Stormwater Management Report Feb 2026 resubmissionrcd 2 26 2026

1 Runoff Volume=0.104 af Runoff Depth=6.13" Flow (cfs) Flow Length=419' Tc=2.0 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 - AJ NOAA 24-hr D 10-Year-Projected Rainfall=6.37", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 5S: PDA #1 - Undetained Pervious Runoff = 0.75 cfs @ 12.12 hrs, Volume= 0.052 af, Depth= 4.12" 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 10-Year-Projected Rainfall=6.37", 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 0.8 0.75 cfs 0.75 NOAA 24-hr D 0.7 10-Year-Projected Rainfall=6.37" 0.65 P2=4.09" 0.6 Runoff Area=6,562

P2=4.09" 0.6 Runoff Area=6,562 sf 0.55 Runoff Volume=0.052 af 0.5 Runoff Depth=4.12" Flow (cfs) 0.45 0.4 Flow Length=381' 0.35 Tc=5.0 min 0.3 CN=80 0.25 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 - AJ NOAA 24-hr D 10-Year-Projected Rainfall=6.37", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 6S: PDA #1 - Impervious to Bio Runoff = 0.60 cfs @ 12.10 hrs, Volume= 0.046 af, Depth= 6.13" 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 10-Year-Projected Rainfall=6.37", 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 0.65 0.60 cfs 0.6 NOAA 24-hr D 0.55 10-Year-Projected Rainfall=6.37" 0.5 P2=4.09" 0.45 Runoff Area=3,921 sf Runoff Volume=0.046 af 0.4 Runoff

Runoff Volume=0.046 af 0.4 Runoff Depth=6.13" Flow (cfs) 0.35 Flow Length=60' 0.3 Tc=0.5 min 0.25 CN=98 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 - AJ NOAA 24-hr D 10-Year-Projected Rainfall=6.37", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 7S: PDA #1 - Pervious to Bio Runoff = 0.25 cfs @ 12.12 hrs, Volume= 0.017 af, Depth= 4.12" 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 10-Year-Projected Rainfall=6.37", 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 0.26 0.25 cfs 0.24 NOAA 24-hr D 0.22 10-Year-Projected Rainfall=6.37" P2=4.09" 0.2 Runoff Area=2,178 sf 0.18

Runoff Area=2,178 sf 0.18 Runoff Volume=0.017 af 0.16 Runoff Depth=4.12" Flow (cfs) 0.14 Flow Length=92' 0.12 Tc=5.1 min 0.1 CN=80 0.08 0.06 0.04 0.02 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 - AJ NOAA 24-hr D 10-Year-Projected Rainfall=6.37", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 37 Summary for Pond 1P: UG BASIN Inflow Area = 0.142 ac,100.00% Impervious, Inflow Depth = 6.13" for 10-Year-Projected event Inflow = 0.95 cfs @ 12.10 hrs, Volume= 0.073 af Outflow = 0.34 cfs @ 12.14 hrs, Volume= 0.073 af, Atten= 64%, Lag= 2.2 min Primary = 0.34 cfs @ 12.14 hrs, Volume= 0.073 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= 619.95' @ 12.14 hrs Surf.Area= 0.006 ac Storage= 0.011 af Plug-Flow detention time= 10.1 min calculated for 0.073 af (100% of inflow) Center-of-Mass det. time= 10.1 min ( 750.7 - 740.6 ) 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=0.34 cfs @ 12.14 hrs HW=619.95' (Free Discharge) 1=RCP_Round 15" (Passes 0.34 cfs of 8.92 cfs potential flow) 2=Orifice (Orifice Controls 0.34 cfs @ 6.93 fps) 3=Orifice ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

2026-02 Proposed Conditions - AJ NOAA 24-hr D 10-Year-Projected Rainfall=6.37", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 38 Pond 1P: UG BASIN Hydrograph Inflow 0.95 cfs Primary 1 Inflow Area=0.142 ac Peak Elev=619.95' Storage=0.011 af Flow (cfs) 0.34 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 Time (hours)

2026-02 Proposed Conditions - AJ NOAA 24-hr D 10-Year-Projected Rainfall=6.37", P2=4.09" Prepared by Dynamic Engineering Printed 2/16/2026 HydroCAD® 10.20-7a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 39 Summary for Pond 2P: BIO BASIN Inflow Area = 0.140 ac, 64.29% Impervious, Inflow Depth = 5.41" for 10-Year-Projected event Inflow = 0.84 cfs @ 12.10 hrs, Volume= 0.063 af Outflow = 0.58 cfs @ 12.11 hrs, Volume= 0.055 af, Atten= 30%, Lag= 0.5 min Primary = 0.58 cfs @ 12.11 hrs, Volume= 0.055 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= 623.36' @ 12.11 hrs Surf.Area= 716 sf Storage= 685 cf Plug-Flow detention time= 134.8 min calculated for 0.055 af (86% of inflow) Center-of-Mass det. time= 68.3 min ( 829.8 - 761.5 ) 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=0.58 cfs @ 12.11 hrs HW=623.36' (Free Discharge) 1=Culvert (Passes 0.58 cfs of 12.69 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.58 cfs @ 2.32 fps) 3=Grate ( Controls 0.00 cfs)