(a) Maximum Discharge Levels. All of the sections of this chapter are hereby qualified to the extent that in no event shall the post development storm discharge exceed the pre-development 125-year storm frequency discharge quantity at any point along the boundary of the development.
(b) Calculations. The volume, in cubic feet, of a retention/detention pond, shall be calculated as follows:
(1) Calculate existing site (pre-developed) run-off based on a twenty-five year storm curve (in cfs) (Q25).
(2) Calculate proposed ultimate developed run-off based on a fifty-year storm curve (in cfs) (Q50)
(3) Provide a volume of one-site retention/detention of storm water equal to Q50 minus Q25 in cfs., calculated for a thirty-minute period. The method of retention/detention is subject to approval by the Village.
Example: Retention/Detention Volume Calculation
Where: V = (Q50 -Q25) 30 rain. (60 sec/1 min)
V = Required volume in cubic feet (ft3) of a retention/detention pond
Q50 = Developed site run-off for a 50-year storm
Q25 = Pre-developed site run-off for a 25-year storm
(4) Retention/detention storage outlet pipe shall be designed for discharge based on the run-off as calculated in paragraph (b) (1) hereof.
(5) No on-site drainage shall outlet downstream of the main retention/ detention facility without providing supplemental retention/detention as per the above criteria, or an equivalent reduction in the retention/detention outlet.
(6) An overflow outlet shall be incorporated in the design of detention/retention basins to protect the surrounding structures in the event of an overflow.
(7) Maximum slope of the basin shall be a 3:1 grade.
(Ord. 2008-37. Passed 1-13-09.)