2025 02 Drainage Statement Signed

2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" 2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 12 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 13 Hydrograph for Subcatchment 2S: Existing Pervious Summary for Subcatchment 3S: Proposed Impervious Time Precip. Excess Runoff | Time Precip. Excess Runoff. [49] Hint: To<2dt may require smaller dt (hours) (inches) (inches) (cls) | (hours) (inches) (inches) (fs) 9.00 0.00 0.00 0.00 | 26.00 3.44 (0.87 0.00 Runoff = 2.81 cfs@ 12.10 hrs, Volume= 0.225 af, Depth= 3.21" 0.80 0.02 0.00 0.00 | 26.50 344 0.97 0.00 Routed to Link 6L : Proposed Total 1,00 0.04 0.00 0.00 27.00 3.44 0.97 0.00 ry anny) coy | 3eeo baa ogy $80 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30,00 hrs, dt= 0.05 hrs 250 0.11 0.00 0.00 28.50 3.44 0.97 0.00 NOAA 24-hr D 2-Year Rainfall=3.44" 3.00 013 0.00 0.00 | 2900 344 0.97 0.00 3.50 015 0.00 0.00 2950 3.44 0.97 0.00 Area (sf) CN __ Description 430 ° 4 ° oo ° oo 30.00 3.44 0.97 0.00 36,670 98 __Unconnected pavement, HSG B. . 36,670 10.00% Impervious Area 5.00 0.24 + 0.00 0.00 % Pe ny) 000 36,670 100.00% Unconnected 820 oa boo O00 Te Length Slope Velocity Capacity Description 7.00 0,36 0,00 0.00 (min) (feet) _(fft) (ft/sec) (cfs) 750 0.40 0.00 0.00 34 21 0.0150 0.11 Sheet Flow, Sheet Flow - AB 8.00 0.45, 0.00 0.00 Grass: Short n= 0.150 P2= 3.35" 8.50 0.49 0.00 0.00 0.5 43 0.0300 1.40 Sheet Flow, Sheet Flow - BC 30 Ser O00 O00 ‘Smooth surfaces n=0,011 P2= 3.35" 40.00 068. 0.00 0.00 0.3 35 0.0082 1.84 Peel Keohane Flow, SCF - Paved -CD {00088 Oo 000 01 59 0.0252 8.51 6.68 Pipe Channel, Pipe Flow - DE 11.50 1.09 0.01 0.01 12.0" Round Area= 0.8 sf Perim=3.1' r= 0.25" 4200 165 «(O12 0.13 n= 0.011 Concrete pipe, straight & clean 1250 235 039 0.07 0.2 111 0.0300 9.29 ~—7.29- Pipe Channel, Pipe Flow - EF 13.00 2.55 0.48 0.04 12.0" Round Area= 0.8 sf Perim=3.1' r=0.25' 13.50 2.67 0.54 0.03 0.011 Concrete pipe, straight & clean 14.00 2.76 0.58 0.02 0.1 48 0.0200 7.58 5.95 Pipe Channel, Pipe Flow - FG 14.50 2.83 0.62 0.02 12. Round Area= 0.8 sf Perim= 3.1" r=0.25' 15.00 289 0.66 0.02 n= 0.011 Concrete pipe, straight & clean 15.50 295 0.68 004 0.4 26 0.0200 7.58 5.95 Pipe Channel, Pipe

ipe Flow - FG 14.50 2.83 0.62 0.02 12. Round Area= 0.8 sf Perim= 3.1" r=0.25' 15.00 289 0.66 0.02 n= 0.011 Concrete pipe, straight & clean 15.50 295 0.68 004 0.4 26 0.0200 7.58 5.95 Pipe Channel, Pipe Flow - GH 16.00 2 id 0. 4 0. ot 12.0" Round Area= 0.8 sf Perim=3.1' r=0.25' st ey ae Oot n= 0.011 Concrete pipe, straight & clean 175031178 004 0.0 27 0.0300 10.78 13.22 Pipe Channel, Pipe Flow - HI 1800 315 (0.80 0.01 15.0" Round Area= 1.2 sf Perim=3.9' r= 0.31" 1850 318 081 001 n= 0.011 Concrete pipe, straight & clean 19:00 320 0.83 0.01 44 370 Total 19.50 3.23 0.85, 0.01 2000 326 086 0.01 2050 329 088 0.01 2100 331 089 0.01 21.50 3.33, 0.91 0.01 22.00 3.36 0.92 0.01 22.50 3.38 0.93 0.01 2300 340 095 0.01 2350 342 096 0.01 2400 3.44 © 0.97 0.01 24.50 3.44 0.97 0.00 25.00 3.44 0.97 0.00 2550 344 0.97 0.00

2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" 2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 14 HydroCAD® 10.20-6a sin 08640 © 2024 HydroCAD Software Solutions LLC Page 15 Subcatchment 3S: Proposed Impervious Hydrograph for Subcatchment 3S: Proposed Impervious aan Time Precip. Excess Runoff | Time Precip. Excess Runoff. (hours) (inches) (inches) (cfs) | (hours) (inches) (inches) cfs) 3 0.00 0.00 0.00 0.00 | 26.00 344 3.21 0.00 050 0.02 0.00 0.00 | 2650 344 3.21 0.00 1.00 0.04 0.00 0.00 | 27.00 344 3.21 0.00 150 0.08 0.00 001 | 2750 344 3.21 0.00 200 0.08 0.01 001 | 2800 344 3.21 0.00 250 0.11 0.02 0.02 | 2850 344 3.21 0.00 2 3.00 013 0.03 0.02 | 29.00 344 3.21 0.00 350 0.15 0.04 002 | 2950 344 3.21 0.00 z 400 0.18 + 0.06 0.03 | 30.00 344 3.21 0.00 : Pes 450 0.21 007 0.03 z ehgth=370 500 024 0.09 0.04 LAA ein, 550 0.26 0.12 0.04 c=4.4:min- 600 029 014 0.04 1 650 033 0.17 0.05 7.00 0.36 0.20 0.05 750 040 0.23 0.06 800 045 «027 0.07 850 049 031 0.08 900 055 036 0.08 o osc 950 061 042 0.10 O12 oe SETS SDN Ow ET 18 1) 0 2 2 2 25 26 27 28-20 30 10.00 0.68 0.49 0.13 Time (hours) 10.50 0,77 0.57 0.15 11.00 089 0.69 0.23 1150 1.09 0.88 0.38 1200 1651.43 1.68 1250 235° 212 0.53 13.00 2.55 2.32 0.28 13.50 2.67 2.44 0.18 1400 276 253 014 1450 283 2.60 0.12 15.00 289 2.66 0.10 1650 295 271 0.08 16.00 299 2.76 0.08 1650 3.04 281 0.07 1700 3.08 2.85 0.07 1750 3112.88 0.06 1800 315 291 0.05 1850 3.18 2.94 0.05 19.00 320 2.97 0.05 19.50 3.23 3.00 0.05 20.00 326 3.03 0.04 2050 329 305 0.04 2100 331 3.08 0.04 2150 333 3.10 0.04 2200 336 63.12 0.04 2250 338 3.15 0.04 23.00 340 3.17 0.04 2350 342 3.19 0.03 2400 3.44 3.21 0.03 2450 344 3.21 0.00 25.00 344 3.21 0.00 25.50 344 © 3.21 0.00

2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 16 2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 4S: Proposed Pervious [49] Hint: To<2dt may require smaller dt Runoff = 0.37 cfs@ 12.11 hrs, Volume= 0.026 af, Depth= 1.08" Routed to Link 6L : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year Rainfall=3.44" Area (sf)_CN Description 2,096 61 _>75% Grass cover, Good, HSG B 9,762 74 >75% Grass cover, Good, HSG C 833, 80 _>75% Grass cover, Good, HSG D 12,691 72 Weighted Average 12,691 100.00% Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft) _(ft/sec) (cfs) 34 21 0.0150 0.11 ‘Sheet Flow, Sheet Flow - AB Grass: Short n= 0.150 P2= 3.35" Sheet Flow, Sheet Flow - BC Smooth surfaces n=0.011 P2= 3.35" Shallow Concentrated Flow, SCF - CD Paved Kv= 20.3 fps of 59 0.0252 8.51 6.68 Pipe Channel, Pipe Flow - DE 12.0" Round Area= 0.8 sf Perim=3.1' r= 0.25! n= 0.011 Concrete pipe, straight & clean 0.2 111 0.0300 9.29 7.29 Pipe Channel, Pipe Flow - EF 12.0" Round Area= 0.8 sf Perim= 3.1' r=0.25' n= 0.011 Concrete pipe, straight & clean 0.1 48 0.0200 7.58 5.95 Pipe Channel, Pipe Flow - FG 12.0" Round Area= 0.8 sf Perim=3.1' r= 0.25" n= 0.011 Concrete pipe, straight & clean of 26 0.0200 7.58 + —-5.95_ Pipe Channel, Pipe Flow - GH 12.0" Round Area= 0.8 sf Perim=3.1' r= 0.25! n= 0.011 Concrete pipe, straight & clean 0.0 27 =0.0300 10.78 13.22 Pipe Channel, Pipe Flow - HI 15.0" Round Area= 1.2 sf Perim=3.9' r=0.31' n= 0.011 Concrete pipe, straight & clean 0s 43 0.0300 1.40 03 35 0.0082 1.84 44 370 Total Subcatchment 4S: Proposed Pervious Hydrograph of ose} | oe} | oaeb | ost} oat” o2e |” 026 o2ed | e224] 02] onal” ort | ond | oad orf] oon} | 064} - 0.08 02. Flow (cfs) O07 236 867 8.9 10 1 2 1a te ie 16 V7 18 18 20 OT DD 0 24 25 26 27 28 29 20 Time (hours)

2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" 2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a sin 08640 © 2024 HydroCAD Software Solutions LLC Page 18 HydroCAD® 10.20-6a sin 08640 © 2024 HydroCAD Software Solutions LLC Page 19 Hydrograph for Subcatchment 4S: Proposed Pervious Summary for Link 5L: Existing Total Time Precip. Excess Runoff Time Precip. Excess Runoff Inflow Area 1.133 ac, 77.12% Impervious, Inflow Depth = 2.70" for 2-Year event (hours) (inches) (inches) (cis) | (hours) (inches) (inches) (cfs) inflow 3.22 cfs @ 12.10 hrs, Volume= 0.254 af 0.00 0.00 0.00 0.00 | 26.00 344 1.08 0.00 = = = a9 8.00 8.00 G00 | 2800 34k 108 6.00 Primary 3.22 cfs @ 12.10hrs, Volume: 0.254 af, Atten= 0%, Lag= 0.0 min 1.00 0.04 0.00 0.00 | 27.00 344 1.08 0.00 = 7 = = ts0 008 (00 ooo | o7s0 344108 00 Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 200 0.08 0.00 0.00 | 2800 344 1.08 0.00 . a 250 0.11 0.00 0.00 2850 3.44 1.08 0.00 Link 5L: Existing Total 3.00 013 0.00 0.00 | 29.00 344 1.08 0.00 Hydrograph 350 0.15 0.00 000 | 2950 344 1.08 0.00 —_— 400 0.18 + 0.00 0.00 | 30.00 344 1.08 0.00 Tt 450 0.21 0.00 0.00 500 024 0.00 0.00 550 0.26 0.00 0.00 600 0.29 0.00 0.00 3 650 033 0.00 0.00 7.00 0.36 0.00 0.00 750 0.40 0.00 0.00 800 045 0.00 0.00 850 049 0.00 0.00 e2 900 055 0.00 0.00 £ 950 061 0.00 0.00 2 10.00 0.68 0.00 0.00 Fd 1050 0.77 0.00 0.00 11.00 0.89 0.00 0.00 1150 1.09 0.02 0.02 ve 1200 185 0.16 0.17 1250 235 0.45 0.09 13.00 2.55 0.55 0.05 13.50 2.67 0.62 0.03 1400 276 067 0.03 ° sat 1450 283 071 0.02 OLE REE OT BOT DT Me EW 10 10202 BH 26 25 26 27 28 20°30 15.00 289 0.75 0.02 Time (hours) 1550 295 0.78 0.02 16.00 2.99 0.80 0.02 1650 3.04 0.83 0.01 1700 3.08 (0.85 0.01 1750 3110.88 0.01 1800 315 0.90 0.01 1850 3.18 0.91 0.01 19.00 320 0.93 0.01 1950 3.23 0.95 0.01 20.00 326 097 0.01 2050 329 098 0.01 2100 331 1.00 0.01 2150 333 © 1.01 0.01 2200 336 1.03 0.01 22:50 338 1.04 0.01 23,00 3.40 1.06 0.01 2350 342 107 0.01 24.00 3.44 1.08 0.01 2450 344 © 1.08 0.00 25.00 344 1.08 0.00 25.50 3.44 1.08 0.00

2025-01 HydroCAD Prepared by Dynamic Engineering HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC NOAA 24-hr D 2-Year Rainfall=3.44" Printed 2/21/2025 2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 21 Hydrograph for Link SL: Existing Total Time Inflow Elevation Primary | Time Inflow Elevation Primary (hours) (cfs) (eet) (cfs) } (hours) (cfs) (feet) (cls) 0.00 0.00 0.00 0.00 | 26.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 | 26.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 | 27.00 0.00 0.00 0.00 1.50 0.01 0.00 oot | 27.50 0.00 0.00 0.00 2.00 0.01 0.00 oot | 28.00 0.00 0.00 0.00 2.50 0.02 0.00 0.02 | 28.50 0.00 0.00 0.00 3.00 0.02, 0.00 0.02 | 29.00 0.00 0.00 0.00 3.50 0.03, 0.00 0.03 | 29.50 0.00 0.00 0.00 4,00 0.03 0.00 0.03 | 30.00 0.00 0.00 0.00 4.50 0.03 0.00 0.03 5.00 0.04 0.00 0.04 5.50 0.04 0.00 0.04 6.00 0.04 0.00 0.04 6.50 0.05 0.00 0.05 7.00 0.06 0.00 0.06 7.50 0.06 0.00 0.06 8.00 0.07 0.00 0.07 8.50 0.08 0.00 0.08 9.00 0.09 0.00 0.09 9.50 ot 0.00 ont 10.00 0.13 0.00 0.13 10.50 0.16 0.00 0.16 11.00 0.24 0.00 0.24 11.50 0.40, 0.00 0.40 12.00 1.89 0.00 1.89 12.50 0.62 0.00 0.62 13.00 0.33, 0.00 0.33, 13.50 0.21 0.00 0.21 14.00 017 0.00 017 14.50 0.14 0.00 0.14 15.00 ott 0.00 ott 15.50 0.10 0.00 0.10 16.00 0.09 0.00 0.09 16.50 0.09 0.00 0.09 17.00 0.08 0.00 0.08 17.50 0.07 0.00 0.07 18.00 0.06 0.00 0.06 18.50 0.06 0.00 0.06 19.00 0.06 0.00 0.06 19.50 0.06 0.00 0.06 20.00 0.05, 0.00 0.05, 20.50 0.05 0.00 0.05 21.00 0.05 0.00 0.05 21.50 0.05 0.00 0.05 22.00 0.05 0.00 0.05 22.50 0.04 0.00 0.04 23.00 0,04 0.00 0.04 23.50 0.04 0.00 0.04 24.00 0.04 0.00 0.04 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00, 25.50 0.00 0.00 0.00 Summary for Link 6L: Proposed Total Inflow Area 1.133 ac, 74.29% Impervious, Inflow Depth = 2.66" for 2-Year event Inflow 3.17 cfs @ 12.10 hrs, Volume= 0.251 af Primary 3.17 cfs @ 12.10 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0,00-30.00 hrs, dt= 0.05 hrs Link 6L: Proposed Total Hydrograph Flow (efs) TUT 12 19 te We We WT Te 19 20 21 22 23 24 25 26 27 28 29 20 Time (hours)

2025-01 HydroCAD NOAA 24-hr D 2-Year Rainfall=3.44" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 22 2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 23 Hydrograph for Link 6L: Proposed Total Time Inflow Elevation Primary | Time Inflow Elevation Primary (hours) (cfs) (eet) (cfs) } (hours) (cfs) (feet) (cls) 0.00 0.00 0.00 0.00 | 26.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 | 26.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 | 27.00 0.00 0.00 0.00 1.50 0.01 0.00 oot | 27.50 0.00 0.00 0.00 2.00 0.01 0.00 oot | 28.00 0.00 0.00 0.00 2.50 0.02 0.00 0.02 | 28.50 0.00 0.00 0.00 3.00 0.02, 0.00 0.02 | 29.00 0.00 0.00 0.00 3.50 0.02 0.00 0.02 | 29.50 0.00 0.00 0.00 4,00 0.03 0.00 0.03 | 30.00 0.00 0.00 0.00 4.50 0.03 0.00 0.03 5.00 0.04 0.00 0.04 5.50 0.04 0.00 0.04 6.00 0.04 0.00 0.04 6.50 0.05 0.00 0.05, 7.00 0.05 0.00 0.05 7.50 0.06 0.00 0.06 8.00 0.07 0.00 0.07 8.50 0.08 0.00 0.08 9.00 0.08 0.00 0.08 9.50 0.10 0.00 0.10 10.00 0.13, 0.00 0.13 10.50 0.15 0.00 0.15 11.00 0.24 0.00 0.24 11.50 0.39 0.00 0.39 12.00 1.86 0.00 1.86 12.50 0.62 0.00 0.62 13.00 0.33, 0.00 0.33, 13.50 0.21 0.00 0.21 14.00 017 0.00 017 14.50 0.14 0.00 0.14 15.00 ott 0.00 ott 15.50 0.10 0.00 0.10 16.00 0.09 0.00 0.09 16.50 0.09 0.00 0.09 17.00 0.08 0.00 0.08 17.50 0.07 0.00 0.07 18.00 0.06 0.00 0.06 18.50 0.06 0.00 0.06 19.00 0.06 0.00 0.06 19.50 0.06 0.00 0.06 20.00 0.05, 0.00 0.05, 20:50 0.05 0.00 0.05, 21.00 0.05 0.00 0.05 21.50 0.05 0.00 0.05 22.00 0.05 0.00 0.05 22.50 0.04 0.00 0.04 23.00 0,04 0.00 0.04 23.50 0.04 0.00 0.04 24.00 0.04 0.00 0.04 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00, 25.50 0.00 0.00 0.00 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-ind#Trans method - Pond routing by Stor-Ind method Subcatchment1S: ExistingImpervious Runoff Area=38,060 sf 100.00% Impervious Runoff Depth=4.98" Flow Length=267' Tc=4.3 min CN=98 Runoff=4.47 cfs 0.363 af Subcatchment2S: Existing Pervious Runoff Area=11,289 sf 0.00% Impervious Runoff Depth=2.20" Te=4,3 min CN=70 Runoff=0.69 cfs 0,048 af Subcatchment3S: Proposedimpervious Runoff Area=36,670 sf 100.00% Impervious Runoff Depth=4.98" Flow Length=370' To=4.4 min CN=98

mpervious Runoff Depth=2.20" Te=4,3 min CN=70 Runoff=0.69 cfs 0,048 af Subcatchment3S: Proposedimpervious Runoff Area=36,670 sf 100.00% Impervious Runoff Depth=4.98" Flow Length=370' To=4.4 min CN=98 Runoff=4.29 cfs 0.350 af Subcatchment4S: Proposed Pervious Runoff Area=12,691 sf 0.00% Impervious Runoff Depth=2.37" Flow Length=370' Tc=4.4 min CN=72 Runoff=0.83 cfs 0.058 af 16 cis 0.410 af 16 cfs 0.410 af Link SL: Existing Total Link 6L: Proposed Total Inflow=5.12 cfs 0.407 af Primary=5.12 cfs 0.407 af Total Runoff Area = 2.266 ac_Runoff Volume = 0.817 af Average Runoff Depth = 4.33" 24.29% Pervious = 0.551 ac 75.71% Impervious = 1.716 ac

2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 24 2025-01 HydroCAD Prepared by Dynamic Engineering HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC NOAA 24-hr D 10-Year Rainfall=5.22" Printed 2/21/2025 Page 25 Summary for Subcatchment 1S: Existing Impervious [49] Hint: To<2dt may require smaller dt [47] Hint: Peak is 940% of capacity of segment #4 Runoff = 447 cis @ 12.10 hrs, Volume= Routed to Link SL : Existing Total 0.363 af, Depth= 4.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=5.22" Area (sf) CN Description 38,060 98 Unconnected pavement, HSG B 38,060 100.00% Impervious Area 38,060 100.00% Unconnected Te Length Slope Velocity Capacity Description (min) (feet) (ft) _(flsec) (cfs) 3.0 27 0.0700 (0.15 Sheet Flow, Sheet Flow - AB Grass: Dense n= 0.240 P2= 3.35" 07 73 0.0410 1.76 Sheet Flow, Sheet Flow - BC ‘Smooth surfaces n= 0.011 P2=3.35" 04 96 0.0470 4.40 Shallow Concentrated Flow, SCF - CD Paved Kv= 20.3 fps 02 50 0.0370 5.45 0.48 Pipe Channel, Pipe Flow - DE 4.0" Round Area= 0.1 sf Perim= 1.0° r= 0.08" n= 0.010 PVC, smooth interior 0.0 21 0.1380 19.40 10.58 Pipe Channel, Pipe Flow - EF 10.0" Round Area= 0.5 sf Perim= 2.6" r= 0.21' N= 0.010 PVC, smooth interior 43 267 Total Subcatchment 1S: Existing Impervious Hydrograph : NOAA 24-hr D ‘ 0-Year Rainfall=5 3 O12 34 6 6 7 8 8 10 i 2 1 te 1 We 17 W019 20 21 22 20 24 25 26 27 28 20 20 Time (hours)

2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 26 2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 27 Hydrograph for Subcatchment 1S: Existing Impervious Time Precip. Excess Runoff | Time Precip. Excess Runoff (hours)_(nehes) inches) (oi) | (houts}_(nches)_(nches) (cfs) 0.00 0.00 0.00 0.00 | 26.00 522 498 0.00 050 0.03 0.00 000 | 2650 522 498 0.00 4.00 0.06 0.00 oot | 2700 522 4.98 0.00 450 0.09 0.01 002 | 2750 522 4.98 0.00 200 013 0.02 003 | 2800 522 498 0.00 250 0.16 0.04 0.04 | 2850 522 498 0.00 3.00 020 0.07 0.04 | 2900 522 498 0.00 350 0.23 0.09 005 | 2950 522 498 0.00 4.00 0.27 0.12 0.05 | 3000 522 4.98 0.00 450 0.31 0.16 0.08 500 036 0.19 0.06 550 040 0.23 0.07 600 045 0.27 0.07 650 049 0.31 0.08 7.00 055 0.36 0.09 750 061 0.42 0.10 800 068 0.48 014 850 0.75 0.55 0.12 9.00 083 063 014 950 092 O71 0.17 10.00 1.03 0.82 0.21 1050 1.17 0.96 0.24 11400 1361.14 0.37 1150 165 1.43 0.60 1200 250 227 2.69 1250 357 3.33 0.84 13.00 386 3.63 0.44 1350 4.05 3.82 0.28 1400 4193.95 0.22 1450 430 4.06 0.19 15.00 439 4.16 0.15 1550 447 9 4.23 0.13 16.00 4.54 4.31 0.12 1650 461 437 ott 1700 467 4.43 0.10 1750 473 4.49 0.09 1800 477 4.54 0.08 1850 482 4.58 0.08 19.00 486 4.63 0.08 19.50 491 4.67 0.07 20.00 4.95 4.71 0.07 2050 499° 4.75 0.07 21.00 5.02 4.79 0.07 2150 5.08 4.82 0.06 22.00 5.09 4.86 0.08 22.50 5.13 4.89, 0.06 23.00 5.16 4.92 0.08 2350 5.19 4.95 0.05 24.00 5.22 4.98 0.05 2450 5.22 4.98 0.00 25.00 5.22 4.98 0.00 25.50 5.22 4.98 0.00 Summary for Subcatchment 2S: Existing Pervious [49] Hint: To<2dt may require smaller dt Runoff = 0.69 cfs @ 12.11 hrs, Volume= 0.048 af, Depth= 2.20" Routed to Link SL : Existing Total Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=5.22" Area (sf) CN Description 3,045 61 _>75% Grass cover, Good, HSG B 8.244 74 _>75% Grass cover, Good, HSG C 11,289 70 Weighted Average 11,289 100.00% Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) _(f/ft) _(flsec) (cfs) 43 Direct Entry, TC Subcatchment 2S: Existing Pervious Hydrograph Flow (efs) ores 6567 8.9 01 2 Te 16 17 18 79 20 21 22