

located east of Strasburg Road extension at approx. Station 10+000 and thence to Blair

Creek. GRCA has indicated that this depression area may have been a former wetland.

During Detailed design a site walk with GRCA staff during the growing season has been

requested to investigate presence of existing wetland vegetation and feasibility of

potential restoration/enhancement opportunities.

It has to noted that the Strasburg Road section between Stations 10+180 and 10+538 does not

require quantity control measures as it was accounted for while completing the detail design of

the north section (Part B) of Strasburg Road.

7.3.2 Storm Water Quality Control Criteria and Alternative Measures

Grand River Conservation Authority requires water quality controls commensurate with the

maximum downstream habitat type and hence, Enhanced Protection (Level 1) was required for

the entire study limits. The following details the general options that can be utilized to achieve

storm water quality control:

7.3.2.1 “Do Nothing” Alternative

The proposed roadways widening will introduce additional pavement area within the study limit.

The additional paved area will increase the quantity of runoff and the amount of pollutants

draining to the receiving watercourses. If nothing is done to mitigate these effects, the receiving

watercourses may be negatively affected with the potential for reduced stream quality, degraded

aquatic habitat, and in-stream erosion. Since there are potential negative consequences associated

with a “do nothing” alternative it cannot be considered a reasonable or acceptable course of

action. Hence, some form of mitigation must be undertaken to manage the stormwater runoff

from the proposed roadway improvement.

7.3.2.2 Water Quality Measures

The list of storm water management water quality measures that may be considered include:

1. Oil Grit Separators

2. Vegetative Facilities

� enhanced grassed swales

� filter strips

3. Infiltration Facilities

� infiltration basins

� infiltration trenches


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4. Detention Facilities:

� extended detention wet ponds

� extended detention dry ponds

� extended detention wetlands

Each of these types of treatment was reviewed for application to this project.

Oil/Grit Separators

Oil/Grit separators combine storage chambers for sediment trapping and oil separation with

drainage inlets or inflow sewers for intercepting or receiving roadway stormwater runoff. Oil/grit

separators are capable of removing up to 80% of the annual sediment load when properly applied

as a source control for small areas.

Due to the high cost of the Oil/Grit separator units combined with the annual running cost

(maintenance and clean out), and since other water quantity and quality control measures were

considered more feasible, it was decided that the Oil/Grit separator units are not feasible.

Vegetative Facilities

Vegetative facilities treat runoff through filtration and sedimentation. With appropriate site

conditions, they can provide effective treatment of sediment. They have limited effectiveness for

controlling peak flows and downstream erosion.

Filter Strips

Filter strips operate through a combination of sedimentation and infiltration. Shallow flows are

routed over grassed filter strips, which slow down the runoff to enhance both the retention of the

particulate matter and the infiltration of the runoff with its dissolved constituents. Filter strips are

applicable to a rural road cross section where there are at least several meters of grassed shoulder

on the side of the roadway in addition to the standard shoulder and ditch. They may also be

applicable where there are high vegetated embankments at deep valley crossings. Vegetated filter

strips were not considered to be a water quality treatment option for Strasburg Road because of

the proposed urban section.

Enhanced Grassed Swales

Enhanced grassed swales are formed by widening the roadway ditches and installing small,

porous check dams to retard the flow. The check dams slow down and detain the flow which

increases the degree of sedimentation and infiltration that occurs. The enlarged ditches provide

additional storage capacity for flow retention and sediment accumulation. Due to the limited

storage capacities in the ditches, the degree of flow control may be small. However, they are

relatively more effective at controlling runoff from the smaller, more frequent events which

results in some erosion control benefit. The sediment storage capacity is also relatively small and

may require more frequent clean out than a detention pond. For the enhanced grassed swales to

be effective at providing the desired treatment for runoff, they should be designed with a

maximum flow 0.15m3/s for the 25mm Chicago type storm distribution and a maximum flow

velocity of 0.5m/s. Enhanced grassed ditches can be created by relatively minor modifications to

the standard ditches in a rural roadway section. Enhanced grassed swales were not considered to

be a feasible water quality and/or quantity treatment option for Strasburg Road Extension due to


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the limited width of the proposed Right Of Way as well as the steep slope of the proposed ditch

lines.

Infiltration Facilities

Infiltration facilities capture runoff for infiltration to groundwater. This reduces the rates of

runoff to the streams and provides a high level of treatment through the capture of both

particulate and dissolved constituents. These types of facilities reduce water temperature impacts

and enhance stream base flows through groundwater recharge. Since the volume of runoff to the

receiving streams is reduced, these facilities also contribute to controlling downstream erosion

and peak flow increases.

These types of facilities tend to become clogged by sediment wash-off from the roadway. As a

result, the maintenance of an infiltration facility may be more frequent and more costly than

other types of stormwater management. Also, it is required to protect the groundwater from

contamination from chlorides and other constituents of road runoff. The Upper Blair Creek

Functional Drainage Study Final Report, Stantec, March 2009, highly recommended the use of

infiltration facilities; however the preferred alignment (W1 modified) passes through an area

identified as regional recharge area. Additional treatment may be required to prevent

contaminated storm runoff impacting groundwater.

Storm Water Management Detention Facilities

Detention facilities operate on the basis of temporary storage of runoff to promote the removal

of pollutants through sedimentation. They are generally effective at removing particulate

constituents such as sediments and metals but ineffective at removing dissolved constituents such

as salt. Extended detention wet ponds and constructed wetlands are considered to be effective at

achieving an enhanced level of treatment for roadway runoff. Extended detention dry ponds

generally do not provide this level of treatment. Detention facilities are also effective for erosion

and peak flow (quantity) control. Storage SWMPs require a drainage area of at least 5 hectares to

sustain the permanent pool of water which is critical to their effectiveness. For this project,

detention facilities were considered an option since the City of Kitchener is willing to acquire

adjacent lands to construct such facilities. In addition to this, consideration will be given to

instituting an infiltration basin as part of the overall pond to address GRCA concerns re

groundwater recharge. The proposed pond block areas in Section 7.3.1 account for the

infiltration cells. The infiltration component would consist of an area within the pond raised

above the permanent pool level to allow the wet pond component to remove sediment that may

clog the infiltration cell. This approach will reduce the maintenance frequency. The

effectiveness of the infiltration cell will be established during detailed design as it will require

additional geotechnical investigations within the area of the proposed pond blocks. Note that use

of infiltration cells within the Upper Blair Creek catchment will help in meeting the

predevelopment release rates associated with the GAWSER model.

7.3.3 Recommended Storm Water Quality Control Measures

Figure 6-1 at the Back Pocket of the report illustrates the proposed storm water management

strategy and measures, while the preliminary sizing and calculations are included in Appendix

C. Based on the screening of stormwater management options, the following was considered the


14

most feasible measures that can be applied to achieve the required storm water quality control for

the Strasburg Road Extension project:

1. Proposed 0.32 ha pond block (Pond 1) will provide Level 1 enhanced protection for New

Dundee Road as well as Strasburg Road between Stations 7+980 and 8+280.

2. Proposed 0.32 ha pond block (Pond 2) will provide Level 1 enhanced protection for

Strasburg Road between Stations 8+280 and 8+890.

3. Proposed 0.57 ha pond block (Pond 3) will provide Level 1 enhanced protection for

Strasburg Road between Stations 8+890 and 10+180.

4. Strasburg Road between Stations 10+180 and 10+538 does not require quality control

measures as it was accounted for while completing the detail design of the north section

(Part B) of Strasburg Road.

It has to be noted that the recommended sizes of the above presented pond blocks were increased

by 40% to account for the required infiltration cells that will be constructed as part of the pond

design.

8. Sediment and Erosion Control Measures during Construction

If uncontrolled, construction activities could result in increased rates of erosion and

sedimentation within and adjacent to the Strasburg Road Extension. Potential environmental

impacts include degradation of downstream water quality, destruction of fish habitat, and

increased flooding potential.

Erosion and sediment control measures should be implemented and monitored during the

construction period, and timing of construction activities should be during periods when in-

stream impacts to fish habitat is least likely. Areas of watercourse and riparian disturbances

should be minimized. If riparian vegetation is removed or disturbed, measures such as silt fences,

rock flow check dams, straw bale check dams, and sedimentation areas should be utilized to

provide protection of local aquatic resources. Such measures should be implemented and

maintained during construction and until disturbed areas have been stabilized with seed, sod, or

mulch. It is recommended that all disturbed areas be stabilized with native species where

feasible. Best management practices for seeding are outlined in the Erosion and Sediment

Control Guidelines for Urban Construction. In addition, topsoil should not be stockpiled close

to creeks, and creeks should not be used as a source of construction water.

The following erosion and sediment control practices will serve to guide the design and

implementation phase of the Sediment and Erosion Control Plan:

- Limit size of disturbed area

- Limit duration of soil exposure

- Retain existing vegetation where feasible

- Limit slope length and gradient of disturbed areas

- Preserve overland sheet flow and macro-drainage (avoid concentrated channel flows)

- Break and redirect flows to lower gradients

- Design and implement staged stripping


15

- Prevent disturbance of previously stripped and stabilized parcel

- Stabilize stripped parcels and temporary controls.

For any in-stream works, construction should also adhere to MNR fisheries restrictions:

a. Coldwater fish habitat, construction window from June 1 to September 30.

b. Warm water fish habitat, construction window from July 1 to March 31.

Department of Fisheries and Ocean (DFO) authorization for works affecting fish and fish habitat

will also be required before starting culvert construction.

9. Summary and Conclusions

This report summarizes the Drainage and Stormwater Management of the Strasburg Road

Extensions South Section from North of Stauffer Drive (10+538) to New Dundee Road

(7+981.5), approximately 2.56 km in addition to New Dundee Road improvements from Station

0+000 to Station 0+720.

Background review was completed for all available documents and studies for the subject road

extension site and the adjacent watercourses. This included the future developments and the

Upper Blair Creek watershed studies.

Different alignment alternatives were investigated and the project team has determined that

Alignment W1 modified is the Technically Preferred Alignment.

Seven (7) crossing culverts under the Strasburg Road Extension in addition to two (2) crossing

culverts under New Dundee Road will be required under the proposed road extension. A

preliminary sizing for the crossing culverts is included in the report.

Four (4) storm sewer sections are recommended to convey the road minor flow. Preliminary

storage facilities were sized to control post development flow rates to the target flow rates for the

catchment areas that are located within the Upper Blair Creek watershed, while for the Strasburg

Creek watershed, storage facilities were sized to control post development flow rates to

predevelopment flow rates as recommended by GRCA. The proposed storage facilities have also

been sized to incorporate infiltration cells for quality control purposes.

Different flow quality control measures were investigated and it was decided that SWM ponds

are the most feasible measures that can be applied for this section of Strasburg Road Extension to

achieve enhanced treatment level for flow quality control as presented in Figure 6-1.

Appendix A

Culvert Master Output Files for the Preliminary Culverts Design

Culvert Designer/Analyzer Report

C1 25yr

Title: Alt W1

s:\...\culvert sizing\strassburg culverts w1.cvm

10/08/13 03:10:59 PM

Environmental Hydraulics Group

© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666

Project Engineer: james.michener

CulvertMaster v3.3 [03.03.00.04]

Page 1 of 3

Analysis Component

Storm Event Design Discharge 0.4200 m³/s

Peak Discharge Method: User-Specified

Design Discharge 0.4200 m³/s Check Discharge 0.0000 m³/s

Tailwater Conditions: Constant Tailwater

Tailwater Elevation 333.75 m

Name Description Discharge HW Elev. Velocity

Culvert-1 1-600 mm Circular 0.4200 m³/s 334.42 m 1.70 m/s

Weir Roadway 0.0000 m³/s 334.42 m N/A

Total ---------------- 0.4200 m³/s 334.42 m N/A


C1 25yr

Title: Alt W1


10/08/13 03:10:59 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary

Computed Headwater Elevation 334.42 m Discharge 0.4200 m³/s

Inlet Control HW Elev. 334.17 m Tailwater Elevation 333.75 m

Outlet Control HW Elev. 334.42 m Control Type Outlet Control

Headwater Depth/Height 1.62

Grades

Upstream Invert 333.43 m Downstream Invert 333.27 m

Length 30.00 m Constructed Slope 0.005333 m/m

Hydraulic Profile

Profile CompositeM2PressureProfile Depth, Downstream 0.48 m

Slope Type Mild Normal Depth N/A m

Flow Regime Subcritical Critical Depth 0.42 m

Velocity Downstream 1.70 m/s Critical Slope 0.021375 m/m

Section

Section Shape Circular Mannings Coefficient 0.024

Section Material CMP Span 0.61 m

Section Size 600 mm Rise 0.61 m

Number Sections 1

Outlet Control Properties

Outlet Control HW Elev. 334.42 m Upstream Velocity Head 0.11 m

Ke 0.90 Entrance Loss 0.10 m

Inlet Control Properties

Inlet Control HW Elev. 334.17 m Flow Control Unsubmerged

Inlet Type Projecting Area Full 0.3 m²

K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3

C 0.05530 Equation Form 1

Y 0.54000


C1 25yr

Title: Alt W1


10/08/13 03:10:59 PM





Page 3 of 3

Component:Weir

Hydraulic Component(s): Roadway

Discharge 0.0000 m³/s Allowable HW Elevation 334.42 m

Roadway Width 35.00 m Overtopping Coefficient 1.60 SI

Low Point 335.50 m Headwater Elevation N/A m

Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00


Sta (m) Elev. (m)

-20.00 335.50

0.00 335.80

20.00 336.00


C1 100yr

Title: Alt W1


10/08/13 03:11:35 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.5410 m³/s 334.88 m N/A


C1 100yr

Title: Alt W1


10/08/13 03:11:35 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 1





Inlet Control HW Elev. 334.38 m Flow Control Submerged


K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C1 100yr

Title: Alt W1


10/08/13 03:11:35 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 335.50

0.00 335.80

20.00 336.00


C2 25yr

Title: Alt W1


10/08/13 02:52:36 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.2540 m³/s 335.78 m N/A


C2 25yr

Title: Alt W1


10/08/13 02:52:36 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 1







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C2 25yr

Title: Alt W1


10/08/13 02:52:36 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 337.00

0.00 337.00

20.00 337.00


C2 100yr

Title: Alt W1


10/08/13 02:53:32 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.3250 m³/s 336.05 m N/A


C2 100yr

Title: Alt W1


10/08/13 02:53:32 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 1





Inlet Control HW Elev. 335.79 m Flow Control Transition


K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C2 100yr

Title: Alt W1


10/08/13 02:53:32 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 337.00

0.00 337.00

20.00 337.00


C3 25yr

Title: Alt W1


10/08/13 03:08:27 PM





Page 1 of 3

Analysis Component







Culvert-1 1-610 x 960 mm Horiz Ellipse0.2549 m³/s 338.17 m 0.76 m/s


Total ---------------- 0.2549 m³/s 338.17 m N/A


C3 25yr

Title: Alt W1


10/08/13 03:08:27 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary



Outlet Control HW Elev. 338.17 m Control Type Entrance Control


Grades



Hydraulic Profile

Profile CompositeS1S2 Depth, Downstream 0.40 m

Slope Type Steep Normal Depth 0.21 m

Flow Regime N/A Critical Depth 0.26 m


Section

Section Shape Horizontal Ellipse Mannings Coefficient 0.013

Section Material Concrete Span 0.96 m

Section Size 610 x 960 mm Rise 0.61 m

Number Sections 1






Inlet TypeGroove end projecting (horizontal ellipse) Area Full 0.5 m²

K 0.00450 HDS 5 Chart 29

M 2.00000 HDS 5 Scale 3


Y 0.69000


C3 25yr

Title: Alt W1


10/08/13 03:08:27 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 339.00

0.00 339.00

20.00 340.00


C3 100yr

Title: Alt W1


10/08/13 03:09:10 PM





Page 1 of 3

Analysis Component







Culvert-1 1-610 x 960 mm Horiz Ellipse0.3282 m³/s 338.23 m 0.93 m/s


Total ---------------- 0.3282 m³/s 338.23 m N/A


C3 100yr

Title: Alt W1


10/08/13 03:09:10 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section

Section Shape Horizontal Ellipse Mannings Coefficient 0.013

Section Material Concrete Span 0.96 m


Number Sections 1






Inlet TypeGroove end projecting (horizontal ellipse) Area Full 0.5 m²

K 0.00450 HDS 5 Chart 29

M 2.00000 HDS 5 Scale 3


Y 0.69000


C3 100yr

Title: Alt W1


10/08/13 03:09:10 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 339.00

0.00 339.00

20.00 340.00


C4 25yr

Title: Alt W1


10/08/13 01:45:20 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.1381 m³/s 341.69 m N/A


C4 25yr

Title: Alt W1


10/08/13 01:45:20 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile

Profile M1 Depth, Downstream 0.31 m

Slope Type Mild Normal Depth 0.29 m



Section




Number Sections 1





Inlet Control HW Elev. 341.66 m Flow Control N/A


K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C4 25yr

Title: Alt W1


10/08/13 01:45:20 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 344.50

0.00 344.00

20.00 343.50


C4 100yr

Title: Alt W1


10/08/13 01:44:57 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.1760 m³/s 341.85 m N/A


C4 100yr

Title: Alt W1


10/08/13 01:44:57 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 1







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C4 100yr

Title: Alt W1


10/08/13 01:44:57 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 344.50

0.00 344.00

20.00 343.50


C5 25yr

Title: Alt W1


10/08/13 02:57:04 PM





Page 1 of 3

Analysis Component







Culvert-1 2-910 x 660 mm Arch 0.7582 m³/s 339.10 m 0.92 m/s


Total ---------------- 0.7582 m³/s 339.10 m N/A


C5 25yr

Title: Alt W1


10/08/13 02:57:04 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section

Section Shape Arch Mannings Coefficient 0.025

Section MaterialSteel and Aluminum Var CR Span 0.89 m


Number Sections 2






Inlet Type 90° headwall Area Full 0.8 m²

K 0.00830 HDS 5 Chart 34

M 2.00000 HDS 5 Scale 1


Y 0.69000


C5 25yr

Title: Alt W1


10/08/13 02:57:04 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 340.00

0.00 340.00

20.00 340.00


C5 100yr

Title: Alt W1


10/08/13 02:59:08 PM





Page 1 of 3

Analysis Component







Culvert-1 2-910 x 660 mm Arch 0.9751 m³/s 339.33 m 1.15 m/s


Total ---------------- 0.9751 m³/s 339.33 m N/A


C5 100yr

Title: Alt W1


10/08/13 02:59:08 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section

Section Shape Arch Mannings Coefficient 0.025

Section MaterialSteel and Aluminum Var CR Span 0.89 m


Number Sections 2






Inlet Type 90° headwall Area Full 0.8 m²

K 0.00830 HDS 5 Chart 34

M 2.00000 HDS 5 Scale 1


Y 0.69000


C5 100yr

Title: Alt W1


10/08/13 02:59:08 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 340.00

0.00 340.00

20.00 340.00


C6 25yr

Title: Alt W1


10/08/13 01:48:30 PM





Page 1 of 3

Analysis Component









Total ---------------- 1.5907 m³/s 338.02 m N/A


C6 25yr

Title: Alt W1


10/08/13 01:48:30 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 1







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C6 25yr

Title: Alt W1


10/08/13 01:48:30 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 340.00

0.00 339.80

20.00 339.00


C6 100yr

Title: Alt W1


10/08/13 01:48:02 PM





Page 1 of 3

Analysis Component









Total ---------------- 2.0497 m³/s 338.25 m N/A


C6 100yr

Title: Alt W1


10/08/13 01:48:02 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 1





Inlet Control HW Elev. 338.22 m Flow Control Submerged


K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C6 100yr

Title: Alt W1


10/08/13 01:48:02 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 340.00

0.00 339.80

20.00 339.00


C7 25yr

Title: Alt W1


10/08/13 03:03:59 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.4472 m³/s 332.33 m N/A


C7 25yr

Title: Alt W1


10/08/13 03:03:59 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 2







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C7 25yr

Title: Alt W1


10/08/13 03:03:59 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 333.50

0.00 333.20

20.00 333.00


C7 100yr

Title: Alt W1


10/08/13 03:06:34 PM





Page 1 of 3

Analysis Component









Total ---------------- 0.5762 m³/s 332.42 m N/A


C7 100yr

Title: Alt W1


10/08/13 03:06:34 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 2







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C7 100yr

Title: Alt W1


10/08/13 03:06:34 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 333.50

0.00 333.20

20.00 333.00


C8 25yr

Title: Alt W1


10/08/13 01:51:46 PM





Page 1 of 3

Analysis Component









Total ---------------- 1.8179 m³/s 326.37 m N/A


C8 25yr

Title: Alt W1


10/08/13 01:51:46 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 2







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C8 25yr

Title: Alt W1


10/08/13 01:51:46 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 327.50

0.00 327.50

20.00 327.50


C8 100yr

Title: Alt W1


10/08/13 01:51:16 PM





Page 1 of 3

Analysis Component









Total ---------------- 2.3391 m³/s 326.77 m N/A


C8 100yr

Title: Alt W1


10/08/13 01:51:16 PM





Page 2 of 3

Component:Culvert-1

Culvert Summary





Grades



Hydraulic Profile





Section




Number Sections 2







K 0.03400 HDS 5 Chart 2

M 1.50000 HDS 5 Scale 3


Y 0.54000


C8 100yr

Title: Alt W1


10/08/13 01:51:16 PM





Page 3 of 3

Component:Weir







Sta (m) Elev. (m)

-20.00 327.50

0.00 327.50

20.00 327.50

Appendix B

Preliminary Sizing of the Storm Sewer Sections

Strasburg Road Extension Part A - South Section - City of Kitchener, Region of Waterloo

Storm Sewer Design for the Preferred Alignment W1 Modified

Design Criteria:

Designed SI

Checked WH DESIGN FREQUENCY 10 year/100 year at sag

Date: October 2013

# Station # Station

m m ha min mm/h m3/s m m m/m m m

3/s m/s min

Strasburg from Sta. 7+980.5 To Sta. 8+280 and New Dundee Road from Sta. 0+170 To Sta. 0+600 (Storm Sewer System 1)

10

Strasburg 7+980 8+280 0.900 0.67 0.600 0.600 11.82 300.0 300.0 0.03 0.013 0.375 0.304 2.750 1.818

New Dundee +170 +600 0.860 0.67 0.573 0.573 14.00 430.0 430.0 0.01 0.013 0.450 0.285 1.793 3.998

TOTAL 1.760 0.67 1.173 1.173 14.00 115 0.376 0.0 0.02 0.013 0.450 0.403 2.535 0.000

Strasburg from Sta. 8+280 To Sta. 8+890 (Storm Sewer System 2)

10

Strasburg 8+280 8+600 0.960 0.67 0.640 0.640 12.68 179 0.319 320.0 320.0 0.01 0.013 0.525 0.430 1.987 2.685

Strasburg 8+600 8+890 0.870 0.67 0.580 0.580 12.43 181 0.292 290.0 290.0 0.01 0.013 0.525 0.430 1.987 2.433

TOTAL 1.830


10

Strasburg 8+890 9+260 1.110 0.67 0.740 0.740 12.81 120 0.247 370.0 370.0 0.015 0.013 0.450 0.349 2.196 2.809

Strasburg 9+260 9+620 1.080 0.67 0.720 1.460 15.27 110 0.448 360.0 360.0 0.015 0.013 0.525 0.527 2.433 2.466

Strasburg 9+620 10+000 1.140 0.67 0.760 2.220 17.79 154 0.950 380.0 380.0 0.01 0.013 0.750 1.113 2.520 2.513

Strasburg 10+000 10+180 0.540 0.67 0.360 0.360 11.67 185 0.186 180.0 180.0 0.01 0.013 0.450 0.285 1.793 1.674


10

Strasburg 10+180 10+538 1.074 0.67 0.716 0.716 13.72 116 0.232 358.0 358.0 0.008 0.013 0.450 0.255 1.603 3.721

PipeLocation Drainage Area

From To

A C A*CCumm.

A*CCumm. Tc i Q

L

CL to CL

L

CL to CLSo n D

q

(capacity)

v (full

pipe)

Time in

Pipe

Appendix C

Preliminary Sizing of the Proposed SWM Ponds

Preliminary Pond 1 Block Sizing-Strasberg Road Class EA_8 Oct 2013

10/9/2013

Pond Block Area Estimate SheetProject : Strasberg Road Extension Class EA

Catchment : Upper Blair Creek

Project No. : 101-13661-00

Facility : Pond 1 @ Station 0+320 (New Dundee Road) Catchment Area = 1.8 ha

% Impervious = 72.0 %

permanent pool volume Protection Level = 1

l/w ratio = 2.0 Pond Type = wetland <<wetpond OR wetland

Length at NWL = 26 m MOE Perm Pool = 148 m3

84 m3/ha (excludes active storage component)

Width at NWL = 13.0 m

permanent pool surface area = 338 m2

TARGET VOLUMES

Average depth = 1 m permanent pool 148

average side slope = 6 :1 active storage 986 Unit ActiveStorage = 560 m3/ha

bottom area = 14 m2

Bottom Elevation = 332.00 m forebay, perimeter and access road allowances

Volume = 176 m3

sediment forebay berm = 2 m across width (lost vol.)

perimeter setback= 2 m 4 sides

active storage volume access road allowance= 4 m on 2 sides2 sides

Length at Active Storage EL = 41.6 m Pond Block length= 61 m

width = 28.6 m Pond Block width= 35 m

surface area = 1,190 m2

depth = 1.3 m Pond Block Area = 2,124 m2

side slope = 6 :1 0.21 ha

bottom area = 338 m2

Volume = 993 m3

with 20% Contingency = 58 m

Pond NWL (outlet Invert) = 333.00 m 40 m

Max Water Level = 334.30 m Pond Block Area = 2,335 m2

Freeboard Elevation = 334.60 m 0.23 ha

Freeboard surface area = 1,455 13% catchment area

NOTES:

10/9/2013 10:26

For quality (extended detention) control assumes a unit storage rate of 200 m3/ha for first flush storage and a total storage rate of 560 m

3/ha for total active storage.

Prepared by Will Heywood


10/9/2013

Pond Block Area Estimate Sheet Project : Strasberg Road Extension Class EA


Project No. : 101-13661-00

Facility : Pond 2 @ Station 8+600 Catchment Area = 1.83 ha








TARGET VOLUMES


average side slope = 6 :1 active storage 1,025 Unit ActiveStorage = 560 m3/ha

bottom area = 14 m2


Volume = 176 m3




Length at Active Storage EL = 41 m Pond Block length= 61 m






Volume = 1,115 m3






NOTES:

10/9/2013 10:27


3/ha for total active

storage.



10/9/2013

Pond Block Area Estimate Sheet Project : Strasberg Road Extension Class EA


Project No. : 101-13661-00

Facility : Pond 3 @ Station 9+990 Catchment Area = 3.86 ha








TARGET VOLUMES


average side slope = 6 :1 active storage 2,162 Unit ActiveStorage = 560 m3/ha

bottom area = 40 m2


Volume = 358 m3




Length at Active Storage EL = 70.6 m Pond Block length= 90 m






Volume = 2,253 m3






NOTES:

10/9/2013 10:35


3/ha for total active

storage.


Strasburg Road Extension Class EA

Catchment Area -

Pond -

Road Surface Drainage -

Culvert -

Culvert Flow Direction -

Preliminary Drainage Scheme

Note: This alignment W1 is the modified W1

determined as the final preferred alignment

UPPER BLAIR CREEKSUBWATERSHED CATCHMENT AREAS

CLASS ENVIRONMENTAL ASSESSMENTSTUDY FOR STRASBURG ROADEXTENSION - SOUTH SECTION

FIGURE 1-2 Revised1:3500

October, 2013

James Michener (J.M.)

William Heywood (W.H.)

Sherif Iskandar (S.I.)10312.8

Catchment area ID

Area size (ha)

NOTE:STRASBURG ROAD DRAINAGE PLAN,REFER TO FIGURE 6-1.

Area 4

STM 4

1.02ha

0.67

R

=

2

5

0

R

=

3

0

0

R

=

7

5

0

Area 3

STM 3

3.86ha

0.67

Area 2

STM 2

1.83ha

0.67

Area 1

STM 1

1.76ha

0.67

Pond 1

Pond 2

Pond 3

C4

C5

C6

C7

C8

C9

Catchment Area ID Catchment Area (ha)

Average Runoff

Coefficient (c)

Storm Sewer

System ID

Area 7 1.08ha

STM 7 0.67

Flow Direction

STORMWATER MANAGEMENT PLAN

CLASS ENVIRONMENTAL ASSESSMENTSTUDY FOR STRASBURG ROADEXTENSION - SOUTH SECTION

FIGURE 6-1

October, 2013

James Michener (J.M.)

William Heywood (W.H.)

Sherif Iskandar (S.I.)

Documents

APPENDIX D.8 DRAINAGE AND STORMWATER MANAGEMENT€¦ · sewers and stormwater management measures. 3. Background Information 3.1 Existing Background Information Previous studies and