Capstone Presentation
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RYERSON UNIVERSITY DEPARTMENT OF CIVIL ENGINEERING FACULTY OF ENGINEERING , ARCHITECTURE AND SCIENCE NEW WINDSOR - DETROIT BORDER CROSSING STORMWATER MANAGEMENT SYSTEM B & H Consulting : MICHAEL BERGER FENNIE HO 2008
Introduction Windsor city is a key trade point between the United States and Canada . In 2001 alone , Detroit / Windsor merchandise trade totaled at over $140 billion After analysis , Canadian authorities have determined that Canadian / American trade is predicted to increase within the near future . As trade increases , current traffic flow will also increase . The current Border crossing facility does not not have the capacity to handle projected traffic . The current border crossing plaza is difficult to get to because it is linked up to the core city streets .
Background New border crossing will link up the with Canadian Highway system . Which will accommodate a greater traffic flow . New Border Crossing Plaza Will be designed in stages such that facilities are capable to accommodate projected traffic flow The Detroit River International Crossing Project is a large scale interdisciplinary engineering project currently valued at $1B
Scope
Site Description
Topography and Surface Water Drainage Perimeter
Topography and Surface Water Drainage Pattern
Drainage Areas
Storm water Management Design Overview Area A
sting main channel elevation profil
Post Development Drainage Pattern For Drainage Area A
hannel Design using Manning ’ s equati
Q: Runoff flow, cum/s n: roughness coefficient A: cross sectional area of the channel, sqm R: Hydraulic radius S: channel slope
annel Design using Manning ’ s equati
SOLVE
FOR y -->
Main Drainage Swale Cross section
Post Development Swale Elevation
End of Pipe Extended Detention Facilities Overview
Rational Method
Q = C i A Where: Q = Peak Flow (m3 /s) A = Drainage Area (ha) i = Average rainfall intensity (mm/hr) C = Runoff coefficient (see Table 5 . 1 )
Runoff Coefficient Description Building Paved Landscape Area
332244 16629 290083 Area ( m 2 )
1Area 29 33 .6629 .2244 0083( ha )
05Runoff .34 8year Coefficient 77 0100 .47 97 year 95
Time of Concentration
Tc = L / (3600 * V)
Tc = time of concentration (hrs) L = hydraulic flow length (ft) V = velocity (ft/s)
imating t c using a Slope Velocity Gr
Intensity Duration Frequency Curve ( IDF Curves ) - City of Windsor
Layout of ponds and channels
Cross-Section of Overflow Swale – to Quantity Pond
lan View of Flow Diversion Structur
oss - Section of Flow Diversion Struc
Cross - Section of Overflow Swale - to Quality Pond
s - Section of Quality and Quantity P
Drainage Areas
ation Profile For P11 - P10 - P9 - P8 - P7 - P
Secondary Channel Design
Secondary Channel Design
Secondary Channel Design
Secondary Channel Design
Introduction Windsor city is a key trade point between the United States and Canada . In 2001 alone , Detroit / Windsor merchandise trade totaled at over $140 billion After analysis , Canadian authorities have determined that Canadian / American trade is predicted to increase within the near future . As trade increases , current traffic flow will also increase . The current Border crossing facility does not not have the capacity to handle projected traffic . The current border crossing plaza is difficult to get to because it is linked up to the core city streets .
Background New border crossing will link up the with Canadian Highway system . Which will accommodate a greater traffic flow . New Border Crossing Plaza Will be designed in stages such that facilities are capable to accommodate projected traffic flow The Detroit River International Crossing Project is a large scale interdisciplinary engineering project currently valued at $1B
Scope
Site Description
Topography and Surface Water Drainage Perimeter
Topography and Surface Water Drainage Pattern
Drainage Areas
Storm water Management Design Overview Area A
sting main channel elevation profil
Post Development Drainage Pattern For Drainage Area A
hannel Design using Manning ’ s equati
Q: Runoff flow, cum/s n: roughness coefficient A: cross sectional area of the channel, sqm R: Hydraulic radius S: channel slope
annel Design using Manning ’ s equati
SOLVE
FOR y -->
Main Drainage Swale Cross section
Post Development Swale Elevation
End of Pipe Extended Detention Facilities Overview
Rational Method
Q = C i A Where: Q = Peak Flow (m3 /s) A = Drainage Area (ha) i = Average rainfall intensity (mm/hr) C = Runoff coefficient (see Table 5 . 1 )
Runoff Coefficient Description Building Paved Landscape Area
332244 16629 290083 Area ( m 2 )
1Area 29 33 .6629 .2244 0083( ha )
05Runoff .34 8year Coefficient 77 0100 .47 97 year 95
Time of Concentration
Tc = L / (3600 * V)
Tc = time of concentration (hrs) L = hydraulic flow length (ft) V = velocity (ft/s)
imating t c using a Slope Velocity Gr
Intensity Duration Frequency Curve ( IDF Curves ) - City of Windsor
Layout of ponds and channels
Cross-Section of Overflow Swale – to Quantity Pond
lan View of Flow Diversion Structur
oss - Section of Flow Diversion Struc
Cross - Section of Overflow Swale - to Quality Pond
s - Section of Quality and Quantity P
Drainage Areas
ation Profile For P11 - P10 - P9 - P8 - P7 - P
Secondary Channel Design
Secondary Channel Design
Secondary Channel Design
Secondary Channel Design
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