2025 02 Drainage Statement Signed

ength 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 29 24 25 26 27 28 29 30 (hours)

2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 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 28 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 29 Hydrograph for Subcatchment 2S: Existing Pervious Summary for Subcatchment 3S: Proposed Impervious Time Precip. Excess Runoff | Time Precip. Excess Runoff. [49] Hint: To<2at may require smaller dt (hours) Gnehes)_ ches) (cis) | (hours) (inches) (inches) cfs) 9.00 0.00 0.00 0.00 | 26.00 5.22 2.20 0.00 Runoff = 4.29 cfs @ 12.10 hrs, Volume= 0.350 af, Depth= 4.98" 0.80 0.03 0.00 0.00 | 26.50 5.22 2.20 0.00 Routed to Link 6L : Proposed Total 1,00 0.06 0.00 0.00 27.00 5.22 2.20 0.00 x30 OS3(Oibo coy | seep feb Ge $80 Runoff by SCS TR-Z0 method, UH-SCS, Weighted-CN, Time Span= 0.00-30.00 hs, d= 0.05 hrs 250 0.16 0.00 0.00 28.50 5.22 2.20 0.00 NOAA 24-hr D 10-Year Rainfal 3.00 020 0.00 0.00 | 2900 522 220 0.00 3.50 0.23 0.00 0.00 2950 522 220 0.00 Area (sf) CN __ Description 430 ° a ° oo ° oo 30.00 5.22 2.20 0.00 36,670 98 __Unconnected pavement, HSG B. . 36,670 10.00% Impervious Area 5.00 0.36 0.00 0.00 94 pn py Ooo 36,670 100.00% Unconnected 82 ods 00 O00 Te Length Slope Velocity Capacity Description 7.00 0.55 0,00 0.00 (min) (feet) _(fft) (ft/sec) (cfs) 750 061 0.00 0.00 34 21 0.0150 0.11 Sheet Flow, Sheet Flow - AB 8.00 0.68 0.00 0.00 Grass: Short n= 0.150 P2= 3.35" 8.50 0.75 0.00 0.00 0.5 43 0.0300 1.40 Sheet Flow, Sheet Flow - BC 30 o8o O00 O00 ‘Smooth surfaces n=0,011 P2= 3.35" 40.00 1.03 001 0.00 0.3 35 0.0082 1.84 Peel Keohane Flow, SCF - Paved -CD ito 136 Os boz 04 59 0.0252 851 668 Pipe Channel, Pipe Flow - DE 11.50 1.65 0.13, 0.05 12.0" Round Area= 0.8 sf Perim=3.1' r= 0.25" i200 250 046 0.38 n= 0.011 Concrete pipe, straight & clean 1250 357 105 018 0.2 111 0.0300 9.29 ~—7.29- Pipe Channel, Pipe Flow - EF 13.00 3.86 1.24 0.08 12.0" Round Area= 0.8 sf Perim=3.1' r=0.25' 13.50 4.05 1.36 0.06 0.011 Concrete pipe, straight & clean 14.00 4.19 1.45 0.05 0.1 48 0.0200 7.58 5.95 Pipe Channel, Pipe Flow - FG 14.50 4.30 1.53 0.04 12. Round Area= 0.8 sf Perim= 3.1" r=0.25' 15.00 4.39 1.60 0.03 n= 0.011 Concrete pipe, straight & clean 15.50 4.47 1.65 0.03 0.4 26 0.0200 7.58 5.95 Pipe Channel, Pipe Flow - GH 16.00

4.30 1.53 0.04 12. Round Area= 0.8 sf Perim= 3.1" r=0.25' 15.00 4.39 1.60 0.03 n= 0.011 Concrete pipe, straight & clean 15.50 4.47 1.65 0.03 0.4 26 0.0200 7.58 5.95 Pipe Channel, Pipe Flow - GH 16.00 454 1 ” 0. os 12.0" Round Area= 0.8 sf Perim=3.1' r=0.25' oe ee oes n= 0.011 Concrete pipe, straight & clean 1750 «473~—«188 002 0.0 27 0.0300 10.78 13.22 Pipe Channel, Pipe Flow - HI jaoo 47718? 0.02 15.0" Round Area= 1.2 sf Perim= 3.9" r= 0.31" 1850 482 190 002 n= 0.011 Concrete pipe, straight & clean 19.00 4.86 1.94 0.02 44 370 Total 19.50 4.91 1.97 0.02 20.00 495 2.00 0.02 2050 499 © 2.03 0.01 2100 5022.05 0.01 21.50 5.06 2.08 0.01 22.00 5.09 211 0.01 2250 513 2.13 0.01 2300 518 2.16 0.01 2350 519 218 0.01 24.00 5.22 2.20 0.01 24.50 5.22 2.20 0.00 25.00 5.22 2.20 0.00 25.50 5.22 2.20 0.00

2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 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 30 HydroCAD® 10.20-6a sin 08640 © 2024 HydroCAD Software Solutions LLC Page 31 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) 0.00 0.00 0.00 0.00 | 26.00 522 4.98 0.00 050 0.03 0.00 0.00 | 2650 522 498 0.00 + 1.00 0.06 0.00 0.01 | 27.00 522 4.98 0.00 150 0.09 0.01 0.02 | 2750 522 4.98 0.00 200 0.13 0.02 0.03 | 2800 522 4.98 0.00 250 0.16 0.04 0.04 | 2850 522 4.98 0.00 3 3.00 020 0.07 0.04 | 2900 522 498 0.00 350 0.23 009 0.05 | 2950 522 498 0.00 z 400 027 0.12 0.05 | 30.00 522 4.98 0.00 : 450 031 0.16 0.06 2 500 036 0.19 0.06 2 550 0.40 023 0.07 600 045 0.27 0.07 650 049 031 0.08 7.00 055 0.36 0.09 1 750 061 0.42 0.10 800 068 «048 ont 850 0.75 055 0.12 900 083 063 0.13 ° osc 950 092 074 0.16 O12 oe SETS SDN WW ET 18 1) 0 M2 2 2 25 26 27 28-20 30 10.00 1.03 0.82 0.20 Time (hours) 10.50 1.47 0.96 0,24 1100 1361.14 0.36 1150 1651.43 0.58 1200 250 2.27 2.58 1250 357 3.33 081 13.00 3.86 3.63 0.42 13.50 4.05 3.82 0.27 1400 4.19 3.95 024 1450 4.30 4.06 0.18 15.00 4.39 4.16 0.14 1550 4.47 4.23 0.13 16.00 4.54 4.31 0.12 1650 461 437 ont 1700 487 4.43 0.10 1750 4.73 4.49 0.09 1800 4.77 4.54 0.08 1850 4.82 4.58 0.08 19.00 4.86 4.63 0.07 19.50 4.91 4.67 0.07 20.00 495 4.71 0.07 2050 499 475 0.07 2100 502 479 0.06 2150 506 4.82 0.06 2200 509 4.86 0.06 2250 513 4.89 0.06 23.00 5.16 4.92 0.05 2350 519 495 0.05 24.00 5.22 4.98 0.05 2450 522 4.98 0.00 2500 522 4.98 0.00 25.50 522 4.98 0.00

2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 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 32 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 4S: Proposed Pervious Subcatchment 4S: Proposed Pervious Hydrograph [49] Hint: Tc<2dt may require smaller dt oof | Runoff = 0.83 cis@ 12.11 hrs, Volume= 0.058 af, Depth= 2.37" oss} | Routed to Link 6L : Proposed Total ost’ 075 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs o7 NOAA 24-hrD 10-Year Rainfall=5.22" oes o5y | Area (sf) CN Description oss | 2,096 61 >75% Grass cover, Good, HSG B S os} 9,762 74 >75% Grass cover, Good, HSG C 3 045 83380 __>75% Grass cover, Good, HSG D Eos 12,691 72 Weighted Average oss | 12,691 10.00% Pervious Area oa} | ee Tc Length Slope Velocity Capacity Description o2h |. (min) (feet) _(ft/ft) (ft/sec) (cfs) ond” 31 21 0.0150 0.11 ‘Sheet Flow, Sheet Flow - AB on Grass: Short n= 0.150 P2= 3.35" 0.08: Os 43 0.0300 1.40 Sheet Flow, Sheet Flow - BC ¥) . Smooth sufanes ne 0011 P2= 3.36" OPES ESET eS WHAM ETT wi wa a OM 2 22728 2m 0.3 35 0.0082 1.84 Shallow Concentrated Flow, SCF - CD Paved Kv= 20.3 fps o4 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 44 370 Total

2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 2025-01 HydroCAD NOAA 24-hr D 10-Year Rainfall=5.22" 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 34 HydroCAD® 10.20-6a sin 08640 © 2024 HydroCAD Software Solutions LLC Page 35 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 = 4.35" for 10-Year event (hours) (inches) (inches) (cis) | (hours) (inches) (inches) (cfs) inflow 5.16 cfs @ 12.10 hrs, Volume= 0.410 af 0.00 0.00 0.00 0.00 | 26.00 522 237 0.00 = = = 9.90.00 0.00 9.00 | 26000 822 237 0.00 Primary 5.16 cfs @ 12.10 hrs, Volume: 0.410 af, Atten= 0%, Lag= 0.0 min 1.00 0.08 0.00 0.00 | 27.00 522 237 0.00 = 7 = = ts0 00800 ooo | o780 6an 3 00 Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 200 0.13 0.00 0.00 | 2800 522 237 0.00 . a 250 0.16 0.00 0.00 2850 5.22 237 0.00 Link 5L: Existing Total 3.00 020 0.00 0.00 | 2900 522 237 0.00 Hydrograph 350 0.23 0.00 000 | 2950 522 237 0.00 —_— 400 0.27 0.00 0.00 | 3000 622 2.37 0.00 Tt 450 0.31 0.00 0.00 500 0.36 0.00 0.00 550 0.40 0.00 0.00 600 045 0.00 0.00 650 049 0.00 0.00 7.00 055 0.00 0.00 750 061 0.00 0.00 800 068 0.00 0.00 850 0.75 0.00 0.00 z 900 083 0.00 0.00 £ 950 0.92 001 0.00 2 10.00 1.03 0.02 0.01 Fd 1050 1.17 0.04 0.01 11.00 136 0.08 0.03 1150 165 (0.16 0.07 1200 250 0.53 0.43 1250 357 1.16 0.18 13.00 3.86 1.36 0.10 13.50 4.05 1.50 0.07 1400 4.19159 0.05 ° sant 1450 430 1.67 0.05 OF 2a eS OT BOTT DT Me EW 18 10202 B26 25 26 27 28 20°30 15.00 4.39 1.74 0.04 Time (hours) 1550 4.47 1.80 0.03 16.00 4.54 1.85 0.03 1650 461 1.90 0.03 1700 487 1.95 0.03 1750 4.73 1.99 0.02 1800 4.77 2.03 0.02 1850 4.82 2.06 0.02 19.00 4.86 2.09 0.02 1950 4.91 2.13 0.02 20.00 495 216 0.02 2050 499 219 0.02 2100 502 222 0.02 2150 506 2.24 0.02 2200 509 227 0.02 2250 5.13 2.30 0.02 23.00 5.16 = 2.32 0.01 2350 519 235 0.01 2400 5.22 2.37 0.01 2450 522 237 0.00 2500 522 2.37 0.00 25.50 522 2.37 0.00

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 36 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 37 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 0.01 0.00 o.o1 | 27.00 0.00 0.00 0.00 1.50 0.02, 0.00 o.o2 | 27.50 0.00 0.00 0.00 2.00 0.03 0.00 0.03 | 28.00 0.00 0.00 0.00 2.50 0.04 0.00 0.04 | 28.50 0.00 0.00 0.00 3.00 0.04 0.00 0.04 | 29.00 0.00 0.00 0.00 3.50 0.05 0.00 0.05 | 29.50 0.00 0.00 0.00 4,00 0.05 0.00 0.05 | 30.00 0.00 0.00 0.00 4.50 0.06 0.00 0.06 5.00 0.06 0.00 0.06 5.50 0.07 0.00 0.07 6.00 0.07 0.00 0.07 6.50 0.08 0.00 0.08 7.00 0.09 0.00 0.09 7.50 0.10 0.00 0.10 8.00 ott 0.00 ont 8.50 0.12 0.00 0.12 9.00 0.14 0.00 0.14 9.50 017 0.00 07 10.00 0.21 0.00 0.24 10.50 0.25 0.00 0.25 11.00 0.39 0.00 0.39 11.50 0.65, 0.00 0.65 12.00 3.04 0.00 3.04 12.50 0.99 0.00 0.99 13.00 0.52 0.00 0.52 13.50 0.34 0.00 0.34 14.00 027 0.00 027 14.50 0.22 0.00 0.22 15.00 0.18 0.00 0.18 15.50 O16 0.00 0.16 16.00 0.15 0.00 0.15, 16.50 014 0.00 014 17.00 0.13, 0.00 0.13 17.50 0.11 0.00 ont 18.00 0.10 0.00 0.10 18.50 0.10 0.00 0.10 19.00 0.09 0.00 0.09 19.50 0.09 0.00 0.09 20.00 0.09 0.00 0.09 20.50 0.08 0.00 0.08 21.00 0.08 0.00 0.08 21.50 0.08 0.00 0.08 22.00 0.07 0.00 0.07 22.50 0.07 0.00 0.07 23.00 0.07 0.00 0.07 23.50 0.06 0.00 0.06 24.00 0.06 0.00 0.06 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 = 4.31" for 10-Year event Inflow 5.12cfs@ 12.10 hrs, Volume= 0.407 af Primary 5.12cfs@ 12.10 hrs, Volume= 0.407 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) ° ae, O12 a 6 8 67 8 STOTT Ia Te 1 1 I 18 19 20 21 2 2 26 25 26 27 28 29 30 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 38 2025-01 HydroCAD NOAA 24-hr D. 100-Year Rainfall=8.66" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 39 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 0.01 0.00 o.o1 | 27.00 0.00 0.00 0.00 1.50 0.02 0.00 o.o2 | 27.50 0.00 0.00 0.00 2.00 0.03 0.00 0.03 | 28.00 0.00 0.00 0.00 2.50 0.04 0.00 0.04 | 28.50 0.00 0.00 0.00 3.00 0.04 0.00 0.04 | 29.00 0.00 0.00 0.00 3.50 0.05 0.00 0.05 | 29.50 0.00 0.00 0.00 4,00 0.05 0.00 0.05 | 30.00 0.00 0.00 0.00 4.50 0.06 0.00 0.06 5.00 0.06 0.00 0.06 5.50 0.07 0.00 0.07 6.00 0.07 0.00 0.07 6.50 0.08 0.00 0.08 7.00 0.09 0.00 0.09 7.50 0.10 0.00 0.10 8.00 ott 0.00 ont 8.50 0.12 0.00 0.12 9.00 0.13 0.00 0.13 9.50 O17 0.00 O17 10.00 0.21 0.00 0.24 10.50 0.25 0.00 0.25 11.00 0.39 0.00 0.39 11.50 0.65, 0.00 0.65 12.00 3.01 0.00 3.01 12.50 0.99 0.00 0.99 13.00 0.52 0.00 0.52 13.50 0.34 0.00 0.34 14.00 027 0.00 027 14.50 0.22 0.00 0.22 15.00 0.18 0.00 0.18 15.50 O16 0.00 0.16 16.00 0.15 0.00 0.15, 16.50 014 0.00 014 17.00 0.13, 0.00 0.13 17.50 0.11 0.00 ont 18.00 0.10 0.00 0.10 18.50 0.10 0.00 0.10 19.00 0.09 0.00 0.09 19.50 0.09 0.00 0.09 20.00 0.09 0.00 0.09 20:50 0.08 0.00 0.08 21.00 0.08 0.00 0.08 21.50 0.08 0.00 0.08 22.00 0.07 0.00 0.07 22.50 0.07 0.00 0.07 23.00 0.07 0.00 0.07 23.50 0.06 0.00 0.06 24.00 0.06 0.00 0.06 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=8.42" Flow Length=267' Tc=4.3 min CN=98 Runoff=7.45 cfs 0.613 af ‘Subcatchment2S: Existing Pervious Runoff Area=11,289 sf 0.00% Impervious Runoff Depth=5.04" Te=4.3 min CN=70 Runoff=1.57 cfs 0,109 af Subcatchment3S: Proposedimpervious Runoff Area=36,670 sf 100.00% Impervious Runoff Depth=8.42" Flow Length=370' To=4.4 min CN=98 Runoff=7.14 cfs

Depth=5.04" Te=4.3 min CN=70 Runoff=1.57 cfs 0,109 af Subcatchment3S: Proposedimpervious Runoff Area=36,670 sf 100.00% Impervious Runoff Depth=8.42" Flow Length=370' To=4.4 min CN=98 Runoff=7.14 cfs 0.591 af Subcatchment4S: Proposed Pervious Runoff Area=12,691 sf 0.00% Impervious Runoff Depth=5.28" Flow Length=370' Tc=4.4 min CN=72 Runoff=1.83 cfs 0.128 af Link SL: Existing Total Link 6L: Proposed Total Inflow=8.97 cfs 0.719 af Primary=8.97 cfs 0.719 af Total Runoff Area = 2.266 ac_Runoff Volume = 1.441 af Average Runoff Depth = 7.63" 24.29% Pervious = 0.551 ac 75.71% Impervious = 1.716 ac

2025-01 HydroCAD NOAA 24-hr D. 100-Year Rainfall=8.66" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 40 2025-01 HydroCAD NOAA 24-hr D. 100-Year Rainfall=8.66" Prepared by Dynamic Engineering Printed 2/21/2025 HydroCAD® 10.20-6a s/n 08640 © 2024 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 1S: Existing Impervious [49] Hint: To<2dt may require smaller dt [47] Hint: Peak is 1564% of capacity of segment #4 Runoff = 7.45 cfs @ 12.10 hrs, Volume= 0.613 af, Depth= 8.42" 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_100-Year Rainfall=8.66" 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" Sheet Flow, Sheet Flow - BC ‘Smooth surfaces n= 0.011 P2=3.35" 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 07 73 0.0410 1.76 04 96 0.0470 © 4.40 43 267 Total Subcatchment 1S: Existing Impervious Hydrograph Flow (cfs) O12 34 8 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)