J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 43 Pond Basin2: Basin 2 Hydrograph — I 4 03 cfs 4.02 cfs f"1 Inflow Area=0.721 ! Peak Elev=598;78' T1 Storage=1,660 cf 3.76 cfs 3 ■S 2- II - fs A 0+ ac iwrrri PI 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) ■ Inflow □ Outflow ■ Primary M Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 44 Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 6.61" for 100 5.54 cfs@ 12.11 hrs, Volume= 0.522 af 5.39 cfs @ 12.15 hrs, Volume= 0.427 af, Atten= 3%, 0.12 cfs@ 12.15 hrs, Volume= 0.122 af 5.26 cfs@ 12.15 hrs, Volume= 0.304 af yr event Lag= 2.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.99' @ 12.15 hrs Surf.Area= 2,864 sf Storages 5,484 cf Plug-Flow detention time= 137.9 min calculated for 0.427 af (82% of inflow) Center-of-Mass det. time= 64.9 min ( 883.5 - 818.6 ) Volume Invert Avail.Storage Storage Description #1 5,523 cf Custom Stage Data (Prismatic)Listed below (Recalc) 592.00’ Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 592.00 593.00 594.00 595.00 1,026 1,392 2,181 2,873 0 1,209 1,787 2,527 Cum.Store (cubic-feet) 0 1,209 2,996 5,523 Device Routing Invert Outlet Devices #1 Primary 590.50' #2 #3 Device 1 Device 2 593.50’ 594.50' #4 Secondary 594.75' 15.0" Round Culvert L= 47.0' Ke= 0.500 Inlet / Outlet lnvert= 590.50' / 589.50' S= 0.0213 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 2.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 14.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0’ Crest Height Primary OutFlow Max=0.12 cfs @ 12.15 hrs HW=594.99' TW=589.40' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 10.02 cfs potential flow) 2=Orifice (Orifice Controls 0.12 cfs @ 5.70 fps) 3=Grate (Passes 0.12 cfs of 8.88 cfs potential flow) Secondary OutFlow Max=5.26 cfs @ 12.15 hrs HW=594.99' TW=589.40' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir (Weir Controls 5.26 cfs @ 1.59 fps)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 45 Pond Basin3: Basin 3 Hydrograph 5.54 cfs 5.39 cfs Inflow Area=0.949 ac & 5.26 cfs i — i - i iiiiiiw J . . . i Peak Elev=594.99' Storage=5,484 cf f i i i - 5 o 01 i n 11111,11 p 111111>, mmim 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) •■■• ■ Inflow □ Outflow ■ Primary m Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 46 Summary for Pond Basin4: Basin 4 Inflow Area = Inflow = Outflow = Primary = Secondary = 1.146 ac, 46.51% Impervious, Inflow Depth = 5.59" for 100 yr event 6.59 cfs @ 12.13 hrs, Volume= 0.534 af 5.24 cfs@ 12.27 hrs, Volume= 0.440 af, Atten=21%, Lag= 8.4 min 0.28 cfs @ 12.27 hrs, Volume= 0.218 af 4.96 cfs @ 12.27 hrs, Volume= 0.222 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 590.00'@ 12.27 hrs Surf.Area= 2,582 sf Storage= 5,305 cf Plug-Flow detention time= 133.0 min calculated for 0.440 af (82% of inflow) Center-of-Mass det. time= 52.9 min ( 916.9 - 864.1 ) Volume Invert #1 Avail.Storage Storage Description 5,305 cf Custom Stage Data (Prismatic)Listed below (Recalc) 587.00' Elevation Surf.Area (feet)(sq-ft) (cubic-feet)(cubic-feet) 1,002 1,498 2,015 2,582 587.00 588.00 589.00 590.00 Device Routing Inc.Store 0 1,250 1,757 2,299 Cum.Store 0 1,250 3,007 5,305 Invert Outlet Devices #1 Primary 585.00' #2 #3 Device 1 Device 2 588.50' 589.50' #4 Secondary 589.75' 15.0" Round Culvert L= 37.0' Ke= 0.500 Inlet / Outlet lnvert= 585.00' / 584.00' S= 0.0270 7* Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 12.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.28 cfs @ 12.27 hrs HW=590.00' TW=584.73’ (Dynamic Tailwater) 1=Culvert (Passes 0.28 cfs of 11.41 cfs potential flow) 2=Orifice (Orifice Controls 0.28 cfs @ 5.65 fps) 3=Grate (Passes 0.28 cfs of 9.30 cfs potential flow) Secondary OutFlow Max=4.96 cfs @ 12.27 hrs HW=590.00' TW=584.73' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir (Weir Controls 4.96 cfs @ 1.65 fps)

Type III 24-hr 100 yr Rainfall=8.72" Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 47 Printed 3/14/2012 Pond Basin4: Basin 4 Hydrograph 6t J- J54 3-r i i 1 1 1 Inf lowi Are i i Peak E i S3 ■---------•---- l---- 1. i i i l 6.59 Cfs s 11 11 ii i i 11 i i i < i i < > ii i i t T V“l" 5.24 cfs 11 i 11 11 4.96 cfs I 1 1 1 1 • i 1 1 11 i 1 1 1 1 i i 1 1 • • 1 i t 1 1 1 i 1 11 1 • i i 1 1 I i 1i 1 i i 1 1 i 1 1 1 i1 l I t i i Storages i i i i i i i i i i i i i i i 1 1 1 i i 1 l 1 i i i i i • i i i i i i i i 14 01 2 3 4 5 6 7 i * i i i ■ Inflow □ Outflow ■ Primary 9 Secondary .146 ac =590.00’ 5,305 cf t i i i i i i i 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) i t • 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 i i i i i i i i i i i i i i.i i i r . i •

Post Development West Orange A_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 48 Summary for Pond Basin5: Basin 5 Inflow Area = Inflow = Outflow = Primary = Secondary = 1.432 ac, 40.59% Impervious, Inflow Depth 3 4.98" for 100 yr event 6.17 cfs@ 12.27 hrs, Volume= 0.595 af 5.34 cfs @ 12.35 hrs, Volume= 0.505 af, Atten= 13%, Lag= 5.0 min 5.34 cfs @ 12.35 hrs, Volume= 0.505 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 584.85' @ 12.35 hrs Surf. Area3 2,904 sf Storage3 4,851 cf Plug-Flow detention time= 113.7 min calculated for 0.505 af (85% of inflow) Center-of-Mass det. time3 41.7 min ( 925.7 - 884.0 ) Volume Invert #1 Avail.Storage Storage Description 5,308 cf Custom Stage Data (Prismatic)Listed below (Recalc) 582.00' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 582.00 583.00 584.00 585.00 431 1,497 2,068 3,055 0 964 1,783 2,562 Cum.Store (cubic-feet) 0 964 2,747 5,308 Device Routing Invert Outlet Devices #1 Primary 580.50' #2 Device 1 584.50' #3 Secondary 585.00’ 15.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert3 580.50' / 580.00' S3 0.0077 7 Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 12.0' Crest Height Primary OutFlow Max=5.34 cfs @ 12.35 hrs HW=584.85' TW=0.00' 1=Culvert (Passes 5.34 cfs of 8.28 cfs potential flow) 2=Grate (Weir Controls 5.34 cfs @ 1.92 fps) (Dynamic Tailwater) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=582.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Type III 24-hr 100 yr Rainfall=8.72" Printed 3/14/2012 Page 49 Pond Basin5: Basin 5 Hydrograph i—i— -—i—i—r l■r ii ■ Innow | 6.17 Cfs I I i t 7 t IlI II I EH Outflow Inflow Area=1 iiiiii .432 ac Peak Elev =584.85' Storage= 4,851 cf 5 34 8- / 5.34 cfs .. 5- - | ------ j - | - - | . / S '* 2 4~ 3_____ ■ * > 5 2 3- / / 2- 7 / 1- r Jmm 0.00 cfs | 0 1 2 3 4 5 S 7 3 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Tima (hours) A ■ Primary ■ Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 100 yr Rainfall=8.72" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 50 Summary for Link 1L: to CB 1 Inflow Area = Inflow = Primary = 1.432 ac, 40.59% Impervious, Inflow Depth = 4.23" for 100 yr event 5.34 cfs @ 12.35 hrs, Volume= 0.505 af 5.34 cfs @ 12.35 hrs, Volume= 0.505 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: to CB 1 Hydrograph III : ■ “ P " t -!■■■ ■ Inflow B Primary | I R rfc I ' 5.34 cfs r-11•- Area - — __i i. __ I__ L _ ° 01 2 3 45 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) 1.432 |

Post Development West Orange A_03 01 12 NJ DEP 2-hrNJDEP RainfalM.25" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 1A: 1A Runoff = 0.22 cfs @ 1.13 hrs, Volume= Runoff by SCS TR-20 method, NJ DEP 2-hr NJDEP Rainfall=1.25" UH=SCS, Split 0.007 af, Depth= 0.29" Pervious/lmperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description ★ 2,107 10.364 98 78 Impervious, HSG D Meadow, non-grazed, HSG D 12,471 10,364 2,107 81 78 98 Weighted Average 83.10% Pervious Area 16.90% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 4.3 70 0.1860 0.27 Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, 0.4 70 0.0429 3.11 Grassed Waterway Kv= 15.0 fps 4.7 140 Total, Increased to minimum Tc = 6.0 min Subcatchment 1A: 1A Hydrograph 24-/^ -; |0.22 cfs ■ pr -L.1__ ____ L _ i _ - . 1 ___________t _ 1 _ J _ 0.21 J.29.19- ri 0.184 0.17- it / / 0.160.15-: - 0.14-: rt . ,L-i_- u 0.13 . . J 0.12 2 0.11 3.1 0.090.084 0.074 0.064 ..L J. - J - - ____I NJ DEP 2-hr NJDEP Rainfall=1.25" Runoff Area=12,471 sf Runoff Volume=0.007 af Runoff Depth=0.29" Flow Length=140' Tc=6 0 min CN=78/98 3.050.044 ,i.j 0.034 L . J 0.02 0.01 0 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) dt= 0.01 hrs

Post Development West Orange A_03 01 12 NJ DEP 2-hrNJDEP Rainfall=1.25" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 52 Summary for Subcatchment 1B: 1B Runoff = 0.17 cfs @ 1.13 hrs, Volume= Runoff by SCS TR-20 method, UH=SCS, Split NJ DEP 2-hrNJDEP Rainfall=1.25" 0.005 af, Depth= 0.32" Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Area (sf) CN Description * 1,769 6,795 98 78 Impervious, HSG D Meadow, non-grazed, HSG D 8,564 6,795 1,769 82 78 98 Weighted Average 79.34% Pervious Area 20.66% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.4 40 0.2500 0.28 0.3 55 0.0360 2.85 2.7 95 Total, Increased to minimum Tc = 6.0 min Sheet Flow, Grass: Dense n= 0.240 P2= 3.42' Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Subcatchment 1B: 1B Hydrograph -—r ~r i .17cfs -i-1,-0.16 0.150.140.13- 0.12_ 0.11- i • i i i _I_ ____ I __L _ J ________ I _____I ___ L _ i _______ I ____ I ___ L _ 1 ______ I ____ ____ I ____ ! _ J > _ I I ____ 1 L _ J l _ _ l L _ i _ J I I 1 I I I l I I _ l ______ I L _ i I 1 L _ i r I I I I 1 I I I I I | NJ DEP 2-hr NJDEP i i fRainfall=i25'' i i l i i .i l I l Runoff Area=8,564 sf ■ r ■ *• v / Runoff Volume=0.005 af t - r - t * "i” ~r ~ r - - *r - r * i - “ - -r “r *■ r - -i* — i — i — r 1 — l — i — r ~ r — i —Runoff Depth=0.32" - | -- — r — i — i ----------------i — r — i --------------r Flow Length=95' - -1-1 - - i 1---------------i ----------------1---------------r - r -------1--------------: 2 : Tc=6.0 min ----U :!: i±: CN=: / _L _ L _ 1 _ _ I I i l t i . J ____ 1 __! __1 . J _ _ t 1 0.1 - i o. r 0.08-. 0.070.060.05- - r - -f— -i-------t- - -i - -*------------1------r - -t —i--------------1------r —- - t --------- 1 -----t — -4— - ------ W — 4 — -4- 0.040.03-; I ___L _ t _ _ 0.02- _____ L _ J _________ I ____( ____L - J . . i - J . . 1 _ J __ I __________ * __________ L - J _______ 0.01o-* 234567 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)