Loading...
HomeMy WebLinkAboutOLD TOWN NORTH, 3RD FILING - PDP - PDP160017 - REPORTS - DRAINAGE REPORTRunoff Design Point Basins Single Family Density (units/acre) %imp (1) Area T c C2 C100 Q2 Q10 Q 100 Notes 1 2,3,4,5,6,7,8,9,10 n/a 55.4 6.97 14.3 0.37 0.77 5.0 -- 35.7 2 2 7.1 60.0 0.28 5.3 0.41 0.79 0.3 -- 2.1 3 3 8.7 60.0 1.03 5.3 0.41 0.79 1.1 -- 7.9 4 4 10.6 64.9 1.39 6.0 0.45 0.82 1.49 -- 10.5 5 5 9.8 65.7 0.61 6.0 0.45 0.82 0.7 -- 4.6 6 6 9.8 66.2 0.51 5.4 0.46 0.82 0.6 -- 4.0 7 7 n/a 75.0 0.58 5.0 0.54 0.88 0.9 -- 5.0 - 8 39.9 1.31 - 0.28 0.59 - -- - 8 5,6,7,8 n/a 56.3 3.01 14.3 0.38 0.78 2.2 10.9 15.5 Bypasses Q10 = 20.8 cfs and Q100 = 46.8 cfs offsite flows coming from the west. 9 9 n/a 37.5 0.86 5.0 0.48 0.72 10.9 -- 6.0 10 10 n/a 38.4 0.40 5.0 0.27 0.73 0.3 -- 2.8 1) Multi-unit attached and detached recommended values used for single family densities over 6 units/acre Surface Characteristic Table and Hydrology Summary Old Town North Third Filing Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Design Point 1 Area = 6.97 Acres Percent Imperviousness = 55.4 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.37 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.43 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.43 N/A 0.07 2.26 1 0.0200 49 15.00 2.12 0.38 2 0.0043 720 15.00 0.98 12.20 3 4 5 779 Computed Tc = 14.84 Regional Tc = 14.33 User-Entered Tc = 14.33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.87 inch/hr Peak Flowrate, Qp = 4.87 cfs Rainfall Intensity at Regional Tc, I = 1.90 inch/hr Peak Flowrate, Qp = 4.95 cfs Rainfall Intensity at User-Defined Tc, I = 1.90 inch/hr Peak Flowrate, Qp = 4.95 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Design Point 1 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, DesignPoint 1 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Design Point 1 Area = 6.97 Acres Percent Imperviousness = 55.4 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.62 Overide Runoff Coefficient, C = 0.77 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.43 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.43 N/A 0.07 2.26 1 0.0200 49 15.00 2.12 0.38 2 0.0043 720 15.00 0.98 12.20 3 4 5 779 Computed Tc = 14.84 Regional Tc = 14.33 User-Entered Tc = 14.33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 6.53 inch/hr Peak Flowrate, Qp = 35.1 cfs Rainfall Intensity at Regional Tc, I = 6.63 inch/hr Peak Flowrate, Qp = 35.7 cfs Rainfall Intensity at User-Defined Tc, I = 6.63 inch/hr Peak Flowrate, Qp = 35.7 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Design Point 1 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, DesignPoint1 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 2 Area = 0.28 Acres Percent Imperviousness = 60.0 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.41 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.46 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.46 N/A 0.08 2.16 1 0.0200 48 15.00 2.12 0.38 2 0.0120 367 20.00 2.19 2.79 3 4 5 425 Computed Tc = 5.33 Regional Tc = 12.36 User-Entered Tc = 5.33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.73 inch/hr Peak Flowrate, Qp = 0.31 cfs Rainfall Intensity at Regional Tc, I = 2.03 inch/hr Peak Flowrate, Qp = 0.23 cfs Rainfall Intensity at User-Defined Tc, I = 2.73 inch/hr Peak Flowrate, Qp = 0.31 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 2 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 2 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 2 Area = 0.28 Acres Percent Imperviousness = 60.0 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.63 Overide Runoff Coefficient, C = 0.79 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.46 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.46 N/A 0.08 2.16 1 0.0200 48 15.00 2.12 0.38 2 0.0130 320 20.00 2.28 2.34 3 4 5 378 Computed Tc = 4.88 Regional Tc = 12.10 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 9.76 inch/hr Peak Flowrate, Qp = 2.16 cfs Rainfall Intensity at Regional Tc, I = 7.15 inch/hr Peak Flowrate, Qp = 1.58 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 2.15 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 2 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 2 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 3 Area = 1.03 Acres Percent Imperviousness = 60.0 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.41 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.46 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.46 N/A 0.08 2.16 1 0.0200 48 15.00 2.12 0.38 2 0.0120 367 20.00 2.19 2.79 3 4 5 425 Computed Tc = 5.33 Regional Tc = 12.36 User-Entered Tc = 5.33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.73 inch/hr Peak Flowrate, Qp = 1.15 cfs Rainfall Intensity at Regional Tc, I = 2.03 inch/hr Peak Flowrate, Qp = 0.85 cfs Rainfall Intensity at User-Defined Tc, I = 2.73 inch/hr Peak Flowrate, Qp = 1.15 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 3 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 3 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 3 Area = 1.03 Acres Percent Imperviousness = 60.0 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.63 Overide Runoff Coefficient, C = 0.79 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.46 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.46 N/A 0.08 2.16 1 0.0200 48 15.00 2.12 0.38 2 0.0130 320 20.00 2.28 2.34 3 4 5 378 Computed Tc = 4.88 Regional Tc = 12.10 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 9.76 inch/hr Peak Flowrate, Qp = 7.95 cfs Rainfall Intensity at Regional Tc, I = 7.15 inch/hr Peak Flowrate, Qp = 5.83 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 7.90 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 3 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 3 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 4 Area = 1.39 Acres Percent Imperviousness = 64.9 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.45 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.49 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.49 N/A 0.08 2.05 1 0.0200 58 15.00 2.12 0.46 2 0.0050 473 20.00 1.41 5.57 3 4 5 541 Computed Tc = 8.08 Regional Tc = 13.01 User-Entered Tc = 8.08 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.40 inch/hr Peak Flowrate, Qp = 1.49 cfs Rainfall Intensity at Regional Tc, I = 1.99 inch/hr Peak Flowrate, Qp = 1.23 cfs Rainfall Intensity at User-Defined Tc, I = 2.40 inch/hr Peak Flowrate, Qp = 1.49 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 4 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 4 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 4 Area = 1.39 Acres Percent Imperviousness = 64.9 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.66 Overide Runoff Coefficient, C = 0.82 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.50 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.50 N/A 0.08 2.03 1 0.0200 58 15.00 2.12 0.46 2 0.0050 473 20.00 1.41 5.57 3 4 5 541 Computed Tc = 8.06 Regional Tc = 13.01 User-Entered Tc = 6.04 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 8.38 inch/hr Peak Flowrate, Qp = 9.56 cfs Rainfall Intensity at Regional Tc, I = 6.93 inch/hr Peak Flowrate, Qp = 7.90 cfs Rainfall Intensity at User-Defined Tc, I = 9.20 inch/hr Peak Flowrate, Qp = 10.49 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 4 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 4 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 5 Area = 0.61 Acres Percent Imperviousness = 65.7 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.45 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.50 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.50 N/A 0.08 2.03 1 0.0200 58 15.00 2.12 0.46 2 0.0050 302 20.00 1.41 3.56 3 4 5 370 Computed Tc = 6.04 Regional Tc = 12.06 User-Entered Tc = 6.04 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.64 inch/hr Peak Flowrate, Qp = 0.73 cfs Rainfall Intensity at Regional Tc, I = 2.05 inch/hr Peak Flowrate, Qp = 0.57 cfs Rainfall Intensity at User-Defined Tc, I = 2.64 inch/hr Peak Flowrate, Qp = 0.73 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 5 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 5 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 5 Area = 0.61 Acres Percent Imperviousness = 65.7 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.66 Overide Runoff Coefficient, C = 0.82 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.50 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.50 N/A 0.08 2.03 1 0.0200 58 15.00 2.12 0.46 2 0.0050 302 20.00 1.41 3.56 3 4 5 370 Computed Tc = 6.04 Regional Tc = 12.06 User-Entered Tc = 6.04 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 9.20 inch/hr Peak Flowrate, Qp = 4.60 cfs Rainfall Intensity at Regional Tc, I = 7.16 inch/hr Peak Flowrate, Qp = 3.58 cfs Rainfall Intensity at User-Defined Tc, I = 9.20 inch/hr Peak Flowrate, Qp = 4.60 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 5 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 5 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 6 Area = 0.51 Acres Percent Imperviousness = 66.20 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.46 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.50 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.50 N/A 0.08 2.01 1 0.0200 58 15.00 2.12 0.46 2 0.0050 245 20.00 1.41 2.89 3 4 5 313 Computed Tc = 5.35 Regional Tc = 11.74 User-Entered Tc = 5.35 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.73 inch/hr Peak Flowrate, Qp = 0.64 cfs Rainfall Intensity at Regional Tc, I = 2.08 inch/hr Peak Flowrate, Qp = 0.48 cfs Rainfall Intensity at User-Defined Tc, I = 2.73 inch/hr Peak Flowrate, Qp = 0.64 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 6 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 6 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 6 Area = 0.51 Acres Percent Imperviousness = 66.20 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.66 Overide Runoff Coefficient, C = 0.82 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.50 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.50 N/A 0.08 2.01 1 0.0200 58 15.00 2.12 0.46 2 0.0050 245 20.00 1.41 2.89 3 4 5 313 Computed Tc = 5.35 Regional Tc = 11.74 User-Entered Tc = 5.35 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 9.53 inch/hr Peak Flowrate, Qp = 4.00 cfs Rainfall Intensity at Regional Tc, I = 7.25 inch/hr Peak Flowrate, Qp = 3.04 cfs Rainfall Intensity at User-Defined Tc, I = 9.53 inch/hr Peak Flowrate, Qp = 4.00 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 6 Paved Areas & Old town North - UD-Rational v1.02a.xlsm, Basin 6 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 7 Area = 0.58 Acres Percent Imperviousness = 75.0 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.54 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.58 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.58 N/A 0.09 1.76 1 0.0200 285 15.00 2.12 2.24 2 3 4 5 295 Computed Tc = 4.00 Regional Tc = 11.64 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.94 inch/hr Peak Flowrate, Qp = 0.92 cfs Rainfall Intensity at Regional Tc, I = 2.09 inch/hr Peak Flowrate, Qp = 0.65 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.87 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 7 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 7 2 yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 7 Area = 0.58 Acres Percent Imperviousness = 75.0 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.71 Overide Runoff Coefficient, C = 0.88 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.58 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.58 N/A 0.09 1.76 1 0.0200 285 15.00 2.12 2.24 2 3 4 5 295 Computed Tc = 4.00 Regional Tc = 11.64 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.24 inch/hr Peak Flowrate, Qp = 5.26 cfs Rainfall Intensity at Regional Tc, I = 7.27 inch/hr Peak Flowrate, Qp = 3.73 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 4.98 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 7 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 7 100 yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 8 Area = 3.01 Acres Percent Imperviousness = 56.3 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.38 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.43 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.43 N/A 0.07 2.24 1 0.0200 49 15.00 2.12 0.38 2 0.0043 720 15.00 0.98 12.20 3 4 5 779 Computed Tc = 14.82 Regional Tc = 14.33 User-Entered Tc = 14.33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.87 inch/hr Peak Flowrate, Qp = 2.14 cfs Rainfall Intensity at Regional Tc, I = 1.90 inch/hr Peak Flowrate, Qp = 2.18 cfs Rainfall Intensity at User-Defined Tc, I = 1.90 inch/hr Peak Flowrate, Qp = 2.18 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 8 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 8 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 8 Area = 3.01 Acres Percent Imperviousness = 56.3 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.62 Overide Runoff Coefficient, C = 0.78 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.43 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.43 N/A 0.07 2.24 1 0.0200 49 15.00 2.12 0.38 2 0.0043 720 15.00 0.98 12.20 3 4 5 779 Computed Tc = 14.82 Regional Tc = 14.33 User-Entered Tc = 14.33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 6.53 inch/hr Peak Flowrate, Qp = 15.24 cfs Rainfall Intensity at Regional Tc, I = 6.63 inch/hr Peak Flowrate, Qp = 15.48 cfs Rainfall Intensity at User-Defined Tc, I = 6.63 inch/hr Peak Flowrate, Qp = 15.48 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 8 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 8 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 9 Area = 0.86 Acres Percent Imperviousness = 37.5 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.26 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.34 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.34 N/A 0.07 2.56 1 0.0200 60 15.00 2.12 0.47 2 0.0950 43 15.00 4.62 0.16 3 4 5 113 Computed Tc = 3.19 Regional Tc = 10.63 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.08 inch/hr Peak Flowrate, Qp = 0.70 cfs Rainfall Intensity at Regional Tc, I = 2.17 inch/hr Peak Flowrate, Qp = 0.49 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.63 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 9 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 9 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 9 Area = 0.86 Acres Percent Imperviousness = 37.5 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.58 Overide Runoff Coefficient, C = 0.72 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.34 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.34 N/A 0.07 2.56 1 0.0200 60 15.00 2.12 0.47 2 0.0950 43 15.00 4.62 0.16 3 4 5 113 Computed Tc = 3.19 Regional Tc = 10.63 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.73 inch/hr Peak Flowrate, Qp = 6.68 cfs Rainfall Intensity at Regional Tc, I = 7.55 inch/hr Peak Flowrate, Qp = 4.70 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 6.03 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 9 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 9 100yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 10 Area = 0.40 Acres Percent Imperviousness = 38.4 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.27 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.34 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.34 N/A 0.07 2.55 1 0.0200 85 15.00 2.12 0.67 2 3 4 5 95 Computed Tc = 3.21 Regional Tc = 10.53 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.07 inch/hr Peak Flowrate, Qp = 0.33 cfs Rainfall Intensity at Regional Tc, I = 2.17 inch/hr Peak Flowrate, Qp = 0.23 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.30 cfs 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 10 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 10 2yr 6/13/2016, 1:41 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin - 10 Area = 0.40 Acres Percent Imperviousness = 38.4 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.58 Overide Runoff Coefficient, C = 0.73 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.34 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Type Meadow Field Pasture/ Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 10 0.34 N/A 0.07 2.55 1 0.0200 85 15.00 2.12 0.67 2 3 4 5 95 Computed Tc = 3.21 Regional Tc = 10.53 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.72 inch/hr Peak Flowrate, Qp = 3.11 cfs Rainfall Intensity at Regional Tc, I = 7.58 inch/hr Peak Flowrate, Qp = 2.20 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 2.81 cfs Calculated values for Tc & Qp are based on overide values entered for C & C-5. 20 Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Old Town North 3rd Filing Basin - 10 Paved Areas & Shallow Paved Swales (Sheet Flow) Old town North - UD-Rational v1.02a.xlsm, Basin 10 100 yr 6/13/2016, 1:41 PM Hydrologic Soil Group: Street Capacities / Inlets Storm Sewer Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 12.5 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.012 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 12.5 12.5 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.2 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 3.00 3.00 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches Water Depth at Gutter Flowline d = 4.51 4.51 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 10.5 10.5 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.473 0.473 Discharge outside the Gutter Section W, carried in Section TX QX = 3.0 3.0 cfs Discharge within the Gutter Section W (QT - QX)QW = 2.7 2.7 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 5.7 5.7 cfs Flow Velocity within the Gutter Section V = 4.6 4.6 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.7 1.7 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 18.7 19.5 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 17.5 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.318 0.304 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 10.3 11.7 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX = 9.6 10.7 cfs Discharge within the Gutter Section W (Qd - QX)QW = 4.8 5.1 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 14.4 15.8 cfs Average Flow Velocity Within the Gutter Section V = 5.7 5.9 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 2.9 3.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = 1.00 1.00 Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = 14.4 15.8 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 6.00 6.20 inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = 1.49 1.69 inches MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.7 5.7 cfs Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Old Town North 3rd Filing Design Point - 2 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point - 2 6/14/2016, 6:02 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.3 2.1 cfs Water Spread Width T = 1.9 8.0 ft Water Depth at Flowline (outside of local depression) d = 1.9 3.4 inches Water Depth at Street Crown (or at TMAX)dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 1.003 0.688 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 0.7 cfs Discharge within the Gutter Section W Qw = 0.3 1.5 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.14 0.41 sq ft Velocity within the Gutter Section W VW = 2.2 3.6 fps Water Depth for Design Condition dLOCAL = 3.9 5.4 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = 9.00 9.00 ft Ratio of Grate Flow to Design Flow Eo-GRATE = 0.991 0.641 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = 2.94 2.94 fps Interception Rate of Frontal Flow Rf = 1.00 1.00 Interception Rate of Side Flow Rx = 0.84 0.76 Interception Capacity Qi = 0.3 2.0 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.75 1.75 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.29 0.29 Effective (unclogged) Length of Multiple-unit Grate Inlet Le = 6.38 6.38 ft Minimum Velocity Where Grate Splash-Over Begins Vo = 2.49 2.49 fps Interception Rate of Frontal Flow Rf = 1.00 0.97 Interception Rate of Side Flow Rx = 0.70 0.60 Actual Interception Capacity Qa = 0.3 1.8 cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = 0.0 0.4 cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.166 0.121 ft/ft Required Length LT to Have 100% Interception LT = 0.12 3.06 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.12 3.06 ft Interception Capacity Qi = 0.1 0.4 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 8.70 8.70 ft Actual Interception Capacity Qa = 0.1 0.3 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.0 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 0.4 2.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo = C% = 100 99 % INLET ON A CONTINUOUS GRADE CDOT/CombinationDenver 13 Combination CDOT/Denver 13 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point - 2 6/14/2016, 6:02 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.02 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.02 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 12.50 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.02 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.08 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.01 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.02 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 12.5 12.5 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.2 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2) y = 3.00 3.00 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches Water Depth at Gutter Flowline d = 4.51 4.51 inches Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 10.5 10.5 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.473 0.473 Discharge outside the Gutter Section W, carried in Section TX QX = 3.0 3.0 cfs Discharge within the Gutter Section W (QT - QX)QW = 2.7 2.7 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT = 5.7 5.7 cfs Flow Velocity within the Gutter Section V = 4.6 4.6 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 1.7 1.7 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH = 18.7 19.5 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 17.5 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.318 0.304 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 10.3 11.7 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX = 9.6 10.7 cfs Discharge within the Gutter Section W (Qd - QX)QW = 4.8 5.1 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 14.4 15.8 cfs Average Flow Velocity Within the Gutter Section V = 5.7 5.9 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 2.9 3.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = 1.00 1.00 Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = 14.4 15.8 cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 6.00 6.20 inches Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = 1.49 1.69 inches MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.7 5.7 cfs WARNING: MAJOR STORM max. allowable capacity is less than the design flow given on sheet 'Inlet Management' Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Old Town North 3rd Filing Design Point 3 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 3 6/14/2016, 6:02 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 5 5 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MAJOR STORM MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 1.1 7.9 cfs Water Spread Width T = 5.5 12.5 ft Water Depth at Flowline (outside of local depression) d = 2.8 5.0 inches Water Depth at Street Crown (or at TMAX)dCROWN = 0.0 0.5 inches Ratio of Gutter Flow to Design Flow Eo = 0.857 0.415 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.2 4.6 cfs Discharge within the Gutter Section W Qw = 0.9 3.3 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.31 0.66 sq ft Velocity within the Gutter Section W VW = 3.1 5.0 fps Water Depth for Design Condition dLOCAL = 4.8 7.0 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = 15.00 15.00 ft Ratio of Grate Flow to Design Flow Eo-GRATE = 0.811 0.378 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = 4.46 4.46 fps Interception Rate of Frontal Flow Rf = 1.00 1.00 Interception Rate of Side Flow Rx = 0.93 0.87 Interception Capacity Qi = 1.1 7.3 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.94 1.94 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.19 0.19 Effective (unclogged) Length of Multiple-unit Grate Inlet Le = 12.09 12.09 ft Minimum Velocity Where Grate Splash-Over Begins Vo = 3.52 3.52 fps Interception Rate of Frontal Flow Rf = 1.00 0.99 Interception Rate of Side Flow Rx = 0.88 0.80 Actual Interception Capacity Qa = 1.1 6.9 cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = 0.0 1.0 cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.145 0.081 ft/ft Required Length LT to Have 100% Interception LT = 0.72 6.33 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.72 6.33 ft Interception Capacity Qi = 0.2 1.3 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.31 1.31 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.04 0.04 Effective (Unclogged) Length Le = 14.61 14.61 ft Actual Interception Capacity Qa = 0.2 1.2 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.0 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 1.3 8.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo = C% = 100 100 % INLET ON A CONTINUOUS GRADE CDOT/CombinationDenver 13 Combination CDOT/Denver 13 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 3 6/14/2016, 6:02 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 70.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.005 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 70.0 70.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Old Town North 3rd Filing Design Point 4 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 4 6/14/2016, 6:02 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 5 5 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.1 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.94 1.94 Clogging Factor for Multiple Units Clog = 0.19 0.19 Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = 9.1 9.4 cfs Interception with Clogging Qwa = 7.4 7.6 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 38.8 39.1 cfs Interception with Clogging Qoa = 31.3 31.5 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 17.5 17.8 cfs Interception with Clogging Qma = 14.1 14.4 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 7.4 7.6 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.31 1.31 Clogging Factor for Multiple Units Clog = 0.04 0.04 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = 6.1 6.3 cfs Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.000 inches Distance from Curb Face to Street Crown TCROWN = 70.000 ft Gutter Width W = 2.000 ft Street Transverse Slope SX = 0.005 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 70.000 70.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.000 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Old Town North 3rd Filing Design Point 5 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 5 6/14/2016, 6:02 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.1 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.529 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.34 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.71 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.71 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.3 5.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.7 4.6 cfs INLET IN A SUMP OR SAG LOCATION CDOT/Denver 13 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 5 6/14/2016, 6:02 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 10.000 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.000 inches Distance from Curb Face to Street Crown TCROWN = 70.000 ft Gutter Width W = 2.000 ft Street Transverse Slope SX = 0.005 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 70.0 70.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Old Town North 3rd Filing Design Point 6 Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 6 6/14/2016, 6:02 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.1 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.529 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.34 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.71 0.71 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.71 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.3 5.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.6 4.0 cfs INLET IN A SUMP OR SAG LOCATION CDOT/Denver 13 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 6 6/14/2016, 6:02 AM Area Inlet Design - Sump Condition Old Town North 3rd Filing Design Point 8 This sheet computes the controlling area inlet flow condition. Weir - Orifice Control Weir Equation: where: H = head above weir Orifice Equation: where: H = h 2 - h 1 Grate: CDOT Type C - Standard Inlet Grate Weir: Orifice: Cweir = 2.60 Corifice = 0.6 Lcrest = 9.33 ft. (1) Aorifice = 4.44 ft2 Clogging Factor = 0.50 Number of Inlets = 1 Flowline elevation of grate = 62.30 100 year Design Flow (cfs) = 15.50 100 year WSEL (15.5) = 64.40 Head (ft.) Qweir Qorifice Qcontrol WSEL 0.00 0.00 0.00 0.00 62.30 0.50 4.29 7.56 4.29 62.80 1.00 12.13 10.68 10.68 63.30 1.50 22.28 13.09 13.09 63.80 2.00 34.31 15.11 15.11 64.30 2.50 47.95 16.89 16.89 64.80 3.00 63.03 18.51 18.51 65.30 3.50 79.43 19.99 19.99 65.80 4.00 97.04 21.37 21.37 66.30 4.50 115.79 22.67 22.67 66.80 5.00 135.62 23.89 23.89 67.30 QCLH weir  3 2 QC orifice  o A o 2 gH Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 0 20 40 60 80 100 120 140 160 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Flow (cfs) Flow Depth (ft.) Weir-Orifice Control Qweir Qorifice 5:58 AM 6/14/2016 Area Inlet Design - Sump Condition Old Town North 3rd Filing Design Point 9 This sheet computes the controlling area inlet flow condition. Weir - Orifice Control Weir Equation: where: H = head above weir Orifice Equation: where: H = h 2 - h 1 Grate: CDOT Type C - Standard Inlet Grate Weir: Orifice: Cweir = 2.60 Corifice = 0.6 Lcrest = 9.33 ft. (1) Aorifice = 4.44 ft2 Clogging Factor = 0.50 Number of Inlets = 1 Flowline elevation of grate = 63.00 100 year Design Flow (cfs) = 6.00 100 year WSEL (6) = 63.60 Head (ft.) Qweir Qorifice Qcontrol WSEL 0.00 0.00 0.00 0.00 63.00 0.50 4.29 7.56 4.29 63.50 1.00 12.13 10.68 10.68 64.00 1.50 22.28 13.09 13.09 64.50 2.00 34.31 15.11 15.11 65.00 2.50 47.95 16.89 16.89 65.50 3.00 63.03 18.51 18.51 66.00 3.50 79.43 19.99 19.99 66.50 4.00 97.04 21.37 21.37 67.00 4.50 115.79 22.67 22.67 67.50 5.00 135.62 23.89 23.89 68.00 QCLH weir  3 2 QC orifice  o A o 2 gH Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 0 20 40 60 80 100 120 140 160 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Flow (cfs) Flow Depth (ft.) Weir-Orifice Control Qweir Qorifice 5:58 AM 6/14/2016 Area Inlet Design - Sump Condition Old Town North 3rd Filing Design Point 10 This sheet computes the controlling area inlet flow condition. Weir - Orifice Control Weir Equation: where: H = head above weir Orifice Equation: where: H = h 2 - h 1 Grate: CDOT Type C - Standard Inlet Grate Weir: Orifice: Cweir = 2.60 Corifice = 0.6 Lcrest = 9.33 ft. (1) Aorifice = 4.44 ft2 Clogging Factor = 0.50 Number of Inlets = 1 Flowline elevation of grate = 62.60 100 year Design Flow (cfs) = 2.80 100 year WSEL (2.8) = 62.99 Head (ft.) Qweir Qorifice Qcontrol WSEL 0.00 0.00 0.00 0.00 62.60 0.50 4.29 7.56 4.29 63.10 1.00 12.13 10.68 10.68 63.60 1.50 22.28 13.09 13.09 64.10 2.00 34.31 15.11 15.11 64.60 2.50 47.95 16.89 16.89 65.10 3.00 63.03 18.51 18.51 65.60 3.50 79.43 19.99 19.99 66.10 4.00 97.04 21.37 21.37 66.60 4.50 115.79 22.67 22.67 67.10 5.00 135.62 23.89 23.89 67.60 QCLH weir  3 2 QC orifice  o A o 2 gH Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. 0 20 40 60 80 100 120 140 160 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Flow (cfs) Flow Depth (ft.) Weir-Orifice Control Qweir Qorifice 5:58 AM 6/14/2016 HY-8 Analysis Results Culvert Summary Table - Culvert 1 Culvert Crossing: Basin 8 Total Dischar ge (cfs) Culvert Dischar ge (cfs) Headwa ter Elevatio n (ft) Inlet Control Depth(ft) Outlet Control Depth(ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwate r Depth (ft) Outlet Velocity (ft/s) Tailwate r Velocity (ft/s) 0.00 0.00 100.00 0.00 0.0 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 6.23 6.23 100.97 0.97 0.67 1-S2n 0.63 0.67 0.63 0.55 3.88 1.46 12.46 12.46 101.58 1.50 1.58 7-M2c 1.00 0.96 0.96 0.79 5.22 1.78 18.69 18.69 102.11 2.11~ 2.08 7-M2c 1.50 1.18 1.18 0.96 6.27 1.99 24.92 22.56 102.61 2.61~ 2.48 7-M2c 1.50 1.28 1.28 1.10 7.01 2.15 31.15 23.46 102.74 2.74~ 2.60 7-M2c 1.50 1.30 1.30 1.23 7.20 2.28 32.00 23.56 102.75 2.75~ 2.60 7-M2c 1.50 1.30 1.30 1.24 7.22 2.29 43.61 24.72 102.93 2.93~ 2.78 7-M2t 1.50 1.33 1.44 1.44 7.10 2.49 49.84 25.24 103.01 3.01~ 2.91 4-FFf 1.50 1.34 1.50 1.53 7.14 2.58 56.07 25.71 103.09 3.09~ 3.06 4-FFf 1.50 1.35 1.50 1.61 7.27 2.66 62.30 25.98 103.17 3.14 3.17 4-FFf 1.50 1.35 1.50 1.69 7.35 2.73 Channel - Basin 8 Worksheet for Trapezoidal Channel c:\...\channels\channels.fm2 06/13/16 01:51:10 PM Ernst Engineering © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Frederick C. Ernst FlowMaster v7.0 [7.0005] Page 1 of 1 Project Description Worksheet Basin 8-Channel Flow Element Trapezoidal Cha Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeffic 0.035 Channel Slope 004300 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 5.00 ft Discharge 82.90 cfs Results Depth 2.01 ft Flow Area 26.2 ft² Wetted Perime 21.56 ft Top Width 21.06 ft Critical Depth 1.42 ft Critical Slope 0.018829 ft/ft Velocity 3.17 ft/s Velocity Head 0.16 ft Specific Energ 2.16 ft Froude Numbe 0.50 Flow Type Subcritical Cross Section Cross Section for Trapezoidal Channel c:\...\channels\channels.fm2 06/14/16 07:45:44 AM Ernst Engineering © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Frederick C. Ernst FlowMaster v7.0 [7.0005] Page 1 of 1 Project Description Worksheet Basin 8-Channel Flow Element Trapezoidal Cha Method Manning's Formu Solve For Channel Depth Section Data Mannings Coeffic 0.035 Channel Slope 004300 ft/ft Depth 2.01 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 5.00 ft Discharge 82.90 cfs 2.01 ft 5.00 ft V:10.0 H:1 NTS Detention / Water Quality SWMM Schematic: Old Town 3rd Subcatchment: Storm C1 Profile at peak flow: Old Town 3rd Summary Results: MH_C2A Summary Results: KEYMAP NOT TO SCALE 1"=50' 32 1-800-922-1987 NECCO PLAN AND PROFILE I OFFSITE STREETS No. Revision/Issue Date SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 29 APR 2015 43 ASPEN HEIGHTS, FORT COLLINS 1269 N Cleveland Ave Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com 200' GRAPHIC SCALE 50' 0' 25' 50' 100' 1 INCH = 50 FEET NORTH WELD COUNTY WATER DISTRICT UTILITY PLAN REVIEW Reviewed By:____________________________ __________ General Manager Date 5HYLHZGRHVQRWFRQVWLWXWH³DSSURYDO´RISODQV3ODQ(QJLQHHU is responsible for accuracy and completeness of design. EAST LARIMER COUNTY WATER DISTRICT UTILITY PLAN REVIEW Reviewed By:____________________________ __________ General Maneger Date 5HYLHZGRHVQRWFRQVWLWXWH³DSSURYDO´RISODQV3ODQ(QJLQHHU is responsible for accuracy and completeness of design. ELCO NOTE: EAST LARIMER COUNTY WATER DISTRICT (ELCO) SHALL BE NOTIFIED A MINIMUM 48 HOURS IN ADVANCE OF STARTING CONSTRUCTION OR TESTING TO ALLOW FOR SCHEDULING. DISTRICT SHALL INSPECT THE CONSTRUCTION AND OBSERVE ALL TESTING OF THEIR SYSTEM OR WORK IMPACTING THEIR SYSTEM. GENERAL NOTE: ALL MAINTENANCE HOLE COVERS THAT ARE IN THE SIDEWALK SHALL HAVE SMOOTH FLUSH LIDS THAT MEET ADA STANDARDS. CONTRACTOR TO ROTATE THE CONE OF THE MANHOLE TO LOCATE THE ACCESS HATCH OUTSIDE THE LIMITS OF THE SIDEWALK WHEREVER POSSIBLE. CITY OF GREELEY B OUTLET CONTROL STRUCTURE OF INTERIM DETENTION BASIN TRICKLE PAN FIREWEED LANE (PRIVATE DRIVE) LUPINE DRIVE WALLFLOWER LANE (PRIVATE DRIVE) (PRIVATE DRIVE) FORGET-ME-NOT LANE LA GARITA LANE (PRIVATE DRIVE) ECHO MOUNTAIN LANE (PRIVATE DRIVE) (PRIVATE DRIVE) STEAMBOAT LANE (PRIVATE DRIVE) SOL VISTA LANE B A LUPINE DRIVE ECHO MOUNTAIN LANE LA GARITA LANE (PRIVATE DRIVE) (PRIVATE DRIVE) (PRIVATE DRIVE) FIREWEED LANE (PRIVATE DRIVE) STEAMBOAT LANE SOL VISTA LANE (PRIVATE DRIVE) REDWOOD STREET WALLFLOWER LANE (PRIVATE DRIVE) (PRIVATE DRIVE) MARY JANE WAY COPPER MOUNTAIN STREET (PRIVATE DRIVE) STEAMBOAT STREET (PRIVATE DRIVE) MARY JANE WAY (PRIVATE DRIVE) COPPER MOUNTAIN LANE (PRIVATE DRIVE) TEN-MILE RANGE LANE (PRIVATE DRIVE) SANGRE DE CRISTO LANE (PRIVATE DRIVE) BLUE SPRUCE DRIVE BLUE SPRUCE DRIVE TEN-MILE RANGE LANE (PRIVATE DRIVE) B A 7 8 13 19 10 15 18 17 5 9 22 24 23 25 26 27 28 29 30 SUNIGA ROAD REDWOOD STREET CAJETAN ST OSIANDER ST LAKE CANAL 42 1-800-922-1987 400' GRAPHIC SCALE 100' 0' 50' 100' 200' 1 INCH = 100 FEET LEGEND 8 1"=100' No. Revision/Issue Date SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 29 APR 2015 43 ASPEN HEIGHTS, FORT COLLINS 1269 N Cleveland Ave Loveland CO 80537 (970) 669.3737 design@tfgdesign.com www.tfgdesign.com DRAINAGE PLAN OFFSITE STREETS Reviewed By:____________________________ _____________ Water/Sewer Director Date 5HYLHZGRHVQRWFRQVWLWXWH³DSSURYDO´RISODQV3HUPLWWHHLV responsible for accuracy and completeness of plans. CITY OF GREELEY NOTE: CONTRACTOR SHALL POT HOLE THE EXISTING CITY OF GREELEY WATER MAIN PRIOR TO COMMENCING CONSTRUCTION OF ANY UTILITY CROSSINGS OF THAT MAIN, TO VERIFY LOCATION AND DEPTH OF THE EXISTING PIPE. THE CITY OF GREELEY WATER DIVISION SHALL BE CONTACTED A MINIMUM OF 48 HOURS PRIOR TO POT HOLING AND PRIOR TO CONSTRUCTION OF THE CROSSING, IN ORDER TO ALLOW SUFFICIENT TIME FOR INSPECTORS TO SCHEDULE TO BE ON SITE DURING SUCH ACTIVITIES. CONTACT EITHER KEITH IKENOUYE AT (970) 371-3718 OR JEFF LITTELL AT (970) 350-9319. Interception with Clogging Qwa = 5.8 6.0 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 28.4 28.5 cfs Interception with Clogging Qoa = 27.1 27.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 11.3 11.5 cfs Interception with Clogging Qma = 10.8 11.0 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.8 6.0 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 15.00 15.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 68.8 70.0 ft Resultant Flow Depth at Street Crown dCROWN = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.529 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.34 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.57 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.79 0.79 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.57 0.57 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 10.9 11.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.2 10.5 cfs INLET IN A SUMP OR SAG LOCATION CDOT/Denver 13 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths Old Town North 3rd UD-Inlet_v4.01.xlsm, Design Point 4 6/14/2016, 6:02 AM