Stormwater Management Report Feb 2026 resubmissionrcd 2 26 2026

Runoff Volume=0.191 af Runoff Depth=11.28" Flow (cfs) Flow Length=419' Tc=2.0 min CN=98 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)

2026-02 Proposed Conditions - NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 5S: PDA #1 - Undetained Pervious Runoff = 1.56 cfs @ 12.12 hrs, Volume= 0.113 af, Depth= 8.98" Routed to Link 2L : POI #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Area (sf) CN Description 6,562 80 >75% Grass cover, Good, HSG D 6,562 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 20 0.0200 0.10 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 4.09" 0.5 35 0.0200 1.26 Sheet Flow, B-C Smooth surfaces n= 0.011 P2= 4.09" 1.0 326 0.0115 5.64 6.93 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 5.0 381 Total Subcatchment 5S: PDA #1 - Undetained Pervious Hydrograph Runoff 1.56 cfs NOAA 24-hr D 100-Year-Projected Rainfall=11.52" P2=4.09" Runoff Area=6,562 sf

P2=4.09" Runoff Area=6,562 sf Runoff Volume=0.113 af 1 Runoff Depth=8.98" Flow (cfs) Flow Length=381' Tc=5.0 min CN=80 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)

2026-02 Proposed Conditions - NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 6S: PDA #1 - Impervious to Bio Runoff = 1.09 cfs @ 12.10 hrs, Volume= 0.085 af, Depth=11.28" Routed to Pond 2P : BIO BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Area (sf) CN Description 3,921 98 Paved parking, HSG B 3,921 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 42 0.0326 1.59 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.09" 0.1 18 0.1180 5.53 Shallow Concentrated Flow, B-C (RIP-RAP) Unpaved Kv= 16.1 fps 0.5 60 Total Subcatchment 6S: PDA #1 - Impervious to Bio Hydrograph Runoff 1.09 cfs NOAA 24-hr D 1 100-Year-Projected Rainfall=11.52" P2=4.09" Runoff Area=3,921 sf Runoff Volume=0.085 af Runoff Depth=11.28" Flow (cfs)

Runoff Volume=0.085 af Runoff Depth=11.28" Flow (cfs) Flow Length=60' Tc=0.5 min CN=98 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)

2026-02 Proposed Conditions - NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 7S: PDA #1 - Pervious to Bio Runoff = 0.52 cfs @ 12.12 hrs, Volume= 0.037 af, Depth= 8.98" Routed to Pond 2P : BIO BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Area (sf) CN Description 2,178 80 >75% Grass cover, Good, HSG D 2,178 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 45 0.0450 0.16 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 4.09" 0.2 29 0.0148 2.47 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 0.1 18 0.1180 5.53 Shallow Concentrated Flow, C-D (RIP-RAP) Unpaved Kv= 16.1 fps 5.1 92 Total Subcatchment 7S: PDA #1 - Pervious to Bio Hydrograph Runoff 0.55 0.52 cfs 0.5 NOAA 24-hr D 100-Year-Projected Rainfall=11.52" 0.45 P2=4.09" 0.4 Runoff Area=2,178 sf

Runoff Area=2,178 sf Runoff Volume=0.037 af 0.35 Runoff Depth=8.98" Flow (cfs) 0.3 Flow Length=92' Tc=5.1 min 0.25 CN=80 0.2 0.15 0.1 0.05 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)

2026-02 Proposed Conditions - NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 57 Summary for Pond 1P: UG BASIN Inflow Area = 0.142 ac,100.00% Impervious, Inflow Depth = 11.28" for 100-Year-Projected event Inflow = 1.73 cfs @ 12.10 hrs, Volume= 0.134 af Outflow = 1.36 cfs @ 12.11 hrs, Volume= 0.134 af, Atten= 21%, Lag= 0.6 min Primary = 1.36 cfs @ 12.11 hrs, Volume= 0.134 af Routed to Link 2L : POI #1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs Peak Elev= 621.44' @ 12.11 hrs Surf.Area= 0.003 ac Storage= 0.019 af Plug-Flow detention time= 10.9 min calculated for 0.134 af (100% of inflow) Center-of-Mass det. time= 10.9 min ( 744.1 - 733.1 ) Volume Invert Avail.Storage Storage Description #1 617.75' 0.020 af 48.0" Round Pipe Storage L= 70.0' Device Routing Invert Outlet Devices #1 Primary 617.75' 15.0" Round RCP_Round 15" L= 15.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 617.75' / 617.55' S= 0.0133 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 617.75' 3.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 620.25' 6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 621.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.36 cfs @ 12.11 hrs HW=621.44' (Free Discharge) 1=RCP_Round 15" (Passes 1.36 cfs of 13.52 cfs potential flow) 2=Orifice (Orifice Controls 0.45 cfs @ 9.09 fps) 3=Orifice (Orifice Controls 0.91 cfs @ 4.66 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

2026-02 Proposed Conditions - NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 58 Pond 1P: UG BASIN Hydrograph Inflow 1.73 cfs Primary Inflow Area=0.142 ac 1.36 cfs Peak Elev=621.44' Storage=0.019 af Flow (cfs) 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)

2026-02 Proposed Conditions - NOAA 24-hr D 100-Year-Projected Rainfall=11.52", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 59 Summary for Pond 2P: BIO BASIN Inflow Area = 0.140 ac, 64.29% Impervious, Inflow Depth = 10.46" for 100-Year-Projected event Inflow = 1.59 cfs @ 12.10 hrs, Volume= 0.122 af Outflow = 1.07 cfs @ 12.11 hrs, Volume= 0.113 af, Atten= 33%, Lag= 0.5 min Primary = 1.07 cfs @ 12.11 hrs, Volume= 0.113 af Routed to Link 2L : POI #1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.001 hrs Peak Elev= 623.69' @ 12.11 hrs Surf.Area= 840 sf Storage= 938 cf Plug-Flow detention time= 89.2 min calculated for 0.113 af (93% of inflow) Center-of-Mass det. time= 48.7 min ( 800.3 - 751.6 ) Volume Invert Avail.Storage Storage Description #1 622.00' 1,219 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 622.00 323 0 0 623.00 577 450 450 624.00 960 769 1,219 Device Routing Invert Outlet Devices #1 Primary 619.11' 15.0" Round Culvert L= 35.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 619.11' / 618.93' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 622.86' 0.6' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 623.70' 48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.07 cfs @ 12.11 hrs HW=623.69' (Free Discharge) 1=Culvert (Passes 1.07 cfs of 13.32 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 1.07 cfs @ 2.98 fps) 3=Grate ( Controls 0.00 cfs)