J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 2 yr Rainfall=3.42" Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Printed 3/4/2012 Page 17 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Reach 15R: CB-5 to CB-4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = Inflow = 3 Outflow 0.464 ac, 86.67% Impervious, Inflow Depth = 2.97" for 2 yr event 1.45 cfs @ 12.08 hrs, Volume= 0.115 af 1.44 cfs @ 12.09 hrs, Volume3 0.115 af, Atten= 1%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity3 5.00 fps, Min. Travel Time3 0.8 min Avg. Velocity 3 1.64 fps, Avg. Travel Time3 2.5 min Peak Storage3 70 cf @ 12.09 hrs Average Depth at Peak Storage3 0.39' Bank-Full Depth3 1.00', Capacity at Bank-Full3 4.39 cfs 12.0” Round Pipe n= 0.025 Corrugated metal Length3 245.0' Slope3 0.0561 7' Inlet Invert3 610.00', Outlet Invert3 596.25' © Reach 15R: CB-5 to CB-4 Hydrograph 1-45. cfs] 1.44 cfs I Inflow I I Outflow! Inflow Area=0.464 ac A vg . Flow Depth=0.39* Max Vel=5.00 fps 1:2.0" Round Pipe i n=0.025 | L=245.0’ S=0.0561; 7; Ca P acity=4.39 cfs 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)

Pre-Development West Orange with ponds 2 Type III 24-hr 2 yr Rainfall=3.42" Printed 3/4/2012 Page 18 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond 10P: CB-2 to CB-1 [57] Hint: Peaked at 593.94' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = Secondary = 8.995 ac, 28.42% Impervious, Inflow Depth = 1.81" for 2 yr event 9.82 cfs@ 12.09 hrs, Volume= 1.357 af 9.82 cfs@ 12.09 hrs, Volumes 1.357 af, Atten= 0%, Lag= 0.0 min 3.84 cfs@ 12.09 hrs, Volumes 1.210 af 5.98 cfs@ 12.09 hrs, Volumes 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 593.94' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 590.00' 12.0" Round Culvert L= 330.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Inverts 590.00' / 578.00' S= 0.0364 T Cn= 0.900 n= 0.025 Corrugated metal #2 Secondary 593.75' 30.0’ long x 10.0’ breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.84 cfs @ 12.09 hrs HW=593.94' TW=578.83' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.84 cfs @ 4.89 fps) Secondary OutFlow Max=5.97 cfs @ 12.09 hrs HW=593.94' TW=590.34' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 5.97 cfs @ 1.07 fps) Pond 10P: CB-2 to CB-1 Hydrograph ■ Inflow □ Outflow B Primary B Secondary --,l 0 R? rfs ; 9.82 cfs - Inf low Arrea-8.995 ac Peak Eleiv=593i94< % !i _ i_ _ i_ 5.98 c s2 .L _ _ l__ I__ L 3 _ cfs vrv. 0- m 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours) —i I ___L _ L

Type III 24-hr 2 yr Rainfall=3.42" Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Printed 3/4/2012 Page 19 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond 12P: (new Pond) [57] Hint: Peaked at 579.29' (Flood elevation advised) [62] Hint: Exceeded Reach 10R OUTLET depth by 0.51' @ 12.15 hrs Inflow Area = Inflow = Outflow = Primary = Secondary = 15.341 ac, 24.96% Impervious, Inflow Depth = 2.05" for 2 yr event 22.88 cfs@ 12.15 hrs, Volume= 2.621 af 22.88 cfs @ 12.15 hrs, Volume= 2.621 af, Atten= 0%, Lag= 0.0 min 22.88 cfs@ 12.15 hrs, Volume= 2.621 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= 579.29' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 576.00’ 24.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet lnvert= 576.00' / 574.00' S= 0.0222 V Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Secondary 580.00' 100.0’ long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=22.87 cfs @ 12.15 hrs HW=579.29' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 22.87 cfs @ 7.28 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=576.00' "^-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) TW=0.00' (Dynamic Tailwater)

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Type III 24-hr 2 yr Rainfall=3.42" HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 20 Printed 3/4/2012 Pond 12P: (new Pond) Hydrograph .—,—,—j—,—;—|—|—r—i—;—r* i i i i i— i— — iIiiilIiiiii I 99 rfs 99 cfa i- 22.88 cfs __L 24 i i i i— — t r- i — i i i i— r--r- Inflow Area=15.341 ac Peak Elev=579.29? . - L - l _I ----------------- I ___________ L _ l ________I ___________ L - L - L - L . _ L - I_I__ 22 20 18- Z 12 rrr . _ I ______- .L 0.00 mm m 0 1 2 34 56 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 E3 Outflow ■ Primary ■ Secondary mm L .. L - 1

Pre-Development West Orange with ponds 2 Prepared by TRC Engineers, Inc. Type III 24-hr 2 yr Rainfall=3.42" HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 21 Summary for Pond 15P: Yard Area Ponding [57] Hint: Peaked at 599.09' (Flood elevation advised) [62] Hint: Exceeded Reach 15R OUTLET depth by 2.63' @ 12.60 hrs Inflow Area = Inflow = Outflow = Primary = Secondary = 6.124 ac, 27.47% Impervious, Inflow Depth = 2.09" for 2 yr event 9.84 c f s @ 12.20 hrs, Volume= 1.068 af 9.84 cfs @ 12.20 hrs, Volume= 1.068 af, Atten= 0%, Lag= 0.0 min 3.06 cfs @ 12.70 hrs, Volume= 0.827 af 7.09 cfs @ 12.20 hrs, Volume3 0.242 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 599.09' @ 12.20 hrs Device Routing Invert Outlet Devices #1 Primary #2 Secondary 594.92' 12.0" Round Culvert L= 220.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert3 594.92'/ 590.25' S3 0.0212'/' Cc= 0.900 n= 0.025 Corrugated metal 599.00' 100.0’long x 10.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.75 cfs @ 12.70 hrs HW=598.97' TW=593.76' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.75 cfs @ 3.50 fps) Secondary OutFlow Max=7.09 cfs @ 12.20 hrs HW=599.09' TW=590.35' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 7.09 cfs @ 0.76 fps)

Type III 24-hr 2 yr Rainfall=3.42" Pre-Development West Orange with ponds 2 Printed 3/4/2012 Page 22 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond 15P: Yard Area Ponding Hydrograph 'r r jL9 A4 rfs 9.84 cfs r — r - — I ----i ------------------ Inflow - i— r - - r — Area-6.124 !4Peak;E:iev=5g9.09' 09 cfs Flow (cfs) __ I____L_L ‘ cfs 3. 10 1 2 34 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) *■ ac ■ Inflow □ Outflow ■ Primary M Secondary

Type III 24-hr 2 yr Rainfall=3.42" Pre-Development West Orange with ponds 2 Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 23 Summary for Link Discharge: Analysis Point A Inflow Area = Inflow = Primary = 15.753 ac, 24.92% Impervious, Inflow Depth = 2.04" for 2 yr event 23.25 cfs @ 12.15 hrs, Volume= 2.684 af 23.25 cfs @ 12.15 hrs, Volume= 2.684 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link Discharge: Analysis Point A Hydrograph T1 26 9fi nfsj rt1 23.25 cfs 24- 1 t 1 i i i 1 l < l i i 1 i i • i 1 i i i i • i i • i i • i i i i i i i i ■ Inflow k i i • i ■ Primary! Inflow ^rea=15.753 ac -- i • i _; 20: i i 18- - 16: £ 14: u. I r ! — ---- 1 t 1 1 12: 10 8: 6: ---- 1 I t i i i i i i i i i i i • i i i • • i i i i i i i ----L ------------ _ J _ J j_ _ I . _ I— i - L - 1- - J - . 1 ----• 1 1 1 1 1 1 1 1 i i i i i i 1 1 1 1 1 1 1 1 1 * ---- --------------------- 1 1 ---- 1 --- V- - - 41- - ----------------I - - I -------I I I 1 1 1 1 1 1 1 1 1 i l l 1 1 1 1 1 1 1 1 1 ~—r— t“ *i —i- -t- “ r * T ~ ~ I I I i i i i i i i 1 i i i i i i i i i i -------- T ' | — 1r - t* - t• - • « — i — r “ t - i " ~ i — i l l 1 1 i 7 ~ 1 ’ " i i i i - 1 . i - 22-; i i i i i i i • i i i i i i i i i i i i t i i i i i i i i i i i i I. . X . - I . _ . 1 _I ----I . 4: 2: 0 01 || 234 5 6 7 8 1 1 1 1 1 i I I 1 1 | i n ' i r w i f r i r i f i m | ¥ H i p i i i p m p h i | t 11 n m i | t n i | i h i | » n i i m i j i 1 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Pre-Development West Orange with ponds 2 Type III 24-hr 10 yr Rainfall=5.21" Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 24 Summary for Subcatchment 1S: EX-DA 1 4.66 cfs @ 12.24 hrs, Volume= Runoff Runoff by SCS TR-20 method, Type III 24-hr 10 yr Rainfall=5.21" UH=SCS, Split 0.486 af, Depth= 3.20" Pervious/Imperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description * * 11,158 661 53,293 14.189 98 98 79 73 Paved road, HSG D Gravel road, HSG D Woods/grass comb., Good, HSG D Brush, Good, HSG D 79,301 67,482 11,819 81 78 98 Weighted Average 85.10% Pervious Area 14.90% Impervious Area Tc (min) Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 16.9 150 0.0270 0.15 Sheet Flow, 1.3 270 0.0520 3.42 Shallow Concentrated Flow, 18.2 420 Total Grass: Dense n= 0.240 P2= 3.42" Grassed Waterway Kv= 15.0 fps Subcatchment 1S: EX-DA 1 Hydrograph L _ J _ J t___ L _ J ________ __ I ___ X - J________ - L _ J ____________ * _ - _1_I___!_1 _!_______ I_____I_____ L 66 cfs ;Type;lll 24-hr 10;yr Rainfall^S^I'!'’ Rundff Area-79,301: sf R uhoff; Vol;ume=0.486; af ; Runoff bepth=3.20':' Flow Length-420' Tc;=18L2; niirt I :CN=78/98 3- 0 \mm 1 2 |*ll II ft II l|*ll ll'|t II H 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 Time (hours) dt= 0.01 hrs

Pre-Development West Orange with ponds 2 Type III 24-hr 10yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/4/2012 Page 25 Summary for Subcatchment 2S: EX-DA2 Runoff = 1.00 cfs @ 12.31 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 10 yr Rainfall=5.21" UH=SCS, 0.116af, Depth= 3.38" Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, Area (sf) CN Description h h 4,190 10,038 3,705 98 Paved road, HSG D 80 Grass, Good, HSG 73 Brush, Good, HSG D 17,933 13,743 4,190 83 Weighted Average 78 76.64% Pervious Area 98 23.36% Impervious Area Tc (min) Length (feet) 21.8 150 Slope Velocity Capacity (ft/ft) (ft/sec) 0.0400 D Description (cfs) Sheet Flow, 0.11 Woods: Light underbrush n= 0.400 P2= 3.42" 1.1 240 0.0630 22.9 390 Total Shallow Concentrated Flow, 3.76 Grassed Waterway Kv= 15.0 fps Subcatchment 2S: EX-DA2 Hydrograph 1.00 cfs Type III 24-hr 10 yr i Rainfall=5.21" Runoff Area=17,933 sf Runoff; Volume=0.116 af Runoff Depth=3.38" Flow Length=390' 4 I I I I I I I“l i l t Tc=22.9 min CN=7 8/98 1 2 ---- 2 3 4 5 6 7 B 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

Pre-Development West Orange with ponds 2 Type III 24-hr 10yr Rainfall=5.21" Prepared byTRC Engineers, Inc. Printed 3/4/2012 Page 26 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EX-DA 3 Runoff = 12.28 cfs @ 12.09 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 10 yr Rainfall=5.21" h * ★ * UH=SCS, Split 0.922 af, Depth= 3.85" Pervious/lmperv., Area (sf) CN Description 3,042 35,019 29,686 30,906 26.372 98 98 91 80 78 Impervious, HSG D Gravel road, HSG D Gravel, HSG D Grass, Good, HSG D Meadow, non-qrazed, HSG D 125,025 86,964 38,061 88 83 98 Weighted Average 69.56% Pervious Area 30.44% Impervious Area Time Span= 0.00-30.00 Tc (min) Length (feet) 4.0 150 0.0070 0.63 Sheet Flow, Gravel Storage Area 1.6 350 0.0600 3.67 Shallow Concentrated Flow, hrs, Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) n= 0.020 P2= 3.42" Grassed Waterway Kv= 15.0 fps 5.6 500 Total, Increased to minimum Tc = 6.0 min Subcatchment 3S: EX-DA 3 i--r 12 28 cfs i 12 Hydrograph I--i i------ i----- 1 "I / L- i__ J- _ 10 ✓ . 1. J _ J / —8 r r l 7- _ 1 ____ I ___ I ___• L . i— r 4 5 6 7 Type: III 24*hr 10 yr Rainfall=5.21V Runoff Area=125,025 sf Runoff; Volume=0.922 af : ! Runoff Depth=3.85':' "T tlow Length-500' Tc=6.0 min CN=83/98 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) ___ ■ _ L _ r - r —i — .. L _ ! _ I r-i dt= 0.01 hrs