Revised Stormwater Management Report

Project: WEH County: Essex County Municipality: West Orange Design Storm: 25 yr storm PIPE SECTION Computed By: ASM Checked By: PWA Date: 6/26/2024 Revised: SUBCATCH INCREMENTAL CUMULATIVE MENT AREA FROM TO Area (Acres) "C" A x C Ac A x C (acres) K-14.1 K-14 K-13 K-MH.12 K-MH.11 K-10 K-9 K-MH.8 K-7.1 K-7 K-6 K-MH.5 A-5 A-6 A-7 K-4 K-3 K-2 K-1 K-17 K-18 A-2 A-4 A-1 A-1.1 A-MH.1 C-5 C-6 C-7 C-8 K-14 K-13 K-MH.12 K-MH.11 K-9 K-9 K-MH.8 K-6 K-7 K-6 K-MH.5 K-3 A-6 A-7 K-4 K-3 BRR-1 K-1 BRR-2.1 K-18 EX. INLET A-1 A-1 A-1.1 A-MH.1 BRR-2.2 C-6 C-7 C-8 BPP-6 0.15 0.05 0.21 0.00 0.00 0.06 0.34 0.00 0.48 0.07 0.20 0.00 0.32 0.03 0.03 0.14 0.04 0.06 0.06 0.12 0.12 0.07 0.42 0.16 0.35 0.00 0.16 0.50 0.16 0.12 0.91 0.89 0.63 0.00 0.00 0.95 0.65 0.00 0.45 0.95 0.75 0.00 0.46 0.79 0.85 0.80 0.84 0.95 0.95 0.95 0.84 0.95 0.79 0.95 0.40 0.00 0.40 0.40 0.40 0.40 0.14 0.04 0.13 0.00 0.00 0.06 0.22 0.00 0.22 0.07 0.15 0.00 0.15 0.02 0.03 0.11 0.03 0.06 0.06 0.11 0.10 0.07 0.33 0.15 0.14 0.00 0.06 0.20 0.06 0.05 0.14 0.18 0.31 0.31 0.31 0.06 0.59 0.59 0.22 0.29 1.03 1.03 0.15 0.17 0.20 0.31 1.37 0.06 0.12 0.11 0.21 0.07 0.33 0.55 0.69 0.69 0.06 0.26 0.32 0.37 NOTES: 1) Design method used is Rational Method 2) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values TIME OF CONCENTRATION I PEAK RUNOFF PIPING INPUT Tc to Tc in Q cum. Final Tc Q to Inlet Dia. Length Inlet Pipe (In/Hr) for Pipe (min) (CFS) (In) (Ft) (min)

ation of incremental areas and C values TIME OF CONCENTRATION I PEAK RUNOFF PIPING INPUT Tc to Tc in Q cum. Final Tc Q to Inlet Dia. Length Inlet Pipe (In/Hr) for Pipe (min) (CFS) (In) (Ft) (min) (min.) (CFS) 10.00 0.04 10.00 6.80 0.95 0.95 15 31.0 10.00 0.05 10.04 6.80 0.27 1.22 15 22.0 10.00 0.28 10.09 6.80 0.88 2.11 15 116.0 10.00 0.50 10.37 6.80 0.00 2.11 15 206.0 10.00 0.28 10.87 6.68 0.00 2.07 15 136.0 10.00 0.05 10.00 6.80 0.41 0.41 15 22.0 10.00 0.11 11.15 6.56 1.44 3.87 15 113.0 10.00 0.13 11.26 6.56 0.00 3.87 15 158.0 10.00 0.02 10.00 6.80 1.50 1.50 15 30.0 10.00 0.05 10.02 6.80 0.48 1.97 15 22.0 10.00 0.13 11.39 6.56 0.98 6.76 15 140.0 10.00 0.23 11.52 6.44 0.00 6.63 15 163.0 10.00 0.05 10.00 6.80 1.02 1.02 15 46.0 10.00 0.06 10.05 6.80 0.14 1.16 15 24.0 10.00 0.16 10.11 6.80 0.20 1.36 15 114.0 10.00 0.05 10.27 6.80 0.75 2.11 15 22.0 10.00 0.09 11.75 6.44 0.19 8.82 24 106.0 10.00 0.08 10.00 6.80 0.41 0.41 15 22.0 10.00 0.12 10.08 6.80 0.41 0.82 15 41.0 10.00 0.11 10.00 6.80 0.75 0.75 15 40.0 10.00 0.23 10.11 6.80 0.68 1.43 15 133.0 10.00 0.22 10.00 6.80 0.48 0.48 15 187.0 10.00 0.19 10.00 6.80 2.24 2.24 15 89.0 10.00 0.11 10.22 6.80 1.02 3.74 15 46.0 10.00 0.05 10.33 6.80 0.95 4.69 15 36.0 10.00 0.11 10.38 6.80 0.00 4.69 15 133.0 10.00 0.09 10.00 6.80 0.41 0.41 15 83.0 10.00 0.76 10.09 6.80 1.36 1.77 15 221.0 10.00 0.30 10.85 6.68 0.40 2.14 15 91.0 10.00 0.68 11.15 6.56 0.33 2.43 15 159.0 Man. "n" 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 PIPING DATA Pipe Full Pipe Actual Pipe Capacity

0 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 PIPING DATA Pipe Full Pipe Actual Pipe Capacity Velocity Velocity (cfs) (fps) (fps) 0.0289 14.27 11.63 3.72 0.0100 8.39 6.84 3.55 0.0100 8.39 6.84 4.81 0.0100 8.39 6.84 4.81 0.0143 10.04 8.19 5.19 0.0100 8.39 6.84 1.76 0.0653 21.45 17.49 10.12 0.0872 24.79 20.21 10.90 0.0903 25.23 20.57 5.96 0.0100 8.39 6.84 4.58 0.0675 21.81 17.78 14.08 0.0295 14.42 11.76 11.36 0.0486 18.51 15.09 4.38 0.0102 8.48 6.91 3.43 0.0305 14.66 11.95 4.49 0.0100 8.39 6.84 4.81 0.0446 62.09 19.77 9.81 0.0045 5.63 4.59 1.47 0.0067 6.87 5.60 2.53 0.0074 7.22 5.89 2.37 0.0200 11.87 9.68 4.36 0.0439 17.59 14.34 2.64 0.0137 9.83 8.01 5.36 0.0101 8.44 6.88 6.51 0.0307 14.71 11.99 9.66 0.0926 25.54 20.82 12.06 0.0480 18.39 14.99 2.12 0.0050 5.94 4.84 3.77 0.0055 6.23 5.08 4.22 0.0032 4.75 3.87 3.91 Slope (ft/ft)

PIPE SECTION SUBCATCH INCREMENTAL CUMULATIVE MENT AREA FROM TO Area (Acres) "C" A x C Ac A x C (acres) C-4 C-3 C-2 C-1 K-15 K-16 K-MH.17 W-7 OCS-8 W-6 W-5.1 W-5 W-4.1 W-4 W-3.1 W-3 W-2 W-1 CS W-8 W-9 W-MH.2 D-18 D-17 D-17/18 D-1 D-2 D-MH.1 D-3 D-4 D-5 D-6 D-7 D-8 D-12 D-11 D-9 D-10 D-MH.7 C-2 C-2 C-1 K-15 K-16 K-MH.17 W-6 OCS-8 W-6 W-5 W-5 W-4 W-4 W-3 W-3 W-2 W-1 CS BRR-7 W-MH.2 W-MH.2 W-CULVERT D-17/18 D-17/18 BRR-9 D-2 D-MH.1 BRR-10 D-4 D-5 D-6 BRR-10.1 D-8 BRR-10.2 D-11 D-10 D-10 D-MH.7 BPP-11 0.08 0.15 0.10 0.17 0.51 0.02 0.00 0.21 0.00 0.15 0.26 0.40 0.05 0.04 0.06 0.06 0.07 0.07 0.00 0.05 0.10 0.00 0.30 0.34 0.00 0.38 0.08 0.00 0.16 0.02 0.22 0.11 0.18 0.08 0.03 0.08 0.15 0.16 0.00 0.68 0.79 0.78 0.80 0.75 0.83 0.00 0.46 0.00 0.53 0.85 0.47 0.93 0.95 0.95 0.85 0.77 0.77 0.00 0.78 0.66 0.00 0.84 0.70 0.00 0.64 0.73 0.00 0.47 0.84 0.84 0.95 0.68 0.95 0.40 0.40 0.40 0.40 0.00 0.05 0.12 0.08 0.14 0.38 0.02 0.00 0.10 0.00 0.08 0.22 0.19 0.05 0.04 0.06 0.05 0.05 0.05 0.00 0.04 0.07 0.00 0.25 0.24 0.00 0.24 0.06 0.00 0.08 0.02 0.18 0.10 0.12 0.08 0.01 0.03 0.06 0.06 0.00 0.05 0.12 0.25 0.39 0.77 0.79 0.79 0.10 0.10 0.97 0.22 1.38 0.05 1.47 0.06 1.58 1.63 1.68 1.68 0.04 0.07 0.11 0.25 0.24 0.49 0.24 0.30 0.30 0.08 0.10 0.28 0.38 0.12 0.20 0.01 0.04 0.06 0.16 0.16 TIME OF CONCENTRATION I PEAK RUNOFF PIPING INPUT Tc to Tc in Q cum. Final Tc Q to Inlet Dia. Length Inlet Pipe (In/Hr) for Pipe (min) (CFS) (In) (Ft) (min)

0.38 0.12 0.20 0.01 0.04 0.06 0.16 0.16 TIME OF CONCENTRATION I PEAK RUNOFF PIPING INPUT Tc to Tc in Q cum. Final Tc Q to Inlet Dia. Length Inlet Pipe (In/Hr) for Pipe (min) (CFS) (In) (Ft) (min) (min.) (CFS) 10.00 0.10 10.00 6.80 0.34 0.34 15 73.0 10.00 0.09 10.00 6.80 0.82 0.82 15 65.0 10.00 0.14 10.10 6.80 0.54 1.70 15 61.0 10.00 0.06 10.24 6.80 0.95 2.65 15 69.0 10.00 0.04 10.30 6.80 2.58 5.24 15 22.0 10.00 0.12 10.34 6.80 0.14 5.37 15 140.0 10.00 0.22 10.46 6.80 0.00 5.37 15 168.0 10.00 0.11 10.00 6.80 0.68 0.68 15 51.0 10.00 0.05 10.11 6.80 0.00 0.68 15 45.0 10.00 0.07 10.68 6.68 0.53 6.48 15 81.0 10.00 0.05 10.00 6.80 1.50 1.50 15 22.0 10.00 0.12 10.75 6.68 1.27 9.22 15 135.0 10.00 0.05 10.00 6.80 0.34 0.34 15 22.0 10.00 0.15 10.87 6.68 0.27 9.82 15 165.0 10.00 0.05 10.00 6.80 0.41 0.41 15 22.0 10.00 0.15 11.02 6.56 0.33 10.36 15 153.0 10.00 0.05 11.17 6.56 0.33 10.69 18 22.0 10.00 0.06 11.22 6.56 0.33 11.02 24 34.0 10.00 0.02 11.28 6.56 0.00 11.02 24 12.0 10.00 0.05 10.00 6.80 0.27 0.27 15 17.0 10.00 0.05 10.00 6.80 0.48 0.48 15 17.0 10.00 0.10 10.05 6.80 0.00 0.75 15 33.0 10.00 0.02 10.00 6.80 1.70 1.70 15 11.0 10.00 0.02 10.00 6.80 1.63 1.63 15 11.0 10.00 0.06 10.02 6.80 0.00 3.33 15 26.0 10.00 0.05 10.00 6.80 1.63 1.63 15 23.0 10.00 0.10 10.05 6.80 0.41 2.04 15 34.0 10.00 0.12 10.15 6.80 0.00 2.04 15 46.0 10.00 0.11 10.00 6.80 0.54 0.54 15 46.0 10.00 0.15 10.11 6.80 0.14 0.68 15 62.0 10.00 0.14 10.26 6.80 1.22 1.90 15 58.0 10.00 0.03 10.40 6.80 0.68 2.58 15 12.0 10.00 0.15 10.00 6.80 0.82 0.82 15 60.0 10.00 0.04 10.15 6.80 0.54 1.36 15 17.0 10.00 0.15 10.00 6.80 0.07 0.07 15 126.0 10.00 0.14 10.15 6.80 0.20 0.27 15 99.0 10.00 0.26 10.00 6.80 0.41 0.41 15 107.0 10.00 0.16 10.29 6.80 0.41 1.09 15 110.0 10.00 0.03 10.45 6.80 0.00 1.09 15 24.0 Man. "n" 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 PIPING DATA Pipe Full Pipe Actual Pipe Capacity

0 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 PIPING DATA Pipe Full Pipe Actual Pipe Capacity Velocity Velocity (cfs) (fps) (fps) 0.0343 15.55 12.68 1.79 0.0308 14.73 12.01 3.48 0.0114 8.96 7.30 4.37 0.0700 22.21 18.11 8.16 0.0182 11.32 9.23 8.92 0.0750 22.99 18.74 12.55 0.0355 15.82 12.90 10.73 0.0119 9.16 7.47 2.39 0.0456 17.93 14.62 3.26 0.0735 22.76 18.56 13.90 0.0100 8.39 6.84 3.96 0.0729 22.67 18.48 16.91 0.0108 8.72 7.11 1.59 0.0732 22.71 18.52 17.34 0.0100 8.39 6.84 1.76 0.0588 20.36 16.60 16.78 0.0100 13.65 7.73 8.82 0.0087 27.42 8.73 7.90 0.0101 29.55 9.41 8.18 0.0060 6.50 5.30 1.18 0.0060 6.50 5.30 1.70 0.0061 6.56 5.35 2.28 0.0287 14.22 11.59 5.23 0.0281 14.07 11.47 5.17 0.0100 8.39 6.84 6.19 0.0108 8.72 7.11 4.25 0.0073 7.17 5.85 4.38 0.0087 7.83 6.38 4.59 0.0100 8.39 6.84 1.98 0.0101 8.44 6.88 2.40 0.0103 8.52 6.95 4.53 0.0105 8.60 7.01 5.46 0.0100 8.39 6.84 2.75 0.0116 9.04 7.37 3.82 0.0436 17.53 14.29 #N/A 0.0304 14.64 11.94 1.68 0.0103 8.52 6.95 1.79 0.0265 13.67 11.14 3.89 0.0532 19.36 15.78 4.58 Slope (ft/ft)

Date: Project: Project No: 40 Miller Drive; Boonton, NJ 07005 (973) 975-0703 6/11/2024 WEH - Calculated By: ASM Checked By: PWA Conduit Outlet Protection Calculations Rip Rap Pad # B-1.1 Design Parameters: Design Storm Flow for 25 Year, Q . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Vertical Dimension of Outlet Pipe, D o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Horizontal Dimension of Outlet Pipe, W o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tailwater Depth, TW 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.82 cfs 24 in 24 in 0.40 ft Apron Dimension Calculations: Unit Dicharge, q = Q/D o = 4.41 cfs per foot  Case I: TW < 1/2 D o Apron Length, L a = 1.8q D o 1/2 6. ft Width, W 1 = 3W o = Width, W 2 = 3W o + L a + = 7D o = 25.61 ft 19.61 ft or La = 20 ft or or W1 = W2 = 6 ft 26 ft  Case II: TW ≥ 1/2 D o Apron Length, L a = 3q D o 1/2 Width, W 1 = 3W o = Width, W 2 = 3W o + 0.4L a = = La = W1 = W2 = Rip Rap Stone Size Calculations: 1.33 Median Stone, d 50 = 0.02q d 50 = 4.32 in = 6 in TW Notes: 1. Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at least equal to the bottom width of the channel and the structural lining shall extend at least one foot above the tailwater elevation, but no lower than two-thirds of the vertical conduit dimension above the conduit invert. 2. The side slopes shall be 2:1 or flatter. 3. The bottom grade shall be 0.0% (level). 4. There shall be no overfall at the end of the apron or at the end of the culvert. 5. Fifty (50) percent by weight of the rip-rap mixture shall be smaller than the median size stone designated as d 50. The largest stone size in the mixture shall be 1.5 times the d50 size. The rip-rap shall be reasonably well graded. 6. The thickness of the rip-rap apron may be two (2) times the median stone diameter provided that the apron is constructed on a bedding of four (4) inches of 3/4 inch clean stone on approved filter fabric material. 7. Rip-rap and filter fabric shall meet the standards of the governing Soil Conservation District as well as the requirements of the local municipality. 8.

an stone on approved filter fabric material. 7. Rip-rap and filter fabric shall meet the standards of the governing Soil Conservation District as well as the requirements of the local municipality. 8. No bends or curves at the intersection of the conduit and apron will be permitted. Footnote: 1. Tailwater depth shall be the 2-year storm if discharging into a detention basin. For areas where tailwater cannot be computed, use TW = 0.2D o . 2. For multiple pipes, increase rip-rap sizes by 25% when pipe spacing is greater than or equal to 1/4W o .

Date: Project: Project No: 40 Miller Drive; Boonton, NJ 07005 (973) 975-0703 6/11/2024 WEH - Calculated By: ASM Checked By: PWA Conduit Outlet Protection Calculations Rip Rap Pad # B-1 Design Parameters: Design Storm Flow for 25 Year, Q . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Vertical Dimension of Outlet Pipe, D o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Horizontal Dimension of Outlet Pipe, W o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tailwater Depth, TW 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.73 cfs 15 in 15 in 0.25 ft Apron Dimension Calculations: Unit Dicharge, q = Q/D o = 0.58 cfs per foot  Case I: TW < 1/2 D o 1.8q + D o 1/2 Width, W 1 = 3W o = 3.75 ft Width, W 2 = 3W o + L a = Apron Length, L a = 7D o = 13.44 ft 9.69 ft or La = 10 ft or or W1 = W2 = 4 ft 14 ft  Case II: TW ≥ 1/2 D o Apron Length, L a = 3q D o 1/2 Width, W 1 = 3W o = Width, W 2 = 3W o + 0.4L a = = La = W1 = W2 = Rip Rap Stone Size Calculations: 1.33 Median Stone, d 50 = 0.02q d 50 = 0.47 in = 6 in TW Notes: 1. Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at least equal to the bottom width of the channel and the structural lining shall extend at least one foot above the tailwater elevation, but no lower than two-thirds of the vertical conduit dimension above the conduit invert. 2. The side slopes shall be 2:1 or flatter. 3. The bottom grade shall be 0.0% (level). 4. There shall be no overfall at the end of the apron or at the end of the culvert. 5. Fifty (50) percent by weight of the rip-rap mixture shall be smaller than the median size stone designated as d 50. The largest stone size in the mixture shall be 1.5 times the d50 size. The rip-rap shall be reasonably well graded. 6. The thickness of the rip-rap apron may be two (2) times the median stone diameter provided that the apron is constructed on a bedding of four (4) inches of 3/4 inch clean stone on approved filter fabric material. 7. Rip-rap and filter fabric shall meet the standards of the governing Soil Conservation District as well as the requirements of the local municipality. 8. No

stone on approved filter fabric material. 7. Rip-rap and filter fabric shall meet the standards of the governing Soil Conservation District as well as the requirements of the local municipality. 8. No bends or curves at the intersection of the conduit and apron will be permitted. Footnote: 1. Tailwater depth shall be the 2-year storm if discharging into a detention basin. For areas where tailwater cannot be computed, use TW = 0.2D o . 2. For multiple pipes, increase rip-rap sizes by 25% when pipe spacing is greater than or equal to 1/4W o .