Toc & Appendice

Table of Content Declaration Acknowledgement 1.

Introduction…………………………………………………………… ……………………….. 1

1.1

Background ………………………………………………………………………… ……… 1

1.2

Purpose and Scope …………………………………………………………………….. 2

1.3

Methodology ………………………………………………………………………… ……. 2

1.4

Preliminary Conclusions …………………………………………………………….. 7

2.

Site Description …………… …………………………………………………………………. 8

2.1

Existing Land Use and Vegetation . …………………………………….………… 9

2.2

Existing Soil and Groundwater Condition . ……………………………………. 9

2.3

Topography and Surface Water Drainage …………………………………… 10

1

Stormwater Management Design Overview ………..

3.

……………………….... 15 Problem Definition …………………………..

3.1

…………………………………….… 15 Considerations ……………

3.2

…………………………………………………….…….… 16 Main Channel Design

4.

……………………………………………………………….….… 19 Main Drainage Area A

4.1

…………………………………………………………..…… 19 Main Channel Design

4.2

………………………………………………………….….…. 20 Runoff Routing Drainage Area A

4.3

………………………………………….….…. 22 Channel Design using Manning’s Equation

4.4

………………………….……… 23 Main Drainage Swale Conclusion

4.5

……………………………………….….….. 26 End of Pipe Extended Detention Facilities

5.

……………………..……..………… 29 5.1

Water Quantity Control ………………………………………………………….…. 30

5.1.1

Runoff Computation …………………………………………………….…….… 30

2

5.1.2

Drainage Area ………………………………………………………………. ……… 30

5.1.3

Runoff Coefficient …………………………………………………………..……. 31

5.1.4

Rainfall Intensity and Time of Concentration ……………………….. 33

5.1.5

Design Details of Proposed Pond …………………………………………. 36

5.1.6

Flow Diversion Structure …………………………………………….……….. 40

5.1.7

Outlet Design ………………………………………………………………. ……… 40 Water Quality Control .

5.2

…………………………………………………………….. 42 Other Considerations ……..

5.3

……………………………………………………….. 46 Secondary Drainage Channels …..

6.

………………………………………………….. 47 6.1

Existing Profiles of Secondary Channels …………………. ………………… 49

6.1.1

Minor Drainage Swale MinDS ……………………. ……………………….. 49

6.1.2

Major Drainage Swale MajDS ……………………. ………………………… 50 3

6.1.3

Minor Drainage Culvert MajDS ……………………. ……………………... 51

6.1.4

Major and Minor Drainage Swale MMDS …………………………….. 52

6.2

Secondary Drainage Channels Design Constraints …………………….. 52

6.3

Design using Manning’s Equation …………………………………………….. 54

6.4

Secondary Drainage Conclusion ……………………………………………….. 59

7.

Conclusions and Recommendations ………………. …………………………….. 60

References Appendice Appendix 1Water Level Calculations for Channels using Manning’s Equation Appendix 2Rational Method SWM Calculations Appendix 3UDSST Tables

4

LIST OF TALBES Table 2-1 Table 5.1

Runoff Coefficient for Use in the Rational Method Drainage Areas, Land Covers and Runoff Coefficients for Post-

development Table 5.2

Design Parameters

Table 5.3

Summary of Quantity Volume and Peak Flows

Table A

Site Characteristics

Table B

Development Characteristics

Table C

Identification of Compatible Features

Table CD

Stormwater Management Objectives

Table D

Comparison of SWM Function Potentials

Table E (1) Comparison of Conceptual Drainage Systems - Scenario 1 Table E (2) Comparison of Conceptual Drainage Systems - Scenario 2 Table E (3) Comparison of Conceptual Drainage Systems - Scenario 3 Table 10.1 Capital and Annual Costs Table 10.2 Maintenance and Activities Costs Table 10.3 Cost Comparisons

LIST OF FIGURES Figure 1-1 Flow Chart of UDSST 5

Figure 2-1 Plaza Site Outlined Figure 2-2 Outlined drainage area based on rough contour outline Figure 2-3 Existing flow path of water Figure 2-4 Divided Drainage Areas Figure 4-1 Channel and pond configuration Figure 4-2 Existing main channel elevation profile Figure 4-3 Post Development Drainage Pattern For Drainage Area A Figure 4-4 Swale Design Outline Figure 4-5 Post Development Swale Elevations Figure 4-6 Main Drainage Swale Cross sectional Dimensions in Meters Figure 5-1 Layout of the Canadian Plaza Figure 5-2 Velocities for upland method of estimating tc Figure 5.3 Intensity Duration-Frequency Curve (IDF Curves) - City of Windsor Figure 5-4 Layout of the ponds and channels Figure 5-5 Cross-Section of Overflow Swale – to Quantity Pond Figure 5-6a

Plan View of Flow Diversion Structure

Figure 5-6b

Cross-Section of Flow Diversion Structure

Figure 5-7 Outlet Design Figure 5-8 Cross-Section of Overflow Swale- to Quality Pond Figure 5-9 Cross-Section of Quality and Quantity Ponds

6

Figure 6-1 Secondary Drainage Channels Layout Figure 6-2 Secondary Drainage Channel Outline Figure 6-3 Pre existing elevation profile of Line P6-P5-P4-P3-P2, MinDS Figure 6-4

Pre existing elevation profile of Line P6-P7-P8-P9-P10-P11, MajDS

Figure 6-5 Pre existing elevation profile of Line P2-P7, MajDC Figure 6-6 Pre existing elevation profile of Line P1-P2, MMDS Figure 6-7 Elevation Profile For P11-P10-P9-P8-P7-P2-P1. Figure 6-8

MinDS cross section

Figure 6-9 Post Development MinDS Elevation Profile Figure 6-10

MajDS cross section

Figure 6-11

Post Development MajDS Elevation Profile

Figure 6-12 MajDC cross section Figure 6-13 Post Development MajDC Elevation Profile Figure 6-14 MMDS cross section Figure 6-15

Post Development MMDS Elevation Profile

Figure A-1 100 year Water Level for MainDS Figure A-2 5 year Water Level for MainDS Figure A-3 Channel to Quality Pond - 5 year Water Level Figure A-4 Channel to Quantity Pond - 100 year Water Level Figure A-5 100 year Water Level for MMDS Figure A-6 100 year Water Level for MinDS 7

Figure A-7 100year Water Level for MajDS Figure A-8 100year Water Level for MajDC

8

References Archaeological Service Inc., 2008, Draft Practical Alternatives Evaluation Working Paper - Archaeology, April 2008, Available Online: http://www.partnershipborderstudy.com/pdf/Archaeology/WEB_Practical AltsWP_Archaeology_April2008-reporttextonly.pdf Atlas of Canada, 2008, Toporama – Topographic Map, Retrieved on March 16, 2009, http://atlas.nrcan.gc.ca/site/english/maps/topo/map Atmospheric Environment Service of Canada, 2008, IDF Curves of City of Windsor, Retrieved on March 5, 2009 City of Windsor, 2008, Sewer Atlas, Retrieved on March 16, 2009, http://www.citywindsor.ca/documents/GIS/SewerAtlas/AtlasSewersIndexPage.pdf Corporation of City of London, 2005, 06-Stormwater Management Pond Requirements, December 2005, Retrieved on March 8, 2009, http://www.london.ca/Consultant_Resources/PDFs/06%20-%20Stormwater %20Management%20Pond%20Requirements.pdf DRIC, 2008, Map - Technically and Environmentally Preferred Alternative U.S.

Plaza - Crossing X10(B) - Canadian Plaza B1 - Windsor Essex Parkway, Retrieved on March 18, 2009, http://www.partnershipborderstudy.com/pdf/DRIC_PlazaCrossPlaza_TEPA-Web.pdf

Environment Canada,1987, Remedial Action Plan – Detroit River, 1987, Available Online: http://www.ec.gc.ca/raps-pas/default.asp? lang=En&n=3B1C62BD-1 G.M. Sernas & Associates Ltd., 1994, Stormwater Management Study and Design Brief For Water Quality and Quantity Controls – Township of Uxbridge, October, 1994 Golder Associates Ltd., 2008, Pavement Engineering for Planning Report Area of Continued Analysis-Detroit River International Crossing (Updated Draft), March 14, 2008, Available Online:http://www.partnershipborderstudy.com/pdf/Pavement/WEB_Prac ticalAltsWP_Pavement_March2008-report&apps.pdf

9

J.F. Sabourin and Associates Inc., 1997, Evaluation of Roadside Ditches and Other Related Stormwater Management Practices – Final Report, April 1997

Kooijman, B., 2005, Mass balance, October 1, 2005, Retrieved on November 21, 2008, http://en.wikipedia.org/wiki/Talk:Mass_balance LGL Ltd., 2008, Draft Practical Alternatives Evaluation Working Paper – Natural Heritage, April 2008, Available Online: http://www.partnershipborderstudy.com/pdf/Natural/WEB_PracticalAltsW P_Natural_April2008-report&apps.pdf Mays, Larry, 2005, Water Resources Engineering, John Wiley & Sons Inc., Printed in United States Ministry of Environment, 2003, Stormwater Management Planning and Design Guidelines, 2003, Available Online: http://www.ene.gov.on.ca/envision/gp/4329eindex.htm Mississippi State University, 2004, OIL/GRIT SEPARATOR, November 5, 2004, Retrieved on November 21, 2008, http://www.abe.msstate.edu/csd/NRCSBMPs/pdf/water/quality/oilgritseparator.pdf Reid, D. W, 2003, South Windsor CT, February 5, 2003, Retrieved on November 22, 2008, http://www.southwindsor.org/pages/SWindsorCT_Wetlands/2003/S00153 F7F?textPage=1 Study, D. R., 2008, Detroit River Internationnal Crossing Study, November 12, 2008 Retrieved on November 22, 2008, http://www.partnershipborderstudy.com/reports_canada.asp URS Canada Inc., 2008, Draft Environmental Assessment Report, November 2008, Available Online: http://www.partnershipborderstudy.com/pdf/1112-08/DraftEA_combined_withapps.pdf

10

APPENDIX 1 Water Level Calculations

11

Section 4 Water level calculation for 100year storm of MainDS using Manning’s equation: Q n Bw Z So

9.330 5 0.03 7 2.5 0.001 25

Water Level (m)

Y - Axis

Figure A-1 – 100 year Water Level for MainDS

Water level calculation for 5year storm of MainDS using Manning’s equation: Q

4.4675

n

0.03

Bw Z So

7 2.5 0.00125

Y - Axis

12 Water Level (m)

Figure A-2 – 5 year Water Level for MainDS

Section 5 Water level calculation for 5 year storm of Overflow Swale to Quality Pond using Manning’s equation: Q n Bw Z So

4.467 5 0.03 5 2 0.002 5

Figure A-3 – Channel to Quality Pond - 5 year Water Level

water level for 5 year = 0.656m depth

Water level calculation for 100 year storm of Overflow Swale to Quantity Pond using Manning’s equation: Q n Bw Z So

4.863 0.03 7 2.5 0.005

*note: Q = Qpost100 - Qpost5

Figure A-4 – Channel to Quantity Pond - 100 year Water Level

13

water level for 100 year = 0.4675m depth

Section 6 Water level calculation for 100year storm of MMDS using Manning’s equation: Q n Bw Z

7.6628 0.03 8.5 2.5 0.0012 5

So

Figure A-5 –100 year Water Level for MMDS

Y - Axis Water Level (m) 14

Water level calculation for 100 year storm of MinDS using Manning’s equation: 2.310 7 0.03 6 2.5 0.001 25

Q n Bw Z So

Figure A-6 –100 year Water Level for MinDS Y - Axis Y - Axis

Water level calculation for 100year storm of MajDS using Manning’s equation: Q n Bw Z So

5.352 1 0.03 6 2.5 0.001 25 Water Level (m) Water Level (m)

15

Figure A-7 –100year Water Level for MajDS

Y - Axis

Water level calculation for 100year storm of MajDC using Manning’s equation: Q n Bw Z So

5.352 1 0.017 6 2.5 0.001 25

Water Level (m)

Figure A-8 –100year Water Level for MajDC

16

APPENDIX 2 Rational Method SWM Calculations

17

Storage Detention Calculations External Area Approximate Plaze Area Total Drainage Area Length (m) General Fall (m)

m2 95956 543000 638956 1776 6

Runoff Coefficient (C) Concrete/Roof Asphalt Landscape Area

5 year 0.8 0.77 0.34

100 year 0.97 0.95 0.47

Tc = L / 3600*V L = ft

V = ft/s

Tc = hr

L = 1776 m = 1776 × 3.28 = 5825.28 ft 35.3 mins

Tc = 0.588 hr =

V = 2.75 ft/s (for paved area)

From IDF curve

Return period 5 years 100 years

Intensi ty (mm/h r) 46 75

Q = C × i × A / 360 i = mm/hr A = ha Pre-Development Peak Flows 18

Return Period

Area

Coefficient (C)

5 yrs

63.8956

0.34

100 yrs

63.8956

0.47

Peak Flows (m3/s) 2.775 9 6.256 4

Post-Development Peak Flows Return Period 5 yrs

Landscape Paved area Concrete total

100 yrs

Area 33.224 4 29.008 3 1.6629 63.895 6

Coefficient (C)

33.224 4 29.008 3 1.6629 63.895 6

Landscape Paved area Concrete

Qpost > Qpre

Peak Flows (m3/s)

0.34 0.77 0.8 0.5472

4.4675

0.47 0.95 0.97 0.7009

9.3305

Storage Detention Require

Srequired = 0.5(Qpost × Tbase) – 0.5 (Qpre × Tbase) Flow Postdevelopment Peak Flow, Qpost

Storage Required, S

Predevelopment Peak Flow, Qpre 19

Tbase = 2tc or 2.67 tc

Time

Tbase = 2.67 × 35.3 = 94.3 mins = 94.3 × 60 = 5655.82 s Sreq5 = 4783.6521 m3



5 yr post released at 5 yr pre

Sreq100 = 8693.129m3



100 yr post released at 100 yr

pre

Therefore, the maximum storage required is 8693.129m3.

Quality Control Storage Calculations

Enhanced Protection - 80% Suspended Solids Removal For 85% impervious  250 m3/ha storage

includes 40 m3/ha for active

20

Active Storage = 40 × 63.8956 = 2555.824 m3 Permanent Pool = (250 – 40) × 63.8956 = 13418.08 m3 Total Storage = 2555.82 + 13418.08 = 15973.9 m3

Area of the quality pond = 9127.943 m2

for 1.75m depth

Permanent Depth = 1.47m Active Depth = 0.28m

21

Outlet Pipe for Quality Pond

The detention time for the quality pond must be equal or greater than 24 hours.

VactiveQp @12maxdepth ≥ 24 hours

Qpre = 10.013 × π2 y2 × (12y)2/3 × S1/2 Vactive = 2555.824 m3 248.5mm Qpre = 2.7759 m3/s

24 hrs = 86400 s S = 1% = 0.01

y = 0.124 m  d = use 250mm

Therefore, the drainage pipe from quality to outlet channel is 250 mm diameter

22

APPENDIX 3 UDSST Tables

23

24