J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hr NJDEP Rainfall= 1.25" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Page 63 Pond Basin4: Basin 4 Hydrograph ■ Inflow □ Outflow ■ Primary M Secondary 0.17 cfs 0 13 t Inflow Area=1.146 ac Peak Elev=587.22' U- »• -> - w - w - V- - »- -T- Storage=228 cf L _ I L_ L - L - - 1 - - 0.17 3 16 0.15 0.14 0.13 . J _ J _ i _ . . . . . . . 0.12^ - 0.11- l.l.l.L.l L . L . L . i- t « 0.1- r - r i 0.09o r o.o8- X,i i - L _ L - 0,070.060.05• r 0.04- 0 03 n nn r j n nn r.fe 0.00 cfs 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Time (hours) 19 20 22 23 24 25 26 27 28 29 30 ■

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. NJ DEP 2-hrNJDEP Rainfall=1.25" Printed 3/14/2012 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Page 64 Summary for Pond Basin5: Basin 5 Inflow Area = Inflow = Outflow = Primary = Secondary = 1.432 ac, 40.59% Impervious, Inflow Depth = 0.06" for NJDEP event 0.22 cfs @ 1.13 hrs, Volume= 0.007 af 0.00 cfs@ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 cfs @ 0.00 hrs, Volume3 0.000 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= 582.45’ @ 2.34 hrs Surf.Area= 906 sf Storage3 298 cf Plug-Flow detention time3 (not calculated: initial storage excedes outflow) Center-of-Mass det. time3 (not calculated: no outflow) Volume Invert Avail-Storage Storage Description #1 582.00' 5,308 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation (feet) 582.00 583.00 584.00 585.00 Surf.Area (sq-ft) 431 1,497 2,068 3,055 Device #1 Routing Primary Invert 580.50’ #2 Device 1 584.50' #3 Secondary 585.00' Inc.Store (cubic-feet) 0 964 1,783 2,562 Cum.Store (cubic-feet) 0 964 2,747 5,308 Outlet Devices 15.0" Round Culvert L= 65.0’ Ke= 0.500 Inlet / Outlet Invert3 580.50' / 580.00' S= 0.0077 T 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=0.00 cfs @ 0.00 hrs HW3582.00' TW30.00’ (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.19 cfs potential flow) 2=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=582.00' TW=0.00’ 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) (Dynamic Tailwater)

Post Development West Orange A_03 01 12 NJ DEP 2-hr NJDEP Rainfall-1.25 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 65 Printed 3/14/2012 Pond Basin5: Basin 5 Hydrograph yi- yr > i i i 0.22 cfs S i —. • h ■ - ■ - i ■ — y - r• V • t - t - T-T-*r-*T“T-r“r- TV1-1- / i t » ✓ / 0.24: - y/ */ 4-i - 4 . - 4 - X - i . - 4 . . ,✓ ; 4 - I 0.27 / '✓ * 0.18-. y , */ 0.16: * / / 0.14- ' 7 / 0.12: 7* ' 7 f 0.1: ___ I — X - 4 — — 4 — L — L 7 7 7 0.08✓ y r “ t “ r “ r / 0.06- 0.04 7* jCLQCLcfs ✓ j i i i i i t i— Inflow Area=1.432 ac Peak Elev=582.45' Storage=298 cf i 7 / // 0.22- ■ ... r - r - r r F l n nn n& 0.00 cfs 0 1 2 34 5 67 8 9 10 11 12 13 14 1S 16 17 18 19 20 21 22 23 24 2S 26 27 28 29 30 i - k - L - L . . . ■ Inflow i—r~□ Outflow ■ Primary B Secondary

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 66 Summary for Link 1L: to CB 1 Inflow Area = Inflow = Primary = 1.432 ac, 40.59% Impervious, Inflow Depth = 0.00" for NJDEP event 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 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 h-------------r n—i—r Hydrograph 'I T ~ - I - 1 ----- T 1 1 1 1 1 1 Inflow Area=1.432 ac 1 nna, o.oo cfs 0 vz 0 1 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 Tima (hours) ■ Innow 1 ■ Primary |

5A 5B PO-DA 5A PO-DA PO-IIA 6 A A to MH4 4L —>/^b\—o/wb\— to MH 11 MH^fo MH5 MH5toMH6 MH 6 to MH 11 MH-7 to MH-11 A-»A 3L MH-2 to MH-3 M H ’ 3 t 0 M H " 4 Reach v / MH-A to MH-B Pone Link to MH-C MH-Cto MH-D to MH D 9C 9A PO-DA 9C PO-DA 9A Drainage Diagram for Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc., Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC

Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed Page 2 3/14/2012 Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Fill (inches) 1 2 3 4 5 6 7 8 9 10 MH-1 MH-2 MH-3 MH-4 MH-5 MH-6 MH-7 MH-A MH-B MH-C 603.20 604.00 603.20 602.20 599.90 597.60 596.50 599.00 598.00 597.00 602.20 603.20 602.20 599.90 597.60 596.50 592.80 598.00 597.00 592.70 15.0 34.0 50.0 85.0 66.0 45.0 360.0 74.0 92.0 205.0 0.0667 0.0235 0.0200 0.0271 0.0348 0.0244 0.0103 0.0135 0.0109 0.0210 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 12.0 12.0 12.0 18.0 18.0 18.0 30.0 12.0 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 3 Summary for Subcatchment 4: PO-DA 4 Runoff = 1.66 cfs@ 12.15 hrs, Volume= 0.146 af, Depth= 1.91" 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 2 yr Rainfall=3.42” Area (sf) 4,334 5,398 14,366 15,808 39,906 30,174 9,732 * * * CN 98 98 80 78 84 79 98 Description Impervious, HSG D Gravel road, HSG D Grass cover, Good, HSG D Meadow, non-grazed, HSG D Weighted Average 75.61% Pervious Area 24.39% Impervious Area Tc (min) 9.6 Length (feet) 100 0.5 120 0.0830 4.32 0.7 145 0.0480 3.29 Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0500 0.17 Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 10.8 365 Total Subcatchment 4: PO-DA 4 Hydrograph 1.66 cfs Type III 24-hr 2 yr Rainfall=3.42" Runoff Area=39,906 sf Runoff Volume-0.146 af Runoff Depth=1.91" Flow Length=365' Tc=10.8 min CN=79/98 T ~ l □1 0- 4 8 ................ I' "M'l 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 Printed 3/14/2012 Page 4 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 5A: PO-DA 5A Runoff = 1.84 cfs@ 12.09 hrs, Volume= 0.142 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= O.OO-30.OO hrs, dt= 0.01 hrs Type III 24-hr 2 yr Rainfall=3.42" Area (sf) CN Description 15,734 98 Impervious, HSG D 8,318 80 Grass cover, Good, HSG D 7,713 78 Meadow, non-qrazed, HSG D 88 Weighted Average 31,765 79 16,031 50.47% Pervious Area 15,734 98 49.53% Impervious Area * h Tc (min) 1.0 Length (feet) 150 Slope Velocity (ft/ft) (ft/sec) 0.0730 2.59 Capacity Description (cfs) Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" 0.5 135 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 Total, Paved Kv= 20.3 fps Paved Kv= 20.3 fps Paved Kv= 20.3 fps Increased to minimum Tc = 6.0 min Subcatchment 5A: PO-DA 5A Hydrograph i---- !—i—i—r r - r ■ 84 cfs f r~ r - l 1 8 Type III 24-hr 2 yr RainfalN3.42" Runoff Area=31,765 sf Runoff Volume=0.142; af Runoff Depth=2.34" Flow Length=499' Tc=6.0 min CN=79/98 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tims (hours)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange B_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 5 Summary for Subcatchment 5B: PO-DA 5B Runoff = 1.80 cfs@ 12.08 hrs, Volume= 0.139 af, Depth= 2.83" 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 2 yr Rainfall=3.42" * * * Area (sf) CN Description 16,509 98 Impervious, HSG D 6,800 91 Gravel, HSG D 2,441 80 Grass cover, HSG D 25,750 94 Weighted Average 9,241 88 35.89% Pervious Area 98 64.11% Impervious Area 16,509 Tc (min) 1.1 Length (feet) 150 0.3 110 0.0680 5.29 Shallow Concentrated Flow, 0.5 95 0.0260 3.27 Shallow Concentrated Flow, Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) 0.0530 2.28 Description Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" Paved Kv= 20.3 fps 1.9 Paved Kv= 20.3 fps 355 Total, Increased to minimum Tc = 6.0 min Subcatchment 5B: PO-DA 5B Hydrograph 1.80 cfs > / / 8 Type III 24-hr 2 yr Rainfall=3.42" Runoff Area=25,750 sf Runoff Volume=0.139 af Runoff Depth=2.83" Flow Length=355' Tc=6.0 min CN=88/98 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 Printed 3/14/2012 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pggeg Summary for Subcatchment 6: PO-DA 6 Runoff = 4.52 cfs @ 12.19 hrs, Volume= 0.427 af, Depth= 1.81" 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 2 yr Rainfall=3.42" Area (sf) 13,009 47,083 39,774 853 22,963 123,682 110,673 13,009 * ★ ★ CN Description 98 Impervious, HSG D 85 Yard stone, HSG D 80 Grass cover, Good, HSG D 78 Meadow, non-grazed, HSG D 73 Brush, Good, HSG D 82 Weighted Average 81 89.48% Pervious Area 98 10.52% Impervious Area Tc Length Slope Velocity (min) (feet) (ft/ft) (ft/sec)(cfs) 100 0.0500 0.17 9.6 Capacity Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" 0.3 80 0.0880 4.45 0.2 40 0.3130 2.80 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.2 30 0.0330 2.92 Shallow Concentrated Flow, 4.0 296 0.0060 1.25 Shallow Concentrated Flow, Yard stone 14.3 546 Total Unpaved Kv= 16.1 fps Un paved Kv= 16.1 fps