2026 02 12 Crestmont CC and Eagle Rock Ave Stormwater Management Report

0.0 12.0 4.00 YES CB1-26 0.09 0.86 0.074 5.04 0.38 0.05 0.43 0.013 0.021 1.000 0.027 0.021 3.97 0.0 12.0 4.00 YES CB1-27 0.09 0.91 0.077 5.04 0.39 0.00 0.39 0.013 0.026 1.000 0.010 0.026 3.98 0.0 12.0 4.00 YES CB1-28 0.06 0.90 0.051 5.04 0.26 0.04 0.30 0.013 0.025 1.000 0.007 0.025 3.99 0.0 12.0 4.00 YES CB1-29 0.06 0.90 0.054 5.04 0.27 0.03 0.30 0.013 0.025 1.000 0.007 0.025 3.99 0.0 12.0 4.00 YES CB1-30 0.060 0.89 0.053 5.04 0.27 0.07 0.34 0.013 0.025 1.000 0.010 0.024 3.94 0.0 12.0 4.00 YES CB1-32 0.087 0.85 0.075 5.04 0.38 0.09 0.47 0.013 0.016 1.000 0.010 0.016 5.84 0.0 18.0 6.00 YES CB1-34 0.069 0.85 0.059 5.04 0.30 0.04 0.34 0.013 0.022 1.000 0.014 0.022 3.99 0.0 12.0 4.00 YES CB1-35 0.060 0.82 0.049 5.04 0.25 0.04 0.29 0.013 0.021 1.000 0.012 0.021 3.98 0.0 12.0 4.00 YES CB1-36 0.060 0.80 0.048 5.04 0.24 0.03 0.27 0.013 0.020 1.000 0.012 0.020 3.98 0.0 12.0 4.00 YES Notes: 1. Per Table 10.5-C in the NJDOT Roadway Design Manual, the maximum encroachment of water on the roadway pavement for a land service road shall not exceed one-third (1/3) of the width of a through traffic lane during a 10-year storm of 10 minute duration. 2. Sx2 for the gutter spread calculations is valued at 1 to reflect curbed sections. 3. Q ByPass represents the bypass flow from the nearest upstream structure(s) during the 10-year storm. Refer to Stormwater Studio report for bypass flow calculations.

bed sections. 3. Q ByPass represents the bypass flow from the nearest upstream structure(s) during the 10-year storm. Refer to Stormwater Studio report for bypass flow calculations. 4. As shown in the Existing Conditions Inlet Gutter Spread Flow Calculations, inlets EX-CB1-2 and EXCB1-3 exceed the maximum allowable encroachment in the existing condition. These existing inlets are located at the far western portion of the project area where no proposed grading improvements are to take place. The proposed project conveyance design reduces the drainage area contributing to both of these two inlets, therefore reducing the spread compared to the existing condition.

DRAINAGE SWALE CALCULATIONS

SWALE 1

Channel Design Calculations PROJECT NAME: CRESTMONT COUNTRY CLUB & EAGLE ROCK AVE IMPROVEMENTS LOCATION: WEST ORANGE, ESSEX COUNTY, NJ PREPARED BY: TEG DATE: 7/17/2025 CHECKED BY: MJV DATE: 7/17/2025 Swale 1 (Min. Swale 1 (Min. Swale 1 Swale 1 CHANNEL OR CHANNEL SECTION Slope) Slope) (Max. Slope) (Max. Slope) TEMPORARY OR PERMANENT (T OR P) P P P P DESIGN STORM (YR) 10 25 10 25 DRAINAGE AREA (AC) 2.44 2.44 2.44 2.44 Qr (REQUIRED CAPACITY) (CFS) 7.97 9.02 7.97 9.02 Q (CALCULATED AT FLOW DEPTH d) (CFS) 8.06 9.06 8.01 9.16 Eronet PROTECTIVE LINING Eronet P300 Eronet P300 Eronet P300 P300 n (MANNING'S COEFFICIENT) 0.030 0.030 0.030 0.030 Va (ALLOWABLE VELOCITY) (FPS) 7.00 7.00 7.00 7.00 V (CALCULATED AT FLOW DEPTH d) (FPS) 2.87 2.96 3.69 3.83 τa (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 8.00 8.00 8.00 8.00 2 τd (CALC'DSHEAR STRESS AT FLOW DEPTH d) (LB/FT) 0.43 0.46 0.72 0.77 CHANNEL BOTTOM WIDTH (FT) 2.00 2.00 2.00 2.00 CHANNEL SIDE SLOPES (H:V) 3.00 3.00 3.00 3.00 D (TOTAL DEPTH)

(FT) 2.00 2.00 2.00 2.00 CHANNEL SIDE SLOPES (H:V) 3.00 3.00 3.00 3.00 D (TOTAL DEPTH) (FT) 2.00 2.00 2.00 2.00 CHANNEL TOP WIDTH @ D (FT) 14.00 14.00 14.00 14.00 d (CALCULATED FLOW DEPTH) (FT) 0.69 0.73 0.58 0.62 CHANNEL TOP WIDTH @ d (FT) 6.14 6.38 5.48 5.72 d50 STONE SIZE (IN) - - - - A (CROSS-SECTIONAL AREA) (SQ. FT.) 2.81 3.06 2.17 2.39 R (HYDRAULIC RADIUS) 0.44 0.46 0.38 0.40 S (BED SLOPE) (FT/FT) 0.0100 0.0100 0.0200 0.0200 MINIMUM REQUIRED FREEBOARD (FT) 1.00 0.30 1.00 0.30 DESIGN METHOD FOR PROTECTIVE LINING PERMISSIBLE V V V V VELOCITY (V) OR SHEAR STRESS (S)

Project Name: New Project Hydrograph Report Studio Express by Hydrology Studio v 1.0.0.20 10-22-2025 Swale 1 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 7.970 cfs Storm Frequency = 10-yr Time to Peak = 15 min Time Interval = 1 min Runoff Volume = 7,173 cft Drainage Area = 2.44 ac Runoff Coeff. = 0.75 Tc Method = User-Defined Time of Conc. (Tc) = 15.0 min IDF Curve = West Orange Rainfall.idf Intensity = 4.355 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 10-Yr, Qp = 7.97 cfs 9 8 7 6 5 4 3 2 1 0 0 10 20 30 Time (min) Swale 1 -1-

Project filename: Swale Sizing Calcs.stx Channel Report Studio Express by Hydrology Studio v 1.0.0.20 10-22-2025 Swale 1 10-YR (1%) Channel 1 TRAPEZOIDAL DISCHARGE Bottom Width = 2.00 ft Method = Known Q Side Slope Left, z:1 = 3.00 Known Q = 7.97 cfs Side Slope Right, z:1 = 3.00 Total Depth = 2.00 ft Invert Elevation = 1.00 ft Channel Slope = 1.000 % Manning's n = 0.030 CALCULATION SAMPLE Flow Depth Area Velocity WP n-value Crit Depth HGL EGL Max Shear Top Width (cfs) (ft) (sqft) (ft/s) (ft) (ft) (ft) (ft) (lb/sqft) (ft) 7.97 0.69 2.81 2.84 6.36 0.030 0.59 1.69 1.82 0.43 6.14

Project filename: Swale Sizing Calcs.stx Channel Report Studio Express by Hydrology Studio v 1.0.0.20 10-22-2025 Swale 1 10-YR (2%) Channel 5 TRAPEZOIDAL DISCHARGE Bottom Width = 2.00 ft Method = Known Q Side Slope Left, z:1 = 3.00 Known Q = 7.97 cfs Side Slope Right, z:1 = 3.00 Total Depth = 2.00 ft Invert Elevation = 1.00 ft Channel Slope = 2.000 % Manning's n = 0.030 CALCULATION SAMPLE Flow Depth Area Velocity WP n-value Crit Depth HGL EGL Max Shear Top Width (cfs) (ft) (sqft) (ft/s) (ft) (ft) (ft) (ft) (lb/sqft) (ft) 7.97 0.58 2.17 3.67 5.67 0.030 0.59 1.58 1.79 0.72 5.48

Project Name: New Project Hydrograph Report Studio Express by Hydrology Studio v 1.0.0.20 10-22-2025 Swale 1 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 9.024 cfs Storm Frequency = 25-yr Time to Peak = 15 min Time Interval = 1 min Runoff Volume = 8,121 cft Drainage Area = 2.44 ac Runoff Coeff. = 0.75 Tc Method = User-Defined Time of Conc. (Tc) = 15.0 min IDF Curve = West Orange Rainfall.idf Intensity = 4.931 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 25-Yr, Qp = 9.02 cfs 10 9 8 7 6 5 4 3 2 1 0 0 10 20 30 Time (min) Swale 1 -1-