24647 Seaview Tce Enviro Mgmt Plan

                                   Equation 1 (IECA 2008)

                       Peak flow rate (m3/s) of average recurrence interval (ARI) of Y years
                       runoff coefficient (dimensionless) for ARI of Y years
                       Average rainfall intensity (mm/hr) for design duration of tc hours and ARI of Y years.
                       Area of catchments (ha)
                       Conversion Factor

olved by trial and error using the three equations below as per IECA 2008.

                                   Equation 2 (IECA 2008)

                       Peak flow rate (m3/s) of average recurrence interval (ARI) of Y years                                                                                                                                                 Drainage Design Standard for Temporary Drainage Works (as per Table A1 of IECA, 2008)
                       Mannings coefficieint (unitless)                                                                                                                                                                                                                                                         Operational Design Life
                       Cross sectional area of flow (m2), refer to Eqaution 3                                                                                                                                                                                   Location                       < 12 months
                       Hydraulic Radius (m), refer to Equation 4                                                                                                                                                                             QLD, NT, northern WA                              1 in 2 year
                       Slope of energy line, equal to slope of chanel bed (m/m)                                                                                                                                                              NSW, VIC, TAS, SA, southern WA                    1 in 5 year
                                                                                                                                                                                                                                             Note:
                                   Equation 3 (IECA 2008)                                                                                                                                                                                    If temporary drainage structure located immediately upslope of an occupied property that would be
                                                                                                                                                                                                                                             adversely affected by the failure or overtopping of the structure adopt a minimum of 1 in 10 year design
                       Cross sectional area of flow (m2)                                                                                                                                                                                     Temporary culvert crossing shall adopt a minimum of 1 in 1 year hydraulic capacity
                       Base width of channel (m)                                                                                               Figure 1 Cross-section of Chute                                                               Minimum 150mm freeboard additional to design capacity
                       side slope of channel
                       depth of flow in channel (m) + required 0.15m freeboard
                                                                                                                                                                                                                                             Frequency Factor (as per Table A7 of IECA, 2008)
                                   Equation 4 (IECA 2008)

                       side slope of channel
                       depth of flow in channel (m) + required 0.30m freeboard



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                                                     Peak Flow Calcs                                                                                                                                        Velocity
                                           INPUTS                                        OUTPUTS                                               Inputs                                                                                        Outputs


                                                                                                          Channel                                                                                                                                                         Maximum
                                                                                                         Base Width      Side Slope       Channel                                                                                              Flow Depth with       Permissable Velocity
                                                                                             Q5             (m)            Length        Slope (m/m) Proposed Lining                             Mannings       Peak Flow   Flow Depth (m)     150mm Feeboard               (m/s)              Velocity (m/s)


                          C10         Itc,y     Tc           A                F                                  b             x              So                                                      n             Q             y                                           Vmax                    V
                                          Refer Aquaintel SMP                               0.153               0.6            2             0.029      Geofabric                                  0.0220         0.153         0.119                0.269                    1.500                 1.534
                           0.7        203        5          0.1              0.95           0.037               1.2            2             0.250      Geofabric                                  0.0220         0.037         0.019                0.169                    1.500                 1.594