Stormwater Management Plan

GOOD SHEPHERD LUTHERAN COLLEGE                                                            ODYSSEY CONSULTING GROUP
Lot 30 on SP170751                                                             Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville                                                                   Project No: K4277




                                                                        Subject Site




         Figure 2:      Aerial Photograph (modified from google maps.google.com.au)

2.2      Proposed Development
         The proposed development involves construction of a sealed carpark. Refer to the attached plans
         Burling Brown Architects, Site Plan (Ref: GSL06/SK02/P4), Carpark 1 (Ref: GSL06/SK03/P5) and
         Carpark 2 (Ref: GSL06/SK04/P4) in Appendix B.



3.0 SITE HYDROLOGY AND HYDRAULICS
3.1      Background
         The following sections define the parameters of the sites hydraulics. The Rational Method has been
         applied to define flow rates at and through the subject site.

3.2      Predevelopment

3.2.1 Catchment Definition and Lawful Point of Discharge
         The pre development scenario consists of an internal and small external catchment and small external
         catchment that conveys the stormwater to the south and west boundaries of the site where it
         discharges to the nature strip and into existing roadside kerb and channel along Eumundi Noosa Road
         and Walter Hay Drive, which represents the sites Lawful Point of Discharge (LPOD).

         The pre development catchments and LPOD are shown on ODC, Pre Development Catchment Plan
         (Ref: K4277/P005/B) in Appendix C.

3.2.2 Coefficient of Runoff
         A coefficient of runoff (Cy) was calculated for the site in accordance with the fraction impervious
         method from QUDM. A fraction impervious value of 0.00 was applied. With a 1 hour 10 year rainfall
         of 72.3 mm/hr and with reference to QUDM Table 4.5.3(a) the C10 coefficients of runoff was
         determined to be 0.70.

         With reference to QUDM Table 4.5.2, by applying the frequency factors for the standard storms of 2,
         5, 10, 20, 50 and 100 years result in the following pre development coefficients of runoff as shown in
         Table 2.




K4277-0002-D                                       14 February 2019                                       Page 3 of 16