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24647 Seaview Tce Enviro Mgmt Plan
Attached to the e-mail MCU14/0084 Environmental Management Plan (71 Seaview Tce).
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Log in to see the plans as drawnDiversion Bund Sizing
Qy = (Cy x Itc,y x A)/360 Equation 1 (IECA 2008)
Where:
Qy= Peak flow rate (m3/s) of average recurrence interval (ARI) of Y years
Cy= runoff coefficient (dimensionless) for ARI of Y years
Itc,y= Average rainfall intensity (mm/hr) for design duration of tc hours and ARI of Y years.
A= Area of catchments (ha)
360= Conversion Factor
Flow height is solved by trial and error using the three equations below as per IECA 2008. Job No. 17SUN-0024
Client HUTCHINSON
2/3 1/2
Q = 1/n x A x R xS Equation 2 (IECA 2008) Job 71 SEAVIEW TERRACE
Where Date 3/8/2016
3
Q= Peak flow rate (m /s) of average recurrence interval (ARI) of Y years
n= Mannings coefficieint (unitless)
A= Cross sectional area of flow (m2), refer to Eqaution 3
R= Hydraulic Radius (m), refer to Equation 4
S= Slope of energy line, equal to slope of chanel bed (m/m)
A = (b + xy)y Equation 3 (IECA 2008)
Where
2
A= Cross sectional area of flow (m )
b= Base width of channel (m)
x= side slope of channel
y= depth of flow in channel (m) + required 0.15m freeboard
R = ((b + xy)y) / (b+2y(1+x2)1/2) Equation 4 (IECA 2008)
Where
R= Hydraulic radius of flow (m)
b= Base width of channel (m)
x= side slope of channel
y= depth of flow in channel (m) + required 0.150m freeboard
Peak Flow Calcs Velocity
INPUTS OUTPUTS Inputs Outputs
Flow Depth Maximum
Channel Flow Depth with 150mm Permissable
Catch Drain Label Peak Flow Side Slope 1 Side Slope 2 Slope (m/m) Proposed Lining Mannings Peak Flow (m) Feeboard Velocity (m/s) Velocity (m/s)
C10 Itc,y Tc A F Q5 x1 x2 So n Q y Vmax V
DB1 0.70 203 5 0.030 0.95 0.01 2 10 0.029 Geofabric 0.0220 0.011 0.078 0.228 1.500 0.308
DB2 0.70 203 5 0.080 0.95 0.03 2 10 0.250 Geofabric 0.0220 0.030 0.076 0.226 1.500 0.866
DB3 0.70 203 5 0.020 0.95 0.01 2 10 0.250 Geofabric 0.0220 0.007 0.050 0.200 1.500 0.500
DB4 0.70 203 5 0.030 0.95 0.01 2 10 0.300 Geofabric 0.0220 0.011 0.054 0.204 1.500 0.643
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