MCU21.0117 OPW21.0199-Att 5 Stormwater · MCU21/0117

                                         Table 3.1-Development Catchment Areas

                                   Catchment            Area (Ha)    Run-off Coefficient

                                   C1                   0.0167       0.96

                                   C2                   0.0196       0.96

                                   C3                   0.0279       0.96

                                   C4                   0.0168       0.96

                                   C5                   0.0168       0.96

                                   C6                   0.0354       0.76

                                   C7                   0.0030       0.33

                                   C8                   0.0097       0.33

                                   C9                   0.0191       0.33

                                   C10                  0.0168       0.76

                                   C11                  0.0369       0.76

                                   C12                  0.0082       0.33

                                   E2                   0.0442       0.34

                                   E3                   0.0667       0.34

                                   E4                   0.0372       0.77

                                   E5                   0.0204       0.96

                                   E6                   0.0331       0.37

                                   E7                   0.0277       0.77



            Using the modelling, a suitable pump-out rate for the development to discharge into Pearl
            Street can be established for the 100-year storm event. It was determined that discharging
            from the proposed development at a rate limited to 64L/s (including the discharge of
            upstream catchments that are conveyed through the property), will ensure that the
            discharge is able to be conveyed in the street drainage system with minimal impacts to the
            upstream or downstream properties.

            The modelling also demonstrates that the storage areas, comprised of the 4 x 5,000L
            rainwater tanks (attenuation portion only), the bioretention areas and the pump-out storage
            manhole provide sufficient capacity so that the internal drainage network is not exceeded


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