12 2026 02 12 Crestmont CC Stormwater Management Report

Hydrograph Report File: Eagle Rock Existing (Future).hys Hydrology Studio v 3.0.0.39 10-21-2025 EX-1-D Woods D Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 6.043 cfs Storm Frequency = 100-yr Time to Peak = 12.18 hrs Time Interval = 1 min Runoff Volume = 24,118 cuft Drainage Area = 0.78 ac Curve Number = 77.00 Tc Method = User Time of Conc. (Tc) = 13.0 min Total Rainfall = 11.60 in Design Storm = NOAA-D Storm Duration = 24 hrs Shape Factor = 484 Qp = 6.043 cfs 7 6 5 4 Q (cfs) 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs)

Hydrograph Report File: Eagle Rock Existing (Future).hys Hydrology Studio v 3.0.0.39 10-21-2025 EX-1-D Impervious Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 1.028 cfs Storm Frequency = 100-yr Time to Peak = 12.12 hrs Time Interval = 1 min Runoff Volume = 3,827 cuft Drainage Area = 0.09 ac Curve Number = 98.00 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 11.60 in Design Storm = NOAA-D Storm Duration = 24 hrs Shape Factor = 484 Qp = 1.028 cfs 2 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 Q (cfs) 1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs)

Hydrograph Report File: Eagle Rock Existing (Future).hys Hydrology Studio v 3.0.0.39 10-21-2025 EX-1-D Hyd. No. 4 Hydrograph Type = Junction Peak Flow = 12.04 cfs Storm Frequency = 100-yr Time to Peak = 12.17 hrs Time Interval = 1 min Hydrograph Volume = 48,987 cuft Inflow Hydrographs = 1, 2, 3 Total Contrib. Area = 1.52 ac Qp = 12.04 cfs 13 12 11 10 9 8 7 Q (cfs) 6 5 4 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) EX-1-D Open Space D EX-1-D Woods D EX-1-D Impervious EX-1-D

= = EX-1-DISTURBED WATERSHED ALLOWABLE PEAK DISCHARGE

Hydrograph Report File: Eagle Rock Existing (Future).hys Hydrology Studio v 3.0.0.39 10-21-2025 EX-1-D 2 YR ALLOW Hyd. No. 6 Hydrograph Type = Diversion Peak Flow = 1.443 cfs Storm Frequency = 2-yr Time to Peak = 12.17 hrs Time Interval = 1 min Hydrograph Volume = 5,708 cuft Inflow Hydrograph = 4 - EX-1-D Diversion Method = Flow Ratio Companion Hyd = 7 - <name> Flow Ratio = 0.5 Qp = 1.443 cfs 3 2 Q (cfs) 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) EX-1-D EX-1-D 2 YR ALLOW

Hydrograph Report File: Eagle Rock Existing (Future).hys Hydrology Studio v 3.0.0.39 10-21-2025 EX-1-D 10 YR ALLOW Hyd. No. 8 Hydrograph Type = Diversion Peak Flow = 4.213 cfs Storm Frequency = 10-yr Time to Peak = 12.17 hrs Time Interval = 1 min Hydrograph Volume = 16,673 cuft Inflow Hydrograph = 4 - EX-1-D Diversion Method = Flow Ratio Companion Hyd = 9 - <name> Flow Ratio = 0.75 Qp = 4.213 cfs 6 5 4 Q (cfs) 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) EX-1-D EX-1-D 10 YR ALLOW

Hydrograph Report File: Eagle Rock Existing (Future).hys Hydrology Studio v 3.0.0.39 10-21-2025 EX-1-D 100 YR ALLOW Hyd. No. 10 Hydrograph Type = Diversion Peak Flow = 9.633 cfs Storm Frequency = 100-yr Time to Peak = 12.17 hrs Time Interval = 1 min Hydrograph Volume = 39,190 cuft Inflow Hydrograph = 4 - EX-1-D Diversion Method = Flow Ratio Companion Hyd = 11 - <name> Flow Ratio = 0.8 Qp = 9.633 cfs 13 12 11 10 9 8 7 Q (cfs) 6 5 4 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hrs) EX-1-D EX-1-D 100 YR ALLOW

EX-1-UNDISTURBED WATERSHED

Project: Eagle Rock Avenue By: TEG Date: 10/20/2025 Location: West Orange, NJ Checked By: MJV Date Checked: 10/20/2025 Circle One: Present Developed Future Existing Watershed EX-1-U Impervious Circle One: Tc Tt through subarea Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to Tc Only) Segment ID 1 1. Surface Description (NEH table 15-1) Smooth Surfaces 2. Manning's Roughness Coeff., n (NEH table 15-1) 0.011 3. Flow Length, L (total L < 100 ft) ft 100 4. Two-year 24-hr rainfall, P2 in 4.08 5. Land Slope, s ft/ft 0.051 0.8 6. Compute Tt 0.007 (nL) hr 0.012 + + Tt = 0.5 0.4 P2 s Sheet Flow Sub-Total 0.012 hours Shallow Concentrated Flow Segment ID 2 3 4 7. Surface Description Pavement Woodlands Pavement 8. Flow Length, L ft 239 117 463 9. Watercourse Slope, s ft/ft 0.048 0.207 0.018 10. Average Velocity, V (NEH table 15-3) ft/s 4.48 2.29

0.048 0.207 0.018 10. Average Velocity, V (NEH table 15-3) ft/s 4.48 2.29 2.75 11. Compute Tt L hr 0.015 + 0.014 + 0.047 Tt = 3600 V Shallow Conc. Flow Sub-Total 0.076 hours Channel Flow Segment ID 5 6 12. Flow Length, L ft 15 51 2 13. Cross Sectional flow area, a ft 0.61 0.61 14. Wetted Perimeter, Pw ft 2.00 2.00 15. Hydraulic Radius, r r = a / Pw ft 0.31 0.31 16. Channel Slope, s ft/ft 0.055 0.021 17. Manning's Roughness Coeff., n 0.013 0.013 2/3 1/2 18. Velocity, V V = (1.49 r s ) / n ft/s 12.14 7.59 19. Compute Tt L hr 0.000 + 0.002 + Tt = 3600 V Channel Flow Sub-Total 0.002 hours Watershed or subarea Tc or Tt Total Tc (hours) = 0.090 hours (Add Sub-Total Tt from prior steps)