2026 02 12 Crestmont CC and Eagle Rock Ave Stormwater Management Report

Routing calculations have been provided in order to demonstrate that the basins have adequate storage capacity to safely convey storm events up to the 100-year design storm for both the current and future rainfall events; refer to Appendix C for supporting calculations. The total proposed peak discharge rates for the identified points of analysis can then be calculated by adding together the peak outflow from the proposed small-scale bioretention basins and porous asphalt pavement systems, along with the peak discharges from the undetained and undisturbed watersheds. Table 11 – Total Current Storm Event Proposed Peak Discharges (CFS) Point of 2-Year Storm 10-Year Storm 25-Year Storm 100-Year Storm Analysis POA-1 11.32 19.76 26.22 38.87 POA-2 5.67 10.31 15.04 23.96 Note: Total Proposed Peak Discharges are calculated by hydraulically adding runoff hydrographs and may not reflect the direct addition of peak discharge rates. Refer to hydrograph report calculations in Appendix B. Table 12 – Total Future Storm Event Proposed Peak Discharges (CFS) Point of 2-Year Storm 10-Year Storm 25-Year Storm 100-Year Storm Analysis POA-1 14.07 24.77 33.09 53.61 POA-2 7.27 14.02 20.85 31.63 Note: Total Proposed Peak Discharges are calculated by hydraulically adding runoff hydrographs and may not reflect the direct addition of peak discharge rates. Refer to hydrograph report calculations in Appendix B. 3.1.8 Quantity Control BMP Design Summary For small-scale under-drained bioretention basins, the following parameters must be met as part of the system design as per Chapter 9.7 of the New Jersey BMP Manual; all design criteria have been met – refer to calculations in the appendices of this report as well as the design drawings: • Maximum contributory drainage area: 2.5 acres 13