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

Proposed Conditions Inlet Gutter Spread of Flow Calculations PROJECT NAME: CRESTMONT COUNTRY CLUB & EAGLE ROCK AVE LANGAN PROJECT #: 101049802 DATE: 10/23/2025 Variables Equations Sx1 = Roadway Cross-Slope (ft/ft) T = Flow Width Sx = (Sx1*Sx2)/(Sx1+Sx2) Sx2 = Proposed Access Slope (ft/ft) Ku = constant 0.56 T = [(Q*N)/(Ku*Sx^(1.67)*Sl^(0.5)]^0.375 Sl = Longitudinal Slope (ft/ft) Q = Flow (cfs) Encroachment = T*(Sx2/(Sx1*Sx2)) N = Roughness Coefficient I= Rainfall intensity of 10-year storm of 10 minute duration(in/hr) Drainage Area Equivalent Q Shoulder Travel Lane Max. C I Q Total Q N Sx1 Sx2 Sl Sx T Acceptable? Area (acres) Area Bypass Width Width Encroachment EX-CB1-1 0.06 0.83 0.047 5.04 0.24 0.06 0.30 0.013 0.025 1.000 0.028 0.024 3.10 0.0 12.0 4.00 YES EX-CB1-2 1.37 0.70 0.953 5.04 4.80 0.02 4.82 0.013 0.041 1.000 0.020 0.039 6.94 0.0 12.0 4.00 NO4 EX-CB1-3 0.27 0.99 0.269 5.04 1.35 0.11 1.46 0.013 0.034 1.000 0.025 0.033 4.77 0.0 12.0 4.00 NO4 EX-CB1-4 0.04 0.99 0.038 5.04 0.19 0.00 0.19 0.013 0.023 1.000 0.012 0.022 3.25 0.0 11.0 3.67 YES EX-CB1-5 0.24 0.60 0.142 5.04 0.72 0.01 0.72 0.013 0.037 1.000 0.030

0.022 3.25 0.0 11.0 3.67 YES EX-CB1-5 0.24 0.60 0.142 5.04 0.72 0.01 0.72 0.013 0.037 1.000 0.030 0.036 3.33 0.0 10.0 3.33 YES EX-CB1-6 0.051 0.50 0.026 5.04 0.13 0.01 0.14 0.013 0.020 1.000 0.009 0.020 3.26 0.0 10.3 3.43 YES EX-CB1-7 0.041 0.77 0.032 5.04 0.16 0.03 0.19 0.013 0.021 1.000 0.010 0.021 3.47 0.0 10.4 3.47 YES CB1-6 0.08 0.86 0.066 5.04 0.33 0.07 0.40 0.013 0.020 1.000 0.027 0.020 4.00 0.0 12.0 4.00 YES CB1-8 0.064 0.82 0.052 5.04 0.26 0.04 0.30 0.013 0.020 1.000 0.015 0.020 3.98 0.0 12.0 4.00 YES CB1-9 0.045 0.91 0.041 5.04 0.21 0.10 0.31 0.013 0.021 1.000 0.013 0.021 3.99 0.0 12.0 4.00 YES CB1-21 0.067 0.78 0.052 5.04 0.26 0.03 0.29 0.013 0.021 1.000 0.015 0.021 3.80 0.0 11.5 3.83 YES CB1-22 0.18 0.99 0.179 5.04 0.90 0.00 0.90 0.013 0.039 1.000 0.025 0.038 3.66 0.0 11.0 3.67 YES CB1-23 0.10 0.88 0.091 5.04 0.46 0.00 0.46 0.013 0.025 1.000 0.018 0.024 3.95 0.0 12.0 4.00 YES CB1-24 0.06 0.86 0.051 5.04 0.26 0.06 0.32 0.013 0.020 1.000 0.017 0.020 3.99 0.0 12.0 4.00 YES CB1-25 0.07 0.86 0.059 5.04 0.30 0.04 0.34 0.013 0.020 1.000 0.020 0.020 3.97 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 CB1-26 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.