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Home My WebLink AboutHARMONY COMMONS HOTEL - PDP - PDP160027 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTHydrology Design Point Basins %imp Area Tc C2 C100 Q2 Q100 Notes 1 1 79.1 0.10 5.0 0.59 0.92 0.2 0.9 2 2 77.6 0.35 5.0 0.57 0.91 0.6 3.1 3 3 80.8 0.32 5.0 0.60 0.94 0.5 2.9 4 4 71.3 0.25 7.6 0.50 0.86 0.3 1.8 5 5 63.4 0.36 5.0 0.43 0.81 0.4 2.8 6 6 60.8 0.34 5.0 0.41 0.79 0.4 2.6 Site 71.1 1.72 0.51 0.86 10.60 Lot 6, Harmony Commons Surface Characteristic Table and Hydrology Summary Harmony Commons – Lot 6: Soil Survey Map: Project Title: Catchment ID: Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output landscape 1,091 - - roof - 90 - pavement 4,136 100 413,600 Sum: 5227.00 Sum: 413600.00 Area-Weighted Runoff Coefficient (sum CA/sum A) = 79.1 *See sheet "Design Info" for inperviousness-based runoff coefficient values. For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. Area-Weighting for Runoff Coefficient Calculation Lot 6, Harmony Commons Basin 1 dp1 2yr UD-Rational v1.02a.xls, Weighted C 8/23/2016, 4:52 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 1 Area = 0.10 Acres Percent Imperviousness = 79.1 % 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 = 0.74 Overide Runoff Coefficient, C = 0.92 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.62 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 0.0200 5 0.62 N/A 0.05 1.55 1 0.0090 177 20.00 1.90 1.55 2 3 4 5 182 Computed Tc = 3.11 Regional Tc = 11.01 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.78 inch/hr Peak Flowrate, Qp = 0.99 cfs Rainfall Intensity at Regional Tc, I = 7.44 inch/hr Peak Flowrate, Qp = 0.69 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 0.89 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 Lot 6, Harmony Commons Basin 1 Paved Areas & dp1 100yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:34 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 1 Area = 0.10 Acres Percent Imperviousness = 79.1 % 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 = 0.59 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.62 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 0.0200 5 0.62 N/A 0.05 1.55 1 0.0090 177 20.00 1.90 1.55 2 3 4 5 182 Computed Tc = 3.11 Regional Tc = 11.01 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.09 inch/hr Peak Flowrate, Qp = 0.18 cfs Rainfall Intensity at Regional Tc, I = 2.13 inch/hr Peak Flowrate, Qp = 0.12 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.16 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Lot 6, Harmony Commons Basin 1 Paved Areas & dp1 2yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:34 PM Project Title: Catchment ID: Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output landscape 2,563 - - roof 3,495 90 314,550 pavement 7,949 100 794,900 pavers 1,239 60 74,340 Sum: 15246.00 Sum: 1183790.00 Area-Weighted Runoff Coefficient (sum CA/sum A) = 77.6 *See sheet "Design Info" for inperviousness-based runoff coefficient values. For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. Area-Weighting for Runoff Coefficient Calculation Lot 6, Harmony Commons Basin 2 dp2 2yr UD-Rational v1.02a.xls, Weighted C 8/23/2016, 4:54 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 2 Area = 0.35 Acres Percent Imperviousness = 77.6 % 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 = 0.73 Overide Runoff Coefficient, C = 0.91 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.60 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 0.0400 19 0.60 N/A 0.13 2.48 1 0.0200 93 20.00 2.83 0.55 2 3 4 5 112 Computed Tc = 3.03 Regional Tc = 10.62 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.84 inch/hr Peak Flowrate, Qp = 3.44 cfs Rainfall Intensity at Regional Tc, I = 7.55 inch/hr Peak Flowrate, Qp = 2.40 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 3.08 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 Lot 6, Harmony Commons Basin 2 Paved Areas & dp2 100yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:35 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 2 Area = 0.35 Acres Percent Imperviousness = 77.6 % 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 = 0.57 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.60 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 0.0400 19 0.60 N/A 0.13 2.48 1 0.0200 93 20.00 2.83 0.55 2 3 4 5 112 Computed Tc = 3.03 Regional Tc = 10.62 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.11 inch/hr Peak Flowrate, Qp = 0.62 cfs Rainfall Intensity at Regional Tc, I = 2.17 inch/hr Peak Flowrate, Qp = 0.43 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.55 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Lot 6, Harmony Commons Basin 2 Paved Areas & dp2 2yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:35 PM Project Title: Catchment ID: Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output landscape 1,718 - - roof 2,720 90 244,800 pavement 7,773 100 777,320 pavers 1,728 60 103,680 Sum: 13939.20 Sum: 1125800.00 Area-Weighted Runoff Coefficient (sum CA/sum A) = 80.8 *See sheet "Design Info" for inperviousness-based runoff coefficient values. For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. Area-Weighting for Runoff Coefficient Calculation Lot 6, Harmony Commons Basin 3 dp3 2yr UD-Rational v1.02a.xls, Weighted C 8/23/2016, 4:55 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 3 Area = 0.32 Acres Percent Imperviousness = 80.8 % 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 = 0.75 Overide Runoff Coefficient, C = 0.94 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.63 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 0.0400 19 0.63 N/A 0.14 2.32 1 0.0190 60 20.00 2.76 0.36 2 3 4 5 79 Computed Tc = 2.69 Regional Tc = 10.44 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 11.06 inch/hr Peak Flowrate, Qp = 3.32 cfs Rainfall Intensity at Regional Tc, I = 7.61 inch/hr Peak Flowrate, Qp = 2.28 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 2.91 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 Lot 6, Harmony Commons Basin 3 Paved Areas & dp3 100yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:35 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 3 Area = 0.32 Acres Percent Imperviousness = 80.8 % 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 = 0.60 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.63 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 0.0400 19 0.63 N/A 0.14 2.32 1 0.0190 60 20.00 2.76 0.36 2 3 4 5 79 Computed Tc = 2.69 Regional Tc = 10.44 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.17 inch/hr Peak Flowrate, Qp = 0.61 cfs Rainfall Intensity at Regional Tc, I = 2.18 inch/hr Peak Flowrate, Qp = 0.42 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.54 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Lot 6, Harmony Commons Basin 3 Paved Areas & dp3 2yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:35 PM Project Title: Catchment ID: Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output landscape 2,851 - - roof 2,720 90 244,800 pavement 5,319 100 531,900 Sum: 10890.00 Sum: 776700.00 Area-Weighted Runoff Coefficient (sum CA/sum A) = 71.3 *See sheet "Design Info" for inperviousness-based runoff coefficient values. For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. Area-Weighting for Runoff Coefficient Calculation Lot 6, Harmony Commons Basin 4 dp4 2yr UD-Rational v1.02a.xls, Weighted C 8/23/2016, 4:56 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 4 Area = 0.25 Acres Percent Imperviousness = 71.3 % 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 = 0.69 Overide Runoff Coefficient, C = 0.86 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.54 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 0.0200 14 0.54 N/A 0.08 3.00 1 0.0050 393 20.00 1.41 4.63 2 3 4 5 407 Computed Tc = 7.63 Regional Tc = 12.26 User-Entered Tc = 7.63 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 8.54 inch/hr Peak Flowrate, Qp = 1.83 cfs Rainfall Intensity at Regional Tc, I = 7.11 inch/hr Peak Flowrate, Qp = 1.52 cfs Rainfall Intensity at User-Defined Tc, I = 8.54 inch/hr Peak Flowrate, Qp = 1.83 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 Lot 6, Harmony Commons Basin 4 Paved Areas & dp4 100yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:36 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 4 Area = 0.25 Acres Percent Imperviousness = 71.3 % 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 = 0.50 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.54 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 0.0200 14 0.54 N/A 0.08 3.00 1 0.0050 393 20.00 1.41 4.63 2 3 4 5 407 Computed Tc = 7.63 Regional Tc = 12.26 User-Entered Tc = 7.63 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.45 inch/hr Peak Flowrate, Qp = 0.31 cfs Rainfall Intensity at Regional Tc, I = 2.04 inch/hr Peak Flowrate, Qp = 0.26 cfs Rainfall Intensity at User-Defined Tc, I = 2.45 inch/hr Peak Flowrate, Qp = 0.31 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Lot 6, Harmony Commons Basin 4 Paved Areas & dp4 2yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 5:00 PM Project Title: Catchment ID: Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output landscape 2,887 - - roof - 90 - pavement 5,672 100 567,160 pavers 7,123 60 427,380 Sum: 15681.60 Sum: 994540.00 Area-Weighted Runoff Coefficient (sum CA/sum A) = 63.4 *See sheet "Design Info" for inperviousness-based runoff coefficient values. For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. Area-Weighting for Runoff Coefficient Calculation Lot 6, Harmony Commons Basin 5 dp5 2yr UD-Rational v1.02a.xls, Weighted C 8/23/2016, 4:57 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 5 Area = 0.36 Acres Percent Imperviousness = 63.4 % 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 = 0.65 Overide Runoff Coefficient, C = 0.81 (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.48 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 0.0200 7 0.48 N/A 0.05 2.35 1 0.0180 79 20.00 2.68 0.49 2 3 4 5 86 Computed Tc = 2.84 Regional Tc = 10.48 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.96 inch/hr Peak Flowrate, Qp = 3.20 cfs Rainfall Intensity at Regional Tc, I = 7.59 inch/hr Peak Flowrate, Qp = 2.21 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 2.83 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 Lot 6, Harmony Commons Basin 5 Paved Areas & dp5 100yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:36 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 5 Area = 0.36 Acres Percent Imperviousness = 63.4 % 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 = 0.43 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.48 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 0.0200 7 0.48 N/A 0.05 2.36 1 0.0180 79 20.00 2.68 0.49 2 3 4 5 86 Computed Tc = 2.85 Regional Tc = 10.48 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.14 inch/hr Peak Flowrate, Qp = 0.49 cfs Rainfall Intensity at Regional Tc, I = 2.18 inch/hr Peak Flowrate, Qp = 0.34 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.43 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Lot 6, Harmony Commons Basin 5 Paved Areas & dp5 2yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:36 PM Project Title: Catchment ID: Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output landscape 4,812 - - roof 9,936 90 894,240 pavement 62 100 6,200 Sum: 14810.40 Sum: 900440.00 Area-Weighted Runoff Coefficient (sum CA/sum A) = 60.8 *See sheet "Design Info" for inperviousness-based runoff coefficient values. For catchments larger than 90 acres, CUHP hydrograph and routing are recommended. Area-Weighting for Runoff Coefficient Calculation Lot 6, Harmony Commons Basin 6 dp6 2yr UD-Rational v1.02a.xls, Weighted C 8/23/2016, 4:58 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 6 Area = 0.34 Acres Percent Imperviousness = 60.8 % 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 = 0.64 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 2.14 1 0.0210 91 15.00 2.17 0.70 2 3 4 5 101 Computed Tc = 2.84 Regional Tc = 10.56 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 10.96 inch/hr Peak Flowrate, Qp = 2.96 cfs Rainfall Intensity at Regional Tc, I = 7.57 inch/hr Peak Flowrate, Qp = 2.05 cfs Rainfall Intensity at User-Defined Tc, I = 9.70 inch/hr Peak Flowrate, Qp = 2.62 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 Lot 6, Harmony Commons Basin 6 Paved Areas & dp6 100yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:34 PM Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin 6 Area = 0.34 Acres Percent Imperviousness = 60.8 % 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 2.14 1 0.0210 91 15.00 2.17 0.70 2 3 4 5 101 Computed Tc = 2.84 Regional Tc = 10.56 User-Entered Tc = 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.14 inch/hr Peak Flowrate, Qp = 0.44 cfs Rainfall Intensity at Regional Tc, I = 2.17 inch/hr Peak Flowrate, Qp = 0.30 cfs Rainfall Intensity at User-Defined Tc, I = 2.78 inch/hr Peak Flowrate, Qp = 0.39 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Lot 6, Harmony Commons Basin 6 Paved Areas & dp6 2yr UD-Rational v1.02a.xls, Tc and PeakQ 8/23/2016, 4:36 PM Storm Sewer Harmony Commons – Lot 6 : Storm Sewer Analysis Inlets 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 = 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 = 30.0 ft Gutter Width W = 1.00 ft Street Transverse Slope SX = 0.022 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 = 30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 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) Lot 6 Harmony Commons DP2 Copy of UD-Inlet_v4.03.xlsm, DP2 8/23/2016, 4:27 PM 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 = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Warning 5 Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 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) = 3.60 3.60 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 Warning 1 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 = 0.451 0.451 ft Depth for Curb Opening Weir Equation dCurb = 0.42 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.1 4.1 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.6 3.1 cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. Warning 5: The width of unit is greater than the gutter width. INLET IN A SUMP OR SAG LOCATION Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths Copy of UD-Inlet_v4.03.xlsm, DP2 8/23/2016, 4:27 PM 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 = 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 = 30.0 ft Gutter Width W = 1.00 ft Street Transverse Slope SX = 0.019 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 = 30.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 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) Lot 6 Harmony Commons DP3 Copy of UD-Inlet_v4.03.xlsm, DP3 8/23/2016, 4:27 PM 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 = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Warning 5 Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.31 0.31 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) = 3.60 3.60 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 Warning 1 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 = 0.451 0.451 ft Depth for Curb Opening Weir Equation dCurb = 0.42 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.94 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.94 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.1 4.1 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.5 2.9 cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. Warning 5: The width of unit is greater than the gutter width. INLET IN A SUMP OR SAG LOCATION Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths Copy of UD-Inlet_v4.03.xlsm, DP3 8/23/2016, 4:27 PM 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 = 10.0 ft Gutter Width W = 1.00 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 = 0.000 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 = 10.0 10.0 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 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) Lot 6 Harmony Commons DP4 Copy of UD-Inlet_v4.03.xlsm, DP4 8/23/2016, 5:13 PM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 3.2 3.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.00 1.00 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) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.18 0.18 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.30 0.30 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.70 0.70 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 2.1 2.1 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.3 1.8 cfs Warning 5: The width of unit is greater than the gutter width. INLET IN A SUMP OR SAG LOCATION CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths Copy of UD-Inlet_v4.03.xlsm, DP4 8/23/2016, 5:13 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 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 = 12.00 inches Distance from Curb Face to Street Crown TCROWN = 27.0 ft Gutter Width W = 3.00 ft Street Transverse Slope SX = 0.017 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 = 27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 12.0 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) Lot 6 Harmony Commons DP5 Copy of UD-Inlet_v4.03.xlsm, DP5 8/23/2016, 4:27 PM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 0.00 0.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 7.9 7.9 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 2.92 2.92 feet Width of a Unit Grate Wo = 2.92 2.92 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.70 0.70 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) = 2.41 2.41 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.67 0.67 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = N/A N/A feet Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches Angle of Throat (see USDCM Figure ST-5) Theta = N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = N/A N/A Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.536 0.536 ft Depth for Curb Opening Weir Equation dCurb = N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 1.00 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.5 3.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.4 2.8 cfs INLET IN A SUMP OR SAG LOCATION CDOT Type C Grate H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type C Grate Override Depths Copy of UD-Inlet_v4.03.xlsm, DP5 8/23/2016, 4:27 PM Grass Type Limiting Manning's n A0.06 B0.04 C 0.033 D0.03 E 0.024 Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E D Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope SO = 0.0050 ft/ft Bottom Width B = 1.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX) Non-Cohesive 5.0 fps 0.60 Cohesive 7.0 fps 0.80 Paved N/A N/A Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMAX = 10.00 10.00 feet Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX = 1.50 1.50 feet Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow = 6.6 6.6 cfs MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow = 1.13 1.13 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 0.4 2.6 cfs Water Depth d = 0.53 0.91 feet AREA INLET IN A SWALE Lot 6 Harmony Commons DP6 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Choose One: Non-Cohesive Cohesive Paved Copy of UD-Inlet_v4.03.xlsm, DP6 8/23/2016, 4:27 PM AREA INLET IN A SWALE Lot 6 Harmony Commons DP6 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 3.00 feet Length of Grate L = 3.00 feet Open Area Ratio ARATIO = 0.70 Height of Inclined Grate HB = 0.00 feet Clogging Factor Cf = 0.50 Grate Discharge Coefficient Cd = 0.96 Orifice Coefficient Co = 0.64 Weir Coefficient Cw = 2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.53 0.91 Total Inlet Interception Capacity (assumes clogged condition) Qa = 7.2 15.4 cfs Bypassed Flow, Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo = C% 100 100 % CDOT Type C CDOT Type C Copy of UD-Inlet_v4.03.xlsm, DP6 8/23/2016, 4:27 PM LID Calculations Area acres sqft Effective Impervious Area = 1.22 53,259 50% LID Treatment Area = 0.61 26,630 Parking Area = 0.68 29,718 25% Paver Threshold Area = 0.17 7,430 Area of Pavers Trbutary Impervious Area Tributary Area Ratio Max 3:1 Allowance LID Credit Area 1,239 7,229 5.8 3,717 4,956 1,728 5,741 3.3 5,184 6,912 1,884 10,915 5.8 5,652 7,536 730 1,783 2.4 2,190 2,513 1,697 0 0.0 5,091 1,697 406 166 0.4 1,218 572 7,684 25,834 33,518 LID ‐ Paver Credit Tabulation Sheet 1 of 1 Designer: Company: Date: Project: Location: 1. Design Discharge for 2-Year Return Period Q2 = 0.20 cfs 2. Hydraulic Residence Time A) : Length of Grass Swale LS = 90.0 ft B) Calculated Residence Time (based on design velocity below) THR= 7.5 minutes 3. Longitudinal Slope (vertical distance per unit horizontal) A) Available Slope (based on site constraints) Savail = 0.005 ft / ft B) Design Slope SD = 0.005 ft / ft 4. Swale Geometry A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical) Z = 4.00 ft / ft B) Bottom Width of Swale (enter 0 for triangular section) WB = 1.00 ft 5. Vegetation A) Type of Planting (seed vs. sod, affects vegetal retardance factor) 6. Design Velocity (0.3 ft / s maximum for desirable 5-minute residence time) V2 = 0.20 ft / s 7. Design Flow Depth (1 foot maximum) D2 = 0.39 ft A) Flow Area A2 = 1.0 sq ft B) Top Width of Swale WT = 4.1 ft C) Froude Number (0.50 maximum) F = 0.07 D) Hydraulic Radius RH = 0.24 E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.05 F) Manning's n (based on SCS vegetal retardance curve D for sodded grass) n = 0.200 G) Cumulative Height of Grade Control Structures Required HD = 0.00 ft AN UNDERDRAIN IS 8. Underdrain REQUIRED IF THE (Is an underdrain necessary?) DESIGN SLOPE < 2.0% 9. Soil Preparation (Describe soil amendment) 10. Irrigation Notes: Design Procedure Form: Grass Swale (GS) August 23, 2016 Harmony Commons - Lot 6 Fort Collins, CO Choose One Temporary Permanent Choose One Grass From Seed Grass From Sod Choose One YES NO UD-BMP_v3.05.xlsm, GS 8/23/2016, 4:39 PM This unofficial copy was downloaded on May-26-2016 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA This unofficial copy was downloaded on Aug-03-2016 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA