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MCU14/0106 & OPW15/0001 Appendix E - Stormwater Management Plan
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Stormwater Management Plan
Table 2-9 C5 Carpark Area Stage-Storage Relationship
Stage (mAHD) Storage (m3)
8.38 0
8.43 2.55
Table 2-10 presents the resulting pre- and post-developed flows for the range of Average Recurrence
Interval (ARI) flood events. Table 2-11 and Table 2-12 present the maximum discharge from the culverts
crossing beneath Hofmann Drive and the water surface level immediately upstream of these culverts
respectively. Appendix C includes the comparison at various sub-catchments from the site.
Table 2-10 Total Site Discharge
ARI Pre-development Unattenuated Mitigated Mitigated
(Years) Discharge Post- Discharge Impact
development
(m3/s) (m3/s) (m3/s)
Discharge
(m3/s)
2 3.7 5.0 3.7 0.0
5 4.9 7.0 4.3 -0.6
10 5.6 8.0 5.0 -0.6
20 6.5 9.2 6.0 -0.5
50 7.2 9.9 7.2 0.0
100 8.2 10.9 8.1 -0.1
Table 2-11 Culvert Maximum Discharge Velocity
ARI Pre-development Mitigated Mitigated Mitigated
(Years) Velocity Velocity Velocity (Low Velocity (Fauna
(Culverts) (Culverts) Flow Pipe) Pass)
(m/s) (m/s) (m/s) (m/s)
2 1.47 2.09 1.65 0.00
5 1.63 2.37 1.79 0.00
10 1.78 2.62 1.91 0.40
20 1.87 2.77 1.98 1.41
50 1.94 2.91 2.05 1.87
100 1.96 3.00 2.10 2.17
QIC Noosa Civic Pty Ltd Version Final 11 May 2015
J13041R2_Final SWMP.docx Commercial in Confidence Page 6
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