2026 05 Storm Water Management Report rcd 5 6 2026

Peak Elev=623.69' Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs Storage=939 cf Link 4L: POI #1 1.07 cfs Hydrograph Flow (cfs) 1 Inflow 5.59 cfs Primary 6 5.59 cfs Inflow Area=0.563 ac 5 4 Flow (cfs) 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 3

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 3 Time (hours) 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

2026-04 Proposed & Existing CoNOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" 2026-04 Proposed & Existing CoNOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 5/5/2026 Prepared by Dynamic Engineering Printed 5/5/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 91 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 92 Summary for Link 5L: POI #2 Summary for Link 6L: POI #3 Inflow Area = 0.042 ac, 40.48% Impervious, Inflow Depth = 9.91" for 100-Year-Projected event Inflow Area = 0.076 ac, 0.00% Impervious, Inflow Depth = 8.98" for 100-Year-Projected event Inflow = 0.47 cfs @ 12.10 hrs, Volume= 0.035 af Inflow = 0.69 cfs @ 12.16 hrs, Volume= 0.057 af Primary = 0.47 cfs @ 12.10 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.16 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 18L Routed to nonexistent node 18L Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs Link 5L: POI #2 Link 6L: POI

Link 5L: POI #2 Link 6L: POI #3 Hydrograph Hydrograph Inflow Inflow 0.47 cfs Primary 0.69 cfs Primary 0.5 0.47 cfs 0.75 0.69 cfs Inflow Area=0.042 ac 0.7 Inflow Area=0.076 ac 0.45 0.65 0.6 0.4 0.55 0.35 0.5 0.45 Flow (cfs)

0.45 Flow (cfs) Flow (cfs) 0.3 0.4 0.25 0.35 0.2 0.3 0.25 0.15 0.2 0.1 0.15 0.1 0.05 0.05 0 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

68 70 72 Time (hours) Time (hours)

WATER QUALITY CALCULATIONS

2026-04 Proposed & Existing Conditions NJ DEP 2-hr WQ Rainfall=1.25", P2=4.09" Prepared by Dynamic Engineering Printed 5/5/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 7S: Proposed Roof Runoff = 0.44 cfs @ 1.08 hrs, Volume= 0.012 af, Depth= 1.03" Routed to Pond 1P : UG BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs PROPOSED NJ DEP 2-hr WQ Rainfall=1.25", P2=4.09" Area (ac) CN Description 0.142 98 Roofs, HSG D 0.142 100.00% Impervious Area 7S 8S Tc Length (min) (feet)

(min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Proposed Roof PDA #1 - Impervious to Subcatchment 7S: Proposed Roof Bio Hydrograph 0.48 Runoff 0.44 cfs 0.46 0.44 0.42 NJ DEP 2-hr 1P 2P 9S 0.4 0.38 WQ Rainfall=1.25"

0.38 WQ Rainfall=1.25" 0.36 0.34 P2=4.09" 0.32 UG BASIN BIO BASIN PDA #1 - Pervious to 0.3 Runoff Area=0.142 ac Flow (cfs) 0.28 Bio 0.26 Runoff Volume=0.012 af 0.24 0.22 Runoff Depth=1.03" 0.2 0.18 0.16 Tc=1.0 min