J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 17 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-A: MH-A to MH-B [43] Hint: Has no inflow (Outflow=Zero) 0.000 af 0.00 hrs, Volume= 0.00 cfs @ Primary = Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 0.00' @ 0.00 hrs Invert Outlet Devices 599.00' 12.0" Round Culvert L= 74.0' Ke= 0.500 Inlet / Outlet lnvert= 599.00’ / 598.00' S= 0.0135 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Device Routing Primary #1 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' TW=598.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond MH-A: MH-A to MH-B Hydrograph I I I • 1 s I t I I I 1 1 ( 1 1 1 I 1 I 1 1 1 I 1 I 1 1 1 I 1 1 1 I 1 I 1 r i i i i 1 i i i i i i i i i i i i i i i i i I i i i i i i i i i i i r . . . . . . 1 1 ) I I 1 1 I • 1 1 I 1 I l i • 1 1 1 1 1 1 * 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 I 1 , i i ' i r ■ -------- — --------------------- — ■ ■ ■ ■ ■ ■ t i i i i ; i ■ — - ■ t i Peak Elev=0.00' M I ! ! 12.0: Round Culvert M n=0.020 L=74.0' S=0.0135 T t 1 4 . . . — i i i i I I 1 1 1 1 1 1 i i 1 ( I , . . . I 111•1 i i I 1 I l • i i « i _! l _! I i l i i i • 1 i . _! _1 t . 1 • i i _____ ! • _! i t i 1 _! i _i l _! 1 1 f o im 0 1 l e 2 3 4 5 6 7 8 i _! . _1 1 _1 _i 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) _! _! 1 _' ' _ i l l

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange B_03 01 12 Printed 3/14/2012 Page 18 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-B: MH-B to MH-C [57] Hint: Peaked at 599.15' (Flood elevation advised) Inflow Area = = Inflow = Outflow Primary = 1.209 ac, 37.17% Impervious, Inflow Depth = 2.41" for 2 yr event 0.243 af Volume= 2.45 cfs @ 12.20 hrs, Atten= 0%, Lag= 0.0 min 0.243 af, Volume= 2.45 cfs@ 12.20 hrs, 0.243 af Volume= 2.45 cfs @ 12.20 hrs, Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 599.15' @ 12.20 hrs Device Routing Primary #1 Invert Outlet Devices 598.00' 12.0" Round Culvert L= 92.0' Ke= 0.500 Inlet / Outlet lnvert= 598.00' / 597.00' S= 0.0109 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=2.45 cfs @ 12.20 hrs HW=599.14' TW=597.91' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.45 cfs @ 3.41 fps) Pond MH-B: MH-B to MH-C Hydrograph ------i 2AFl.cI | 2.45 cfs P ■ Inflow | U Primary | Inflow Area=1.209 ac Peak Elev=599.15* 12.0 Round Culvert n=0.020 11=92.0' 5=0.0109 V i1 2 i i i i i 0- t 0 dtmmm mem 1 234567 7s. jnriHiiiHirr|liii|liii|tiii|)iii|>iii|<iiihiii|tiii|tiiirnii|tiii|iiii|<ni|tin|»n'i|^ 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) %

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 19 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-C: MH-Cto MH-D [57] Hint: Peaked at 597.91' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 1.209 ac, 37.17% Impervious, Inflow Depth = 2.41" for 2 yr event 2.45 cfs @ 12.20 hrs, Volume= 0.243 af 2.45 cfs @ 12.20 hrs, Volumes 0.243 af, Atten= 0%, Lag= 0.0 min 2.45 cfs @ 12.20 hrs, Volumes 0.243 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 597.91' @ 12.20 hrs Device Routing #1 Primary Invert Outlet Devices 597.00' 12.0" Round Culvert L= 205.0' Ke= 0.500 Inlet / Outlet Inverts 597.00'/ 592.70’ S= 0.0210 7' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=2.45 cfs @ 12.20 hrs HW=597.91' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.45 cfs @ 3.26 fps) Pond MH-C: MH-Cto MH-D Hydrograph I--------f i I l i l i ■ Inflow □ Primary 4S..cfe | 2.45 cfs V % 2 I Inflow Area=1.209 ac ;-4 Peak Elev=597.91' m | M 12.0" & m ■y. 0^ Round Culvert n=0.020 L=205.0* S=0.0210 T ' P ' I' I'' I !l ' " ' I ' I > Ml M J I 'l 'M ' I ' 11 .. 1 1 I |i M II I 1 1 || I I I M' ‘’ 1 'I' fl 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Type III 24-hr2yr Rainfall=3.42" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 20 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 3L: to MH D Inflow Area = Inflow = Primary = 2.316 ac, 21.40% Impervious, Inflow Depth = 2.21" for 2 yr event 3.57 cfs@ 12.24 hrs, Volume= 0.427 af 3.57 cfs @ 12.24 hrs, Volume= 0.427 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: to MH D Hydrograph —i—1—1—1—1 1 111111 3 57 r. 1 3.57 cfs 1 1 1 1 Inf I w Area=2.316 ac o i- — t iI 5 a 7////////////7, 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tims (hours) \' t m ■ Inflow k □ Primary | n

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 21 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Link 4L: to MH 11 Inflow Area = Inflow = Primary = 5.076 ac, 24.87% Impervious, Inflow Depth = 2.02" for 2 yr event 8.76 cfs @ 12.13 hrs, Volume= 0.855 af 8.76 cfs @ 12.13 hrs, Volume= 0.855 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: to MH 11 Hydrograph 1 “I ,.L B 7Pi r; l 8.76 cfs i i i i i i i i i i 1 Infl< A 1 i i i t l i .T-1 |1 11 I1 11 I1 li. . 11 ow re >a o 1 111 2 3 4 5 7 8 h Hni i|i i i i • =s.076 t ii i i i i * i i r i t i i ;j i i 1 ■ Inflow I □ Primary I c1C i 1 i 1 . •■ o-|4 i |iiii|iiii|iMi|^ni|'nn|<Triiiiii|riiii|iiii|^ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) i i i

Post Development West Orange B_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 22 Summary for Subcatchment 4: PO-DA 4 Runoff = 3.04 cfs @ 12.15 hrs, Volume= 0.265 af, Depth= 3.47" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" ★ * h Area (sf) CN Description 98 4,334 Impervious, HSG D 98 Gravel road, HSG D 5,398 Grass cover, Good, HSG D 14,366 80 78 Meadow, non-grazed, HSG D 15.808 84 39,906 Weighted Average 30,174 79 75.61% Pervious Area 24.39% Impervious Area 9,732 98 Tc (min) 9.6 Length (feet) 100 0.5 Description Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0500 0.17 Sheet Flow, 120 0.0830 4.32 Shallow Concentrated Flow, 0.7 145 0.0480 3.29 Shallow Concentrated Flow, 10.8 365 Total Grass: Dense n= 0.240 P2= 3.42" Grassed Waterway Kv= 15.0 fps Grassed Waterway Kv= 15.0 fps Subcatchment 4: PO-DA 4 Hydrograph •' ' ' * '* I I I Runoff! 3.04 cfs I 2 0 1 2 34 56 78 _ i___ — t— R Ru _ j — i— —i — i__ i—i —i_____ i__ i. : Type III 24-hr 10 yr i Rainfall-5.21" Runoff Area=39,906 sf noff Volume=0.265 af Runoff Depth=3.47" : Flow Length=365' : : i Tc=10.8 min CN= 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours)

Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 ©2009 HydroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 23 Summary for Subcatchment 5A: PO-DA 5A Runoff = 3.13 cfs @ 12.09 hrs, Volume= 0.241 af, Depth= 3.97" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" * * Area (sf) CN Description 15,734 98 Impervious, HSG D 8,318 80 Grass cover, Good, HSG D 7,713 78 Meadow, non-grazed, HSG D 88 Weighted Average 31,765 79 50.47% Pervious Area 16,031 15,734 98 49.53% Impervious Area Tc (min) 1.0 Length (feet) 150 Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0730 2.59 0.5 Description Sheet Flow, 135 0.0590 4.93 Shallow Concentrated Flow, 0.8 180 0.0330 3.69 Shallow Concentrated Flow, 0.2 34 0.0190 2.80 Shallow Concentrated Flow, 2.5 499 Paved Kv= 20.3 fps Total, Increased to minimum Tc = 6.0 min Smooth surfaces n= 0.011 P2= 3.42” Paved Kv= 20.3 fps Paved Kv= 20.3 fps Subcatchment 5A: PO-DA 5A Hydrograph 3.13 cfs / / / / 2- Type III 24-hr 10 yr Rainfall=5.21" Runoff Area=31,765 sf Runoff Volume=0.241 af Runoff Depth=3.97" Flow Length=499' Tc=6.0 min CN=79/98 vmmmt 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Post Development West Orange B_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 24 Summary for Subcatchment 5B: PO-DA 5B Runoff = 2.87 cfs @ 12.08 hrs, Volume= 0.225 af, Depth= 4.58" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" Area (sf) CN Description 16,509 98 Impervious, HSG D 91 Gravel, HSG D 6,800 80 Grass cover, HSG D 2,441 94 Weighted Average 25,750 88 35.89% Pervious Area 9,241 98 64.11% Impervious Area 16,509 * * * Length (feet) 150 Tc (min) 1.1 Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0530 2.28 Description Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" 0.3 110 0.0680 5.29 Shallow Concentrated Flow, 0.5 95 0.0260 3.27 Shallow Concentrated Flow, 1.9 Paved Kv= 20.3 fps 355 Total, Increased to minimum Tc = 6.0 min Paved Kv= 20.3 fps Subcatchment 5B: PO-DA 5B Hydrograph i- - - - - - i- - - - - - - 1- - - - - - i- - - - - - - I i---- 1 L- L _ J 87 cfs : Type III 24-hr 10 yr M Rainfall=5.21" Runoff Area=25,750 sf unoff Volume=0.225 af i Runoff Depth=4.58" : : Flow Length=355' / R / i O LL - i- J - | - L . ] JT<x=6:0min j ! M ! CN=88/98 0 1 2 34 56 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tims (hours)

Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc, HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 25 Summary for Subcatchment 6: PO-DA 6 0.795 af, Depth= 3.36" 8.46 cfs @ 12.19 hrs, Volume= Runoff = Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 yr Rainfall=5.21" Area (sf) 13,009 47,083 39,774 853 22,963 123,682 110,673 13,009 * * * CN 98 85 80 78 73 82 81 98 Description Impervious, HSG D Yard stone, HSG D Grass cover, Good, HSG D Meadow, non-grazed, HSG D Brush, Good, HSG D Weighted Average 89.48% Pervious Area 10.52% Impervious Area Slope Velocity (ft/ft) (ft/sec)(cfs) Tc (min) Length (feet) 9.6 100 0.0500 0.17 0.3 80 0.0880 4.45 0.2 40 0.3130 2.80 0.2 30 0.0330 2.92 4.0 296 0.0060 1.25 14.3 546 Total Capacity Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Woodland Kv= 5.0 fps Shallow Concentrated Flow, Unpaved Kv= 16.1 fps Shallow Concentrated Flow, Yard stone Unpaved Kv= 16.1 fps

Post Development West Orange B_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 26 Subcatchment 6: PO-DA 6 Hydrograph t--; i r - r 1—J --- ; --- i i ~ t ~ i i i t ~ 46 cfs I ; Type III 24-hr 10 yr - i- - i - -i - -i- - i- - Rainfall=5.21 V Runoff Ared=123.682 sf Runoff Volume=0.795 af Runoff pepth=3.36" ■ 4 -! -i f t Flow Length=546' t i i i - I I m « 5 - ■1 1 i i i i i i . ; j. j. L j Tc=14.3 min L _ ! ! ; i: Li cn=8i/98 _ 2I - 0 1 2 3 4 56 7 8 --1 L-1- i _• _ _ — I _I _ J _ _ L [trrn i< 1111"' 11111 ■ i ' m .... ............................................................................................................................................................................................................................ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) (