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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
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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
C6 (Strasburg) 9+256 West to East 38.92
C7 (Strasburg) 9+613 West to East 9.90
C8 (Strasburg) 10+025 West to East 79.9
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
C7 (Strasburg) 9+613 West to East Twin 600 CSP 331.80 330.00 43.0
C8 (Strasburg) 10+025 West to East Twin 900 CSP 325.20 325.10 45.0
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
Strasburg Road Extension South Section (Class EA) Final Drainage & Stormwater Management Report
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
Strasburg Road Extension South Section (Class EA) Final Drainage & Stormwater Management Report
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
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 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
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 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
Tailwater Elevation 333.75 m
Sta (m) Elev. (m)
-20.00 335.50
0.00 335.80
20.00 336.00
Culvert Designer/Analyzer Report
C1 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:11:35 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 0.5410 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.5410 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 333.79 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-600 mm Circular 0.5410 m³/s 334.88 m 2.04 m/s
Weir Roadway 0.0000 m³/s 334.88 m N/A
Total ---------------- 0.5410 m³/s 334.88 m N/A
Culvert Designer/Analyzer Report
C1 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:11:35 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 334.88 m Discharge 0.5410 m³/s
Inlet Control HW Elev. 334.38 m Tailwater Elevation 333.79 m
Outlet Control HW Elev. 334.88 m Control Type Outlet Control
Headwater Depth/Height 2.38
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 0.52 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.48 m
Velocity Downstream 2.04 m/s Critical Slope 0.026352 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. 334.88 m Upstream Velocity Head 0.18 m
Ke 0.90 Entrance Loss 0.16 m
Inlet Control Properties
Inlet Control HW Elev. 334.38 m Flow Control Submerged
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
Culvert Designer/Analyzer Report
C1 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:11:35 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 334.88 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
Tailwater Elevation 333.79 m
Sta (m) Elev. (m)
-20.00 335.50
0.00 335.80
20.00 336.00
Culvert Designer/Analyzer Report
C2 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:52:36 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 0.2540 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.2540 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 335.40 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-525 mm Circular 0.2540 m³/s 335.78 m 1.38 m/s
Weir Roadway 0.0000 m³/s 335.78 m N/A
Total ---------------- 0.2540 m³/s 335.78 m N/A
Culvert Designer/Analyzer Report
C2 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:52:36 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 335.78 m Discharge 0.2540 m³/s
Inlet Control HW Elev. 335.67 m Tailwater Elevation 335.40 m
Outlet Control HW Elev. 335.78 m Control Type Outlet Control
Headwater Depth/Height 1.28
Grades
Upstream Invert 335.10 m Downstream Invert 334.99 m
Length 22.00 m Constructed Slope 0.005000 m/m
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 0.41 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.34 m
Velocity Downstream 1.38 m/s Critical Slope 0.020315 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 0.53 m
Section Size 525 mm Rise 0.53 m
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 335.78 m Upstream Velocity Head 0.07 m
Ke 0.90 Entrance Loss 0.06 m
Inlet Control Properties
Inlet Control HW Elev. 335.67 m Flow Control Unsubmerged
Inlet Type Projecting Area Full 0.2 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C2 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:52:36 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 335.78 m
Roadway Width 44.00 m Overtopping Coefficient 1.60 SI
Low Point 337.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 335.40 m
Sta (m) Elev. (m)
-20.00 337.00
0.00 337.00
20.00 337.00
Culvert Designer/Analyzer Report
C2 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:53:32 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 0.3250 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.3250 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 335.42 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-525 mm Circular 0.3250 m³/s 336.05 m 1.68 m/s
Weir Roadway 0.0000 m³/s 336.05 m N/A
Total ---------------- 0.3250 m³/s 336.05 m N/A
Culvert Designer/Analyzer Report
C2 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:53:32 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 336.05 m Discharge 0.3250 m³/s
Inlet Control HW Elev. 335.79 m Tailwater Elevation 335.42 m
Outlet Control HW Elev. 336.05 m Control Type Outlet Control
Headwater Depth/Height 1.77
Grades
Upstream Invert 335.10 m Downstream Invert 334.99 m
Length 22.00 m Constructed Slope 0.005000 m/m
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 0.43 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.38 m
Velocity Downstream 1.68 m/s Critical Slope 0.023595 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 0.53 m
Section Size 525 mm Rise 0.53 m
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 336.05 m Upstream Velocity Head 0.11 m
Ke 0.90 Entrance Loss 0.10 m
Inlet Control Properties
Inlet Control HW Elev. 335.79 m Flow Control Transition
Inlet Type Projecting Area Full 0.2 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C2 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:53:32 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 336.05 m
Roadway Width 44.00 m Overtopping Coefficient 1.60 SI
Low Point 337.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 335.42 m
Sta (m) Elev. (m)
-20.00 337.00
0.00 337.00
20.00 337.00
Culvert Designer/Analyzer Report
C3 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:08:27 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 0.2550 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.2550 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 337.70 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-610 x 960 mm Horiz Ellipse0.2549 m³/s 338.17 m 0.76 m/s
Weir Roadway 0.0000 m³/s 338.17 m N/A
Total ---------------- 0.2549 m³/s 338.17 m N/A
Culvert Designer/Analyzer Report
C3 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:08:27 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 338.17 m Discharge 0.2549 m³/s
Inlet Control HW Elev. 338.16 m Tailwater Elevation 337.70 m
Outlet Control HW Elev. 338.17 m Control Type Entrance Control
Headwater Depth/Height 0.61
Grades
Upstream Invert 337.80 m Downstream Invert 337.30 m
Length 54.00 m Constructed Slope 0.009259 m/m
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
Velocity Downstream 0.76 m/s Critical Slope 0.003771 m/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
Outlet Control Properties
Outlet Control HW Elev. 338.17 m Upstream Velocity Head 0.10 m
Ke 0.20 Entrance Loss 0.02 m
Inlet Control Properties
Inlet Control HW Elev. 338.16 m Flow Control Unsubmerged
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
C 0.03170 Equation Form 1
Y 0.69000
Culvert Designer/Analyzer Report
C3 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:08:27 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 338.17 m
Roadway Width 44.00 m Overtopping Coefficient 1.60 SI
Low Point 339.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 337.70 m
Sta (m) Elev. (m)
-20.00 339.00
0.00 339.00
20.00 340.00
Culvert Designer/Analyzer Report
C3 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:09:10 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 0.3280 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.3280 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 337.72 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-610 x 960 mm Horiz Ellipse0.3282 m³/s 338.23 m 0.93 m/s
Weir Roadway 0.0000 m³/s 338.23 m N/A
Total ---------------- 0.3282 m³/s 338.23 m N/A
Culvert Designer/Analyzer Report
C3 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:09:10 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 338.23 m Discharge 0.3282 m³/s
Inlet Control HW Elev. 338.21 m Tailwater Elevation 337.72 m
Outlet Control HW Elev. 338.23 m Control Type Entrance Control
Headwater Depth/Height 0.71
Grades
Upstream Invert 337.80 m Downstream Invert 337.30 m
Length 54.00 m Constructed Slope 0.009259 m/m
Hydraulic Profile
Profile CompositeS1S2 Depth, Downstream 0.42 m
Slope Type Steep Normal Depth 0.23 m
Flow Regime N/A Critical Depth 0.29 m
Velocity Downstream 0.93 m/s Critical Slope 0.003774 m/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
Outlet Control Properties
Outlet Control HW Elev. 338.23 m Upstream Velocity Head 0.11 m
Ke 0.20 Entrance Loss 0.02 m
Inlet Control Properties
Inlet Control HW Elev. 338.21 m Flow Control Unsubmerged
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
C 0.03170 Equation Form 1
Y 0.69000
Culvert Designer/Analyzer Report
C3 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:09:10 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 338.23 m
Roadway Width 44.00 m Overtopping Coefficient 1.60 SI
Low Point 339.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 337.72 m
Sta (m) Elev. (m)
-20.00 339.00
0.00 339.00
20.00 340.00
Culvert Designer/Analyzer Report
C4 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:45:20 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 0.1380 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.1380 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 340.51 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-400 mm Circular 0.1381 m³/s 341.69 m 1.32 m/s
Weir Roadway 0.0000 m³/s 341.69 m N/A
Total ---------------- 0.1381 m³/s 341.69 m N/A
Culvert Designer/Analyzer Report
C4 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:45:20 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 341.69 m Discharge 0.1381 m³/s
Inlet Control HW Elev. 341.66 m Tailwater Elevation 340.51 m
Outlet Control HW Elev. 341.69 m Control Type Outlet Control
Headwater Depth/Height 1.22
Grades
Upstream Invert 341.20 m Downstream Invert 340.20 m
Length 49.00 m Constructed Slope 0.020408 m/m
Hydraulic Profile
Profile M1 Depth, Downstream 0.31 m
Slope Type Mild Normal Depth 0.29 m
Flow Regime Subcritical Critical Depth 0.27 m
Velocity Downstream 1.32 m/s Critical Slope 0.023721 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 0.40 m
Section Size 400 mm Rise 0.40 m
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 341.69 m Upstream Velocity Head 0.11 m
Ke 0.90 Entrance Loss 0.10 m
Inlet Control Properties
Inlet Control HW Elev. 341.66 m Flow Control N/A
Inlet Type Projecting Area Full 0.1 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C4 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:45:20 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 341.69 m
Roadway Width 44.00 m Overtopping Coefficient 1.60 SI
Low Point 343.50 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 340.51 m
Sta (m) Elev. (m)
-20.00 344.50
0.00 344.00
20.00 343.50
Culvert Designer/Analyzer Report
C4 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:44:57 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 0.1760 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.1760 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 340.53 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-400 mm Circular 0.1760 m³/s 341.85 m 1.59 m/s
Weir Roadway 0.0000 m³/s 341.85 m N/A
Total ---------------- 0.1760 m³/s 341.85 m N/A
Culvert Designer/Analyzer Report
C4 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:44:57 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 341.85 m Discharge 0.1760 m³/s
Inlet Control HW Elev. 341.77 m Tailwater Elevation 340.53 m
Outlet Control HW Elev. 341.85 m Control Type Outlet Control
Headwater Depth/Height 1.63
Grades
Upstream Invert 341.20 m Downstream Invert 340.20 m
Length 49.00 m Constructed Slope 0.020408 m/m
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 0.33 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.30 m
Velocity Downstream 1.59 m/s Critical Slope 0.028350 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 0.40 m
Section Size 400 mm Rise 0.40 m
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 341.85 m Upstream Velocity Head 0.10 m
Ke 0.90 Entrance Loss 0.09 m
Inlet Control Properties
Inlet Control HW Elev. 341.77 m Flow Control N/A
Inlet Type Projecting Area Full 0.1 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C4 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:44:57 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 341.85 m
Roadway Width 44.00 m Overtopping Coefficient 1.60 SI
Low Point 343.50 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 340.53 m
Sta (m) Elev. (m)
-20.00 344.50
0.00 344.00
20.00 343.50
Culvert Designer/Analyzer Report
C5 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:57:04 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 0.7580 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.7580 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 338.85 m
Name Description Discharge HW Elev. Velocity
Culvert-1 2-910 x 660 mm Arch 0.7582 m³/s 339.10 m 0.92 m/s
Weir Roadway 0.0000 m³/s 339.10 m N/A
Total ---------------- 0.7582 m³/s 339.10 m N/A
Culvert Designer/Analyzer Report
C5 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:57:04 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 339.10 m Discharge 0.7582 m³/s
Inlet Control HW Elev. 338.95 m Tailwater Elevation 338.85 m
Outlet Control HW Elev. 339.10 m Control Type Outlet Control
Headwater Depth/Height 0.98
Grades
Upstream Invert 338.50 m Downstream Invert 338.30 m
Length 43.00 m Constructed Slope 0.004651 m/m
Hydraulic Profile
Profile M1 Depth, Downstream 0.55 m
Slope Type Mild Normal Depth 0.50 m
Flow Regime Subcritical Critical Depth 0.30 m
Velocity Downstream 0.92 m/s Critical Slope 0.016206 m/m
Section
Section Shape Arch Mannings Coefficient 0.025
Section MaterialSteel and Aluminum Var CR Span 0.89 m
Section Size 910 x 660 mm Rise 0.61 m
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 339.10 m Upstream Velocity Head 0.04 m
Ke 0.50 Entrance Loss 0.02 m
Inlet Control Properties
Inlet Control HW Elev. 338.95 m Flow Control Unsubmerged
Inlet Type 90° headwall Area Full 0.8 m²
K 0.00830 HDS 5 Chart 34
M 2.00000 HDS 5 Scale 1
C 0.03790 Equation Form 1
Y 0.69000
Culvert Designer/Analyzer Report
C5 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:57:04 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 339.10 m
Roadway Width 37.00 m Overtopping Coefficient 1.60 SI
Low Point 340.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 338.85 m
Sta (m) Elev. (m)
-20.00 340.00
0.00 340.00
20.00 340.00
Culvert Designer/Analyzer Report
C5 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:59:08 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 0.9750 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.9750 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 338.87 m
Name Description Discharge HW Elev. Velocity
Culvert-1 2-910 x 660 mm Arch 0.9751 m³/s 339.33 m 1.15 m/s
Weir Roadway 0.0000 m³/s 339.33 m N/A
Total ---------------- 0.9751 m³/s 339.33 m N/A
Culvert Designer/Analyzer Report
C5 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:59:08 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 339.33 m Discharge 0.9751 m³/s
Inlet Control HW Elev. 339.04 m Tailwater Elevation 338.87 m
Outlet Control HW Elev. 339.33 m Control Type Outlet Control
Headwater Depth/Height 1.36
Grades
Upstream Invert 338.50 m Downstream Invert 338.30 m
Length 43.00 m Constructed Slope 0.004651 m/m
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 0.57 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.34 m
Velocity Downstream 1.15 m/s Critical Slope 0.017683 m/m
Section
Section Shape Arch Mannings Coefficient 0.025
Section MaterialSteel and Aluminum Var CR Span 0.89 m
Section Size 910 x 660 mm Rise 0.61 m
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 339.33 m Upstream Velocity Head 0.07 m
Ke 0.50 Entrance Loss 0.03 m
Inlet Control Properties
Inlet Control HW Elev. 339.04 m Flow Control Unsubmerged
Inlet Type 90° headwall Area Full 0.8 m²
K 0.00830 HDS 5 Chart 34
M 2.00000 HDS 5 Scale 1
C 0.03790 Equation Form 1
Y 0.69000
Culvert Designer/Analyzer Report
C5 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 02:59:08 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 339.33 m
Roadway Width 37.00 m Overtopping Coefficient 1.60 SI
Low Point 340.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 338.87 m
Sta (m) Elev. (m)
-20.00 340.00
0.00 340.00
20.00 340.00
Culvert Designer/Analyzer Report
C6 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:48:30 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 1.5910 m³/s
Peak Discharge Method: User-Specified
Design Discharge 1.5910 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 336.58 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-1050 mm Circular 1.5907 m³/s 338.02 m 2.13 m/s
Weir Roadway 0.0000 m³/s 338.02 m N/A
Total ---------------- 1.5907 m³/s 338.02 m N/A
Culvert Designer/Analyzer Report
C6 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:48:30 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 338.02 m Discharge 1.5907 m³/s
Inlet Control HW Elev. 337.92 m Tailwater Elevation 336.58 m
Outlet Control HW Elev. 338.02 m Control Type Entrance Control
Headwater Depth/Height 1.24
Grades
Upstream Invert 336.70 m Downstream Invert 335.75 m
Length 50.00 m Constructed Slope 0.019000 m/m
Hydraulic Profile
Profile CompositeS1S2 Depth, Downstream 0.83 m
Slope Type Steep Normal Depth 0.69 m
Flow Regime N/A Critical Depth 0.72 m
Velocity Downstream 2.13 m/s Critical Slope 0.017014 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 1.07 m
Section Size 1050 mm Rise 1.07 m
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 338.02 m Upstream Velocity Head 0.32 m
Ke 0.90 Entrance Loss 0.29 m
Inlet Control Properties
Inlet Control HW Elev. 337.92 m Flow Control Unsubmerged
Inlet Type Projecting Area Full 0.9 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C6 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:48:30 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 338.02 m
Roadway Width 30.00 m Overtopping Coefficient 1.60 SI
Low Point 339.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 336.58 m
Sta (m) Elev. (m)
-20.00 340.00
0.00 339.80
20.00 339.00
Culvert Designer/Analyzer Report
C6 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:48:02 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 2.0500 m³/s
Peak Discharge Method: User-Specified
Design Discharge 2.0500 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 336.64 m
Name Description Discharge HW Elev. Velocity
Culvert-1 1-1050 mm Circular 2.0497 m³/s 338.25 m 2.57 m/s
Weir Roadway 0.0000 m³/s 338.25 m N/A
Total ---------------- 2.0497 m³/s 338.25 m N/A
Culvert Designer/Analyzer Report
C6 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:48:02 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 338.25 m Discharge 2.0497 m³/s
Inlet Control HW Elev. 338.22 m Tailwater Elevation 336.64 m
Outlet Control HW Elev. 338.25 m Control Type Outlet Control
Headwater Depth/Height 1.46
Grades
Upstream Invert 336.70 m Downstream Invert 335.75 m
Length 50.00 m Constructed Slope 0.019000 m/m
Hydraulic Profile
Profile M1 Depth, Downstream 0.89 m
Slope Type Mild Normal Depth 0.84 m
Flow Regime Subcritical Critical Depth 0.81 m
Velocity Downstream 2.57 m/s Critical Slope 0.020492 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 1.07 m
Section Size 1050 mm Rise 1.07 m
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 338.25 m Upstream Velocity Head 0.37 m
Ke 0.90 Entrance Loss 0.34 m
Inlet Control Properties
Inlet Control HW Elev. 338.22 m Flow Control Submerged
Inlet Type Projecting Area Full 0.9 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C6 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:48:02 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 338.25 m
Roadway Width 30.00 m Overtopping Coefficient 1.60 SI
Low Point 339.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 336.64 m
Sta (m) Elev. (m)
-20.00 340.00
0.00 339.80
20.00 339.00
Culvert Designer/Analyzer Report
C7 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:03:59 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 0.4470 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.4470 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 330.43 m
Name Description Discharge HW Elev. Velocity
Culvert-1 2-600 mm Circular 0.4472 m³/s 332.33 m 1.02 m/s
Weir Roadway 0.0000 m³/s 332.33 m N/A
Total ---------------- 0.4472 m³/s 332.33 m N/A
Culvert Designer/Analyzer Report
C7 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:03:59 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 332.33 m Discharge 0.4472 m³/s
Inlet Control HW Elev. 332.26 m Tailwater Elevation 330.43 m
Outlet Control HW Elev. 332.33 m Control Type Entrance Control
Headwater Depth/Height 0.87
Grades
Upstream Invert 331.80 m Downstream Invert 330.00 m
Length 43.00 m Constructed Slope 0.041860 m/m
Hydraulic Profile
Profile CompositeS1S2 Depth, Downstream 0.43 m
Slope Type Steep Normal Depth 0.24 m
Flow Regime N/A Critical Depth 0.30 m
Velocity Downstream 1.02 m/s Critical Slope 0.016617 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 2
Outlet Control Properties
Outlet Control HW Elev. 332.33 m Upstream Velocity Head 0.12 m
Ke 0.90 Entrance Loss 0.11 m
Inlet Control Properties
Inlet Control HW Elev. 332.26 m Flow Control Unsubmerged
Inlet Type Projecting Area Full 0.6 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C7 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:03:59 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 332.33 m
Roadway Width 30.00 m Overtopping Coefficient 1.60 SI
Low Point 333.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 330.43 m
Sta (m) Elev. (m)
-20.00 333.50
0.00 333.20
20.00 333.00
Culvert Designer/Analyzer Report
C7 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:06:34 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 0.5760 m³/s
Peak Discharge Method: User-Specified
Design Discharge 0.5760 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 330.44 m
Name Description Discharge HW Elev. Velocity
Culvert-1 2-600 mm Circular 0.5762 m³/s 332.42 m 1.28 m/s
Weir Roadway 0.0000 m³/s 332.42 m N/A
Total ---------------- 0.5762 m³/s 332.42 m N/A
Culvert Designer/Analyzer Report
C7 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:06:34 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 332.42 m Discharge 0.5762 m³/s
Inlet Control HW Elev. 332.35 m Tailwater Elevation 330.44 m
Outlet Control HW Elev. 332.42 m Control Type Entrance Control
Headwater Depth/Height 1.02
Grades
Upstream Invert 331.80 m Downstream Invert 330.00 m
Length 43.00 m Constructed Slope 0.041860 m/m
Hydraulic Profile
Profile CompositeS1S2 Depth, Downstream 0.44 m
Slope Type Steep Normal Depth 0.27 m
Flow Regime N/A Critical Depth 0.35 m
Velocity Downstream 1.28 m/s Critical Slope 0.017828 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 2
Outlet Control Properties
Outlet Control HW Elev. 332.42 m Upstream Velocity Head 0.14 m
Ke 0.90 Entrance Loss 0.13 m
Inlet Control Properties
Inlet Control HW Elev. 332.35 m Flow Control Unsubmerged
Inlet Type Projecting Area Full 0.6 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C7 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 03:06:34 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 332.42 m
Roadway Width 30.00 m Overtopping Coefficient 1.60 SI
Low Point 333.00 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 330.44 m
Sta (m) Elev. (m)
-20.00 333.50
0.00 333.20
20.00 333.00
Culvert Designer/Analyzer Report
C8 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:51:46 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 1.8180 m³/s
Peak Discharge Method: User-Specified
Design Discharge 1.8180 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 325.79 m
Name Description Discharge HW Elev. Velocity
Culvert-1 2-900 mm Circular 1.8179 m³/s 326.37 m 1.71 m/s
Weir Roadway 0.0000 m³/s 326.37 m N/A
Total ---------------- 1.8179 m³/s 326.37 m N/A
Culvert Designer/Analyzer Report
C8 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:51:46 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 326.37 m Discharge 1.8179 m³/s
Inlet Control HW Elev. 326.13 m Tailwater Elevation 325.79 m
Outlet Control HW Elev. 326.37 m Control Type Outlet Control
Headwater Depth/Height 1.28
Grades
Upstream Invert 325.20 m Downstream Invert 325.10 m
Length 45.00 m Constructed Slope 0.002222 m/m
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 0.69 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.56 m
Velocity Downstream 1.71 m/s Critical Slope 0.016409 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 0.91 m
Section Size 900 mm Rise 0.91 m
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 326.37 m Upstream Velocity Head 0.10 m
Ke 0.90 Entrance Loss 0.09 m
Inlet Control Properties
Inlet Control HW Elev. 326.13 m Flow Control N/A
Inlet Type Projecting Area Full 1.3 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C8 25yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:51:46 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 326.37 m
Roadway Width 30.00 m Overtopping Coefficient 1.60 SI
Low Point 327.50 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 325.79 m
Sta (m) Elev. (m)
-20.00 327.50
0.00 327.50
20.00 327.50
Culvert Designer/Analyzer Report
C8 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:51:16 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 2.3390 m³/s
Peak Discharge Method: User-Specified
Design Discharge 2.3390 m³/s Check Discharge 0.0000 m³/s
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 325.83 m
Name Description Discharge HW Elev. Velocity
Culvert-1 2-900 mm Circular 2.3391 m³/s 326.77 m 2.08 m/s
Weir Roadway 0.0000 m³/s 326.77 m N/A
Total ---------------- 2.3391 m³/s 326.77 m N/A
Culvert Designer/Analyzer Report
C8 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:51:16 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 2 of 3
Component:Culvert-1
Culvert Summary
Computed Headwater Elevation 326.77 m Discharge 2.3391 m³/s
Inlet Control HW Elev. 326.32 m Tailwater Elevation 325.83 m
Outlet Control HW Elev. 326.77 m Control Type Outlet Control
Headwater Depth/Height 1.72
Grades
Upstream Invert 325.20 m Downstream Invert 325.10 m
Length 45.00 m Constructed Slope 0.002222 m/m
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 0.73 m
Slope Type Mild Normal Depth N/A m
Flow Regime Subcritical Critical Depth 0.64 m
Velocity Downstream 2.08 m/s Critical Slope 0.018805 m/m
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 0.91 m
Section Size 900 mm Rise 0.91 m
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 326.77 m Upstream Velocity Head 0.16 m
Ke 0.90 Entrance Loss 0.15 m
Inlet Control Properties
Inlet Control HW Elev. 326.32 m Flow Control N/A
Inlet Type Projecting Area Full 1.3 m²
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Culvert Designer/Analyzer Report
C8 100yr
Title: Alt W1
s:\...\culvert sizing\strassburg culverts w1.cvm
10/08/13 01:51:16 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 3 of 3
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.0000 m³/s Allowable HW Elevation 326.77 m
Roadway Width 30.00 m Overtopping Coefficient 1.60 SI
Low Point 327.50 m Headwater Elevation N/A m
Discharge Coefficient (Cr) 2.90 Submergence Factor (Kt) 1.00
Tailwater Elevation 325.83 m
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
Strasburg from Sta. 8+890 To Sta. 10+180 (Storm Sewer System 3)
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
Strasburg from Sta. 10+180 To Sta. 10+538 (Storm Sewer System 4)
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
Preliminary Pond 2 Block Sizing-Strasberg Road Class EA_8 Oct 2013
10/9/2013
Pond Block Area Estimate Sheet Project : Strasberg Road Extension Class EA
Catchment : Upper Blair Creek
Project No. : 101-13661-00
Facility : Pond 2 @ Station 8+600 Catchment Area = 1.83 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 = 153 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 153
average side slope = 6 :1 active storage 1,025 Unit ActiveStorage = 560 m3/ha
bottom area = 14 m2
Bottom Elevation = 338.00 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 m Pond Block length= 61 m
width = 28.0 m Pond Block width= 34 m
surface area = 1,148 m2
depth = 1.5 m Pond Block Area = 2,057 m2
side slope = 5 :1 0.21 ha
bottom area = 338 m2
Volume = 1,115 m3
with 20% Contingency = 57 m
Pond NWL (outlet Invert) = 339.00 m 40 m
Max Water Level = 340.50 m Pond Block Area = 2,265 m2
Freeboard Elevation = 340.80 m 0.23 ha
Freeboard surface area = 1,364 12% catchment area
NOTES:
10/9/2013 10:27
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
Preliminary Pond 3 Block Sizing-Strasberg Road Class EA_8 Oct 2013
10/9/2013
Pond Block Area Estimate Sheet Project : Strasberg Road Extension Class EA
Catchment : Upper Blair Creek
Project No. : 101-13661-00
Facility : Pond 3 @ Station 9+990 Catchment Area = 3.86 ha
% Impervious = 72.0 %
permanent pool volume Protection Level = 1
l/w ratio = 4.0 Pond Type = wetland <<wetpond OR wetland
Length at NWL = 52 m MOE Perm Pool = 324 m3
84 m3/ha (excludes active storage component)
Width at NWL = 13.0 m
permanent pool surface area = 676 m2
TARGET VOLUMES
Average depth = 1 m permanent pool 324
average side slope = 6 :1 active storage 2,162 Unit ActiveStorage = 560 m3/ha
bottom area = 40 m2
Bottom Elevation = 324.00 m forebay, perimeter and access road allowances
Volume = 358 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 = 70.6 m Pond Block length= 90 m
width = 31.6 m Pond Block width= 38 m
surface area = 2,231 m2
depth = 1.55 m Pond Block Area = 3,399 m2
side slope = 6 :1 0.34 ha
bottom area = 676 m2
Volume = 2,253 m3
with 20% Contingency = 93 m
Pond NWL (outlet Invert) = 325.00 m 44 m
Max Water Level = 326.55 m Pond Block Area = 4,072 m2
Freeboard Elevation = 326.85 m 0.41 ha
Freeboard surface area = 2,612 11% catchment area
NOTES:
10/9/2013 10:35
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
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.)
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