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Drainage Analysis
I . I I I Narrative I I I I I I I I I I I . I I I I I I I I I I I I I I I I I I I I I I I Summary and Conclusions In the summaries of the detention analysis, the proposed discharges from the underground storage detention to the legal drain tile yields a 1 aO-year discharge of 2.14 cfs, which is considered as Q 100prop < Q 10exist 2.32 cfs < 2.77 cfs Q 100prop < Q2exist 2.32 cfs < 2.38 cfs Q 10prop < Q 1 Oexist 1.57 cfs < 2.77 cfs Q 1 Oprop < Q2exist 1.57 cfs < 2.38 cfs Q2 prop < Q2exist 1.33 cfs < 2.38 cfs The release rate of the detention area from that of the proposed site has been designed such that the release is not an increase over what is being discharged into the Homplace Legal Drain Watershed as of today. The underground detention as recommended, being able to collect the storm water, should be able to retain increase flows. jo'b 07/26/05 H:\\w050417\w050417rp02072605\\m I I . I I Location Map I I I I I I I I I . I I . 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'C a. >-0 8~ I I I I I I Weihe Engineers, Inc - (W050417) (Existing) COMPOSITE RUNOFF COEFFICIENTS (Source: Table 204-1, City of Indianapolis Stormwater Specifications Manual) I Existing Area Draining to Western Section Cover Area (ft ) Area ok Soil Type Mannings n 17050 100.00 0.076 Lawn 5854 34.33 0.30 0.200 Roof 0 "0.00 0.90 0.011 Gravel 111 96 65.67 0.85 0.011 Existing Area Draining to Alley Cover Area (ft ) Area Ok Soil Type Mannings n 3840 1 00.00 0.011 Lawn 0 0.00 0.30 0.200 Roof 0 0.00 0.90 0.011 Gravel 3840 100.00 0.85 0.011 Existing Area Draining to Eastern Section Cover Area (ft ) Area Ok Soil Type Mannings n 17424 100.00 0.200 Lawn 17424 100.00 0.30 0.200 Roof 0 0.00 0.90 0.011 Pvmt 0 0.00 0.85 0.011 Total I Total I Total I I I I I I I I I I H:\2005\W050417\drainage - jo'b\RC.xls 7/26/2005 6:51 AM By:RLG I Pond Report I Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 9:54 AM Pond No. 1 - Underground Detention Pond Data Pipe dia. = 3.50 ft Pipe length = 200.0 ft No. Barrels -- 1.0 Slope = 0.00 % Invert elev. = 837.00 ft I Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 837.00 00 0 0 0.18 837.18 00 36 36 0.35 837.35 00 64 100 0.53 837.53 00 81 181 0.70 837.70 00 93 274 0.88 837.88 00 102 377 1.05 838.05 00 109 486 1.23 838.23 00 115 601 1.40 838.40 00 118 719 1.58 838.58 00 121 840 1.75 838.75 00 122 963 1.93 838.93 00 122 1,085 2.10 839.10 00 121 1,206 2.28 839.28 00 119 1,325 2.45 839.45 00 114 1,439 2.63 839.63 00 109 1,548 2.80 839.80 00 102 1,651 2.97 839.98 00 93 1,744 3.15 840.15 00 81 1,825 3.32 840.33 00 64 1,889 3.50 840.50 00 36 1,925 Culvert I Orifice Structures Weir Structures I I I I I I I [A] [B] [C] [0] Rise (in) = 12.00 8.00 0.00 0.00 Span (in) = 12.00 8.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert EI. (ft) = 837.00 837.00 0.00 0.00 Length (ft) = 10.00 0.00 0.00 0.00 Slope (0/0) = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 .Multi-Stage = n/a Yes No No [A] [B] . [C] [0] Crest Len (ft) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Weir Type Multi-Stage = No No No No I I Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft I I Note: CulverUOrifice outflows have been analyzed under inlet and outlet control. I Stage I Storage I Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Exfi I Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 837.00 0.00 0.00 0.00 0.18 36 837.18 0.08 0.08 0.08 0.35 100 837.35 0.28 0.28 0.28 0.53 181 837.53 0.53 0.53 0.53 0.70 274 837.70 0.76 0.75 0.75 0.88 377 837.88 0.91 0.91 0.91 1.05 486 838.05 1.06 1.06 1.06 1.23 601 838.23 1.19 1.19 1.19 1.40 719 838.40 1.31 1.30 1.30 1.58 840 838.58 1.41 1.41 1.41 1.75 963 838.75 1.49 1.49 1.49 1.93 1,085 838.93 1.60 1.60 1.60 2.10 1,206 839.10 1.73 1.73 1.73 2.28 1,325 839.28 1.86 1.85 1.85 2.45 1,439 839.45 1.97 1.97 1.97 2.63 1,548 839.63 2.08 2.08 2.08 2.80 1,651 839.80 2.18 2.18 2.18 2.97 1,744 839.98 2.28 2.28 2.28 3.15 1,825 840. 15 2.37 2.37 2.37 3.32 1,889 840.33 2.46 2.46 2.46 3.50 1,925 840.50 2.55 2.55 2.55 I I I I I Pond Report I Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 9:54 AM Pond No. 1 - Underground Detention Pond Data I Pipe dia. = 3.50 ft Pipe length = 200.0 ft No. Barrels = 1.0 Slope = 0.00 0/0 Invert elev. = 837.00 ft Stage I Storage Table I Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 837.00 00 0 0 0.18 837.18 00 36 36 0.35 837.35 00 64 100 I 0.53 837.53 00 81 181 0.70 837.70 00 93 274 0.88 837.88 00 102 377 1.05 838.05 00 109 486 I 1.23 838.23 00 115 601 1.40 838'.40 00 118 719 1.58 838.58 00 121 840 1.75 838.75 00 122 963 1.93 838.93 00 122 1,085 I 2.10 839.10 00 121 1,206 2.28 839.28 00 119 1,325 2.45 839.45 00 114 1,439 2.63 839.63 00 109 1,548 I 2.80 839.80 00 102 1,651 2.97 839.98 00 93 1,744 3.15 840.15 00 81 1,825 3.32 840.33 00 64 1,889 3.50 840.50 00 36 1,925 I Culvert I Orifice Structures Weir Structures I [A] [B] [C] [0] [A] [B] [C] [0] Rise (in) 12.00 8.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 12.00 8.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coe"~o = 0.00 0.00 0.00 0.00 I Invert EI. (ft) = 837.00 837.00 0.00 0.00 ,Weir Type Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope (%) = 1.00 0.00 0.00 0.00 I N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft I Note: CulverUOrifice outflows have been analyzed under inlet and outlet control. Stage (ft) Stage I Storage Stage (ft) I 4.00 4.00 I 3.00 3.00\ I 2.00 2.00 I 1.00 1.00 I o 200 400 600 800 1,000 1,200 1,400 1,600 1,800 0.00 2,000 Storage (cuft) 0.00 I - Storage I Pond Report I Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 9:54 AM Pond No. 1 - Underground Detention Pond Data Pipe dia. = 3.50 ft Pipe length = 200.0 ft No. Barrels = 1.0 Slope = 0.00 % Invert elev. = 837.00 ft I Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 837.00 00 0 0 0.18 837. 18 00 36 36 0.35 837.35 00 64 100 0.53 837.53 00 81 181 0.70 837.70 00 93 274 0.88 837.88 00 102 377 1.05 838.05 00 109 486 1.23 838.23 00 115 601 1.40 838.40 00 118 719 1.58 838.58 00 121 840 1.75 838.75 00 122 963 1.93 838.93 00 122 1,085 2.10 839.10 00 121 1,206 2.28 839.28 00 119 1,325 2.45 839.45 00 114 1,439 2.63 839.63 00 109 1 ,548 2.80 839.80 00 102 1,65.1 2.97 839.98 00 93 1,744 3.15 840.15 00 81 1,825 3.32 840.33 00 64 1,889 3.50 840.50 00 36 1,925 Culvert I Orifice Structures Weir Structures I I I I I I I [AI [B] [C] [0] Rise (in) = 12.00 8.00 0.00 0.00 Span (in) = 12.00 8.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert EI. (ft) = 837.00 837.00 0.00 0.00 Length (ft) = 10.00 0.00 0.00 0.00 Slope (0/0) = 1.00 0.00 0.00 0.00 N..Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 M u Iti..Stage = n/a Yes No No [A] [B] [e] [0] Crest Len (ft) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 Weir Cae'ff. = 0.00 0.00 0.00 0.00 Weir Type Multi..Stage = No No No No I I Exfiltration:: 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft I I I Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage I Discharge Stage (ft) 4.00 Stage (ft) 4.00 3.00 3.00 I 2.00 2.00 I 1.00 1.00 I 1.00 1.50 2.00 2.50 0.00 3.00 Discharge (cfs) 0.00 0.00 0.50 I - Total Q ~YdrOgraPh Summary Report '-IVd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph . . type flow interval peak hyd{ s) elevation storage description ( origin) (cfs) (min) (min) (cuff) eft) ( cuff) Rational 0.55 8 265 Existing East 2 Rational 0.46 5 137 Existing Alley 3 Rational 1.57 5 472 Existing West 4 Combine 2.38 5 874 1,2,3 Total Combined 5 Rational 3.97 5 1,192 Proposed Cond Tc = 5 6 Rational 2.05 15 1,842 Proposed Cond Tc = 15 7 Rational 1.34 30 2,417 Proposed Cond Tc = 30 8 Rational 0.88 60 3,168 Proposed Cond Tc = 60 9 Rational 0.58 120 4,150 Proposed Cond T c = 120 10 Rational 0.38 240 5,435 Proposed Cond T c = 240 11 Rational 0.29 360 6,364 Proposed Cond Tc = 360 12 Rational 0.19 720 8,333 Proposed Cond Tc = 720 13 Reservoir 1.33 8 1,188 5 838.441 749 Detention Route 14 Reservoir 1.24 21 1,838 6 838.31 658 Detention Route "'i Reservoir 1.05 37 2,413 7 838.04 481 Detention Route .6 Reservoir 0.80 66 3,164 8 837.75 301 Detention Route 17 Reservoir 0.56 124 4,146 9 837.54 192 Detention Route 18 Reservoir 0.37 244 5,431 10 837.42 131 Detention Route 19 Reservoir 0.29 363 6,360 11 837.36 104 Detention Route 0 20 Reservoir 0.19 723 8,329 12 837.29 77 Detention Route 21 Mod. Rational 1.13 5 2,704 Proposed Cond Tc = 5 22 Reservoir 1.09 40 2,701 21 838.10 517 Detention Route 23 Mod. Rational 1.17 15 2,637 Proposed Cond Tc = 15 24 Reservoir 1.10 38 ~,598 23 838.11 523 Detention Route 25 Mod. Rational 1.05 30 2,832 Proposed Cond Tc = 30 26 Reservoir 0.98 47 2,828 25 837.96 430 Detention Route w050417cc072605.GPW Return Period: 2 Year Tuesday, Jul 26 2005, 11 :35 AM Hydraflow Hydrographs by Intelisolve ~YdrOgraPh Summary Report I-fyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph ). type flow interval peak hyd( s) elevation storage description (origin) ( cfs ) (min) (min) ( cuft) (ft) ( cuft) Rational 0.71 8 340 Existing East 2 Rational 0.52 5 157 Existing Alley 3 Rational 1.81 5 542 Existing West 4 Combine 2.77 5 1 ,038 1,2,3 Total Combined 5 Rational 4.56 5 1,367 Proposed Cond Tc = 5 6 Rational 2.89 15 2,605 Proposed Cond T c = 15 7 Rational 1.99 30 3,590 Proposed Cond T c = 30 8 Rational 1.32 60 4,740 Proposed Cond Tc = 60 9 Rational 0.85 120 6,100 Proposed Cond T c = 120 10 Rational 0.54 240 7,741 Proposed Cond Tc = 240 11 Rational -0.41 360 8,865 Proposed Cond T c = 360 12 Rational 0.26 720 11 , 138 Proposed Cond Tc = 720 ~ 13 Reservoir 1.43 8 1,363 5 838.63 878 Detention Route 14 Reservoir 1.57 22 2,601 6 838.89 .1' 1,058 Detention Route 15 Reservoir 1.43 39 3,586 7 838.61 867 Detention Route .0 Reservoir 1.14 68 4,736 8 838.16 555 Detention Route 17 Reservoir 0.80 126 6,096 9 837.75 305 Detention Route 18 Reservoir 0.53 244 7,737 10 837.53 182 Detention Route 19 Reservoir 0.41 364 8,861 11 837.44 143 Detention Route 20 Reservoir 0.26 723 11 , 135 12 837.34 95 Detention Route 21 Mod. Rational 1.69 5 4,046 Proposed Cond Tc = 5 22 Reservoir 1.54 40 4,042 21 838.85 1,031 Detention Route 23 Mod. Rational 1.75 15 3,941 Proposed Cond T c = 15 24 Reservoir 1.51 39 3,885 23 838.81 1,003 Detention Route 25 Mod. Rational 1.57 30 4,241 Proposed Cond T c = 30 26 Reservoir 1.38 49 4,237 25 838.54 814 Detention Route w050417cc072605.GPW Return Period: 10 Year Tuesday, Jut 26 2005, 11 :35 AM Hydraflow Hydrographs by Intelisolve ~YdrOgraPh Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd( s) elevation storage description ( origin) (cfs) (mira) (min) ( cuft) (ft) ( cuft) Rational 0.92 .8 441 Existing East 2 Rational 0.64 5 191 Existing Alley 3 Rational 2.19 5 658 Existing West 4 Combine 3.40 5 1 ~290 1,2,3 Total Combined 5 Rational 5.54 5 1,661 Proposed Cond Tc = 5 6 Rational 4.08 15 3,673 Proposed Cond Tc = 15 7 Rational 2.97 30 5,33~ Proposed Cond T c = 30 8 Rational 1.96 60 7,040 Proposed Cond Tc = 60 9 Rational 1.20 120 8,608 Proposed Cond T c = 120 10 Rational 0.70 240 10,017 Proposed Cond Tc = 240 11 Rational 0.50 360 10,790 Proposed Cond Tc = 360 12 Rational 0.28 720 12,074 Proposed Cond Tc = 720 13 Reservoir 1.62 9 1,657 5 838.95 1,102 Detention Route 14 Reservoir 2.15 22 3,669 6 839.74 1,617 Detention Route 15 Reservoir 2.04 39 5,335 7 839.57 1,512 Detention Route ~ ~~ Reservoir 1.59 71 7,036 8 838.91 1,073 Detention Route Reservoir 1.11 129 8,604 9 838.12 529 Detention Route 18 Reservoir 0.68 245 10,013 10 837.64 240 Detention Route 19 Reservoir 0.49 364 10,786 11 837.50 170 Detention Route 20 Reservoir 0.28 723 12,070 12 837.35 100 Detention Route 21 Mod. Rational 2.52 5 6,053 Proposed Cond T c = 5 22 Reservoir 2.32 40 6,049 21 840.051 1,780 Detention Route 23 Mod. Rational 2.62 15 5,893 Proposed Cond Tc = 15 24 Reservoir 2.26 39 5,811 23 839.95 1,730 Detention Route 25 Mod. Rational 2.35 30 6,344 Proposed Cond Tc = 30 26 Reservoir 2.01 49 6,340 25 839.52 1,483 Detention Route w050417cc072605.GPW Return Period: 100 .Year Tuesday, Jul 26 2005, 11 :36 AM Hydraflow Hydrographs by Intelisolve I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 262005, 11 :35 AM Hyd. No. 1 Existing East Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 2 yrs = 0.4 ac = 4.595 in/hr = hamilton1098.IDF Peak discharge = 0.55 cfs Time interval = 1 min Runoff coeff. = 0.3 T c by U.ser = 8 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 265 cuft ( Printed values >= 75~/o of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.10 0.41 0.12 0.48 0.13 0.55 << 0.15 0.48 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul26 2005, 11 :35 AM Hyd. No. 1 Existing East Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 1 0 yrs = 0.4 ac = 5.894 in/hr = hamilton1098.IDF Peak discharge = 0.71 cfs Time interval = 1 min Runoff coeff. = 0.3 Tc by User = 8 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 340 cuff ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.10 0.53 0.12 0.62 0.13 0.71 << 0.15 0.62 0.17 0.53 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 AM Hyd. No. 1 Existing East Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 100 yrs = 0.4 ac = 7.660 in/hr = hamilton1098.IDF Peak discharge = 0.92 cfs Time interval = 1 min Runoff coeff. = 0.3 Tc by User = 8 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 441 cuft ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.10 0.69 0.12 0.80 0.13 0.92 << 0.15 0.80 ... End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :35 AM Hyd. No. 2 Existing Alley Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 2 yrs = 0.1 ac = 6.096 in/hr = hamilton 1 098.1 OF Peak discharge = 0.46 cfs Time interval = 1 min Runoff coeff. = 0.85 Te by User = 5 min Ase/Ree limb fact = 1/1 Hydrograph Volume = 137 cuft ( Printed values >='75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.07 0.37 0.08 0.46 << 0.10 0.37 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by I ntelisolve Tuesday, Jul 26 2005, 11 :35 AM Hyd. No. 2 Existing Alley Hydrograph type Storm frequency Drainage area Intensity IOF Curve =_ Rational = 1 0 yrs = 0.1 ac = 6.989 in/hr = hamilton1098.IDF Peak discharge = 0.52 cfs Time interval = 1 min Runoff coeff. = 0.85 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 157 cuff ( Printed values >= 75% of Qp.) Hydrograph Discharge Tabie Time -- Outflow (hrs cfs) 0.07 0.42 0.08 0.52 << 0.10 0.42 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 AM Hyd. No. 2 Existing Alley Hydrograph type Storm frequency Drainage area Intensity IOF Curve = Rational = 100 yrs = 0.1 ac = 8.493 in/hr = hamiltor,11098.IOF Peak discharge = 0.64 cfs Time interval = 1 min Runoff coeff. = 0.85 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 191 cuff ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.07 0.51 0.08 0.64 << 0.10 0.51 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by I ntelisolve Tuesday, Jul 26 2005, 11 :35 AM Hyd. No. 3 Existing West Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 2 yrs = 0.4 ac = 6.096 in/hr = hamilton1098.IDF Peak discharge = 1.57 cfs Time interval = 1 min Runoff coeff. = 0.66 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 472 cuff ( Printed valUes >= 75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.07 1.26 0.08 1.57 << 0.10 1.26 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :35 AM Hyd. No. 3 Existing West Hydrograph type Storm frequency Drainage area Intensity IOF Curve = Rational = 1 0 yrs = 0.4 ac = 6.989 in/hr = hamilton1098.IDF Peak discharge = 1.81 cfs Time interval = 1 min Runoff coeff. = 0.66 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 542 cuft ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.07 1.44 0.08 1.81 << O. 1 0 1 .44 ... End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 AM Hyd. No. 3 Existing West Hydrograph type Storm frequency Drainage area Intensity IOF Curve = Rational = 1 00 yrs = 0.4 ac = 8.493 in/hr = hamilton1098.IDF Peak discharge = 2. 1 9 cfs Time. interval = 1 min Runoff coeff. = 0.66 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 658 cuff ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.07 1.76 0.08 2. 1 9 < < 0.10 1.76 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Total Combined Hydrograph type Storm frequency Inflow hyds. = Combine = 1 00 yrs = 1,2,3 Peak discharge Time interval Hydrograph Discharge Table Time Hyd. 1 + Hyd. 2 + Hyd. 3 = (h rs) (cfs) (cfs) (cfs) 0.07 0.46 0.51 1.76 0.08 0.57 0.64 << 2.19 << 0.10 0.69 0.51 1.76 ...End Tuesday, Jul 26 2005, 11 :36 AM = 3.40 cfs = 1 min Hydrograph Volume = 1,290 cuff ( Printed values >= 75% of Qp.) Outflow (cfs) 2.72 3.40 << 2.95 I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 262005, 11 :35 AM Hyd. No. 5 Proposed Cond Tc =5 Hydrograph type = Rational Storm frequency = 2 yrs Drainage area = 1.0 ac Intensity = 6.096 in/hr IDF Curve = hamilton1098.IDF Peak discharge = 3.97 cfs Time interval = 1 min Runoff coeff. = 0.64 Tc by User = 5 min Ase/Rec limb faet = 1/1 Hydrograph Discharge Table Time --Outflow (hrs cfs) Hydrograph Volume = 1,192 cuff ( Printed values >= 75% of Qp.) 0.07 3.18 0.08 3.97 << 0.10 3.18 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 262005, 11 :35 AM Hyd. No. .5 Propos~d Cond Tc = 5 Hydrograph type = Rational Storm frequency = 1 0 yrs Drainage area = 1.0 ac Intensity = 6.989 in/hr IDF Curve = hamilton1098.IDF Peak discharge = 4.56 cfs Time interval = 1 min Runoff coeff. = 0.64 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph O'ischarge Table Time -- Outflow (hrs cfs) Hydrograph Volume = 1,367 cuff ( Printed values >= 75% of Qp.) 0.07 3.64 0.08 4.56 << 0.1 0 3.64 ... End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 AM Hyd. No. 5 Proposed Cond Tc = 5 Hydrograph type = Rational Storm frequency = 1 00 yrs Drainage area = 1.0 ac Intensity = 8.493.in/hr IOF Curve = hamilton1098.IDF Peak discharge = 5.54 cfs Time interval = 1 min Runoff coeff. = 0.64 Tc by User = 5 min Asc/Rec limb fact = 1/1 Hydrograph Discharge Table Time -- Outflow (hrs cfs) Hydrograph Volume = 1,661 cuff ( Printed values >= 75% of Qp.) 0.07 4.43 0.08 5.54 << 0.10 4.43 ...End I Hydrograph Report I Hydraflow Hydrographs by Intelisolve Hyd. No. 6 I . Proposed Cond Tc = 15 I I I I I I I I I I I I I I I I Tuesday, Jul 26 2005, 11 :35 AM Hydrograph type = Rational Storm frequency = 2 yrs Drainage area = 1.0 ac Intensity = 3.140 in/hr IOF Curve = hamilton1098.IDF Peak discharge = 2.05 cfs Time interval = 1 min Runoff coeff. = 0.64 Tc by User = 15 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 1,842 cuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) ( Printed values >= 75% of Qp.) 0.20 1.64 0.22 1.77 0.23 1.91 0.25 2.05 << 0.27 1.91 0.28 1.77 0.30 1.64 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Hyd. No. 6 Proposed Cond Tc = 15 Tuesday, Jul 26 2005, 11 :36 AM Hydrograph type = Rational Storm frequency = 1 0 yrs Drainage area = 1.0 ac Intensity = 4.440 in/hr IDF Curve = hamilton1098.IDF Peak discharge = 2.89 cfs Time interval = 1 min Runoff coeff. = 0.64 Tc by User = 15 min Asc/Rec limb fact = 1/1 Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.20 2.32 0.22 2.51 0.23 2.70 0.25 2.89 << 0.27 2.70 0.28 2.51 0.30 2.32 ...End Hydrograph Volume = 2,605 cuft ( Printed values >= 75% of Qp.) I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 AM Hyd. No. 6 Proposed Cond Tc = 15 Hydrograph type = Rational Storm frequency = 1 00 yrs Drainage area = 1.0 ac Intensity = 6.261 in./hr IDF Curve = hamilton1098.IDF Peak discharge = 4.08 cfs Time interval = 1 min Runoff coeff. = 0.64 Tc by User = 15 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 3,673 cuff Hydrograph Discharge Table Time -- Outflow (hrs cfs) ( Printed values >= 75% of Qp.) 0.20 3.27 0.22 3.54 0.23 3.81 0.25 4.08 << 0.27 3.81 0.28 3.54 0.30 3.27 ... End I I I I I I I I I I I I I I I I I I I Hydrograph Plot Hydraflow Hydrographs by I ntelisolve Hyd. NO. 13 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 4.00 3.00 2.00 1.00 0.00 0.0 - Hyd No. 13 = Reservoir = 2 yrs = 5 = Underground Detention Detention Route Hyd. No. 13 -- 2 Yr 0.1 0.2 0.3 0.3 0.4 - Hyd NO.5 Peak discharge Time interval Max. Elevation Max. Storage 0.5 0.6 Tuesday, Jul 26 2005, 11 :37 AM = 1 .33 cfs = 1 min = 838.44 ft = 7 49 cuff Hydrograph Volume = 1,188 cuft 0.7 Q (cfs) 4.00. 3.00 2.00 1.00 0.00 0.8 Time (hrs) I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 Afv1 Hyd. No. 13 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 2 yrs = 5 = 838.44 ft Peak discharge Time interval Reservoir name Max. Storage = 1 .33 cfs = 1 min = Underground Deten = 749 cuff Storage Indication method used. Outflow hydrograph volume = 1,188 cuff Hydrograph Discharge Table ( Printed values >= 75% of Qp.) Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Exfil Outflow (h rs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.08 3.97 << 838.02 1.04 1.04 1.04 0.10 3.18 838.25 1.20 1.20 1.20 0.12 2.38 838.38 1.30 1.29 1.29 0.13 1.59 838.44 << 1.33 1.33 1.33 << 0.15 0.79 838.43 1.32 1.32 1.32 0.17 0.00 838.35 1.27 1.27 1.27 0.18 0.00 838.24 1.20 1.20 1.20 0.20 0.00 838.14 1.13 1.12 1.12 0.22 0.00 838.04 1.05 1.05 1.05 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 14 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 3.00 2.00 1.00 0.00 0.0 - Hyd No. 14 = Reservoir = 1 0 yrs = 6- = Underground Detention 0.2 Detention Route Hyd. No. 14 -- 10 Yr 0.3 0.5 0.7 - Hyd NO.6 Tuesday, Jul 26 2005, 11 :37 AM Peak discharge = 1 .57 cfs Time interval = 1 min Max. Elevation. = 838.89 ft Max. Storage = 1 ,058 cuff Hydrograph Volume = 2,601 cuff 0.8 0.00 1.0 1.2 Time (hrs) Q (cfs) 3.00 2.00 1.00 I I I I I I I I I I I I I I I I I I I Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :37 AM Hyd. No. 14 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 100 yrs = 6 = Underground Detention Peak discharge Time interval Max. Elevation Max. Storage = 2. 1 5 cfs = 1 min. = 839.74 ft = 1,617 cuft Storage Indication method used. Hydrograph Volume = 3,669 cuff Q (cfs) 5.00 Detention Route Hyd. No. 14 -- 100 Yr 4.00 ... .1... ^ /\ / \ / \ I \ if \ J \ / \ / / / ~ / / \ " / 7 \ " I....... , / / \ .~. / / \ .'" / //7 . \ ~ / / \ ",- / / \ "'. I / \ '\<~ / 7 \ ~ V/ \ ~ 3.00 2.00 1.00 0.00 .0.0 0.00 1.2 Time (hrs) 0.2 0.3 0.5 0.7 0.8 1.0 - Hyd No. 14 - Hyd NO.6 Q (cfs) 5.00 4.00 3.00 2.00 1.00 I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Hyd. No. 14 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 1 00 yrs = 6 = 839.74 ft Peak discharge Time interval Reservoir name Max. Storage Storage Indication method used. Hydrograph Discharge Table 0 Tuesday, Jul 26 2005, 11 :36 AM = . 2. 1 5 cfs = 1 min = Underground Deten = 1, 6 ~ 7 cuff Outflow hydrograph volume = 3,669 cuff ( Printed values >= 75% of Qp.) Time Inflow Elevation Clv A Clv B Clv C Clv D WrA WrB WrC WrD Exfil Outflow (h rs ) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.25 4.08 << 839.00 1.66 1.66 1.66 0.27 3.81 839.20 1.80 1.80 1.80 0.28 3.54 839.36 1.91 1.91 1.91 0.30 3.27 839.49 2.00 2.00 2.00 0.32 2.99 839.60 2.06 2.06 2.06 0.33 2.72 839.68 2.11 2.11 2.11 0.35 2.45 839.73 2.14 2.14 2.14 0.37 2.18 839.74 << 2.15 2.15 2.15 << 0.38 1.90 839.73 2.14 2.14 2.14 0.40 1.63 839.69 2.12 2.12 2.12 0.42 1.36 839.63 2.08 2.08 2.0-a 0.43 1.09 839.55 2.03 2.03 2.03 0.45 0.82 839.45 1.97 1.97 1.97 0.47 0.54 839.34 1.90 1.90 1.90 0.48 0.27 839.?1 1.81 1.81 1.81 0.50 0.00 839.06 1.71 1.71 1.:71 ...End I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :58 AM Hyd.. No. 24 Detention Route Hydrograph type Storm frequency Inflow.hyd. No. Max. Elevation Pea.k discharge Time i.nterval Reservoir name Max. Storage = 1. 1 0 cfs = 1 min = U.nderground Deten I = 523 cuff = Reservoir = 2 yrs = 23 = 838.11 ft Storage Indication method used. Outflow hydrograph volume = 2,598 cuft ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B ClvC Clv D WrA WrB WrC WrD Exfil Outflow (h rs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.30 1.17 << 837.80 0.85 0.85 0.85 0.32 1.17 << 837.83 0.87 0.87 0.87 0.33 1.17 << 837.86 0.90 0.90 0.90 0.35 1.17 << 837.89 0.92 0.92 0.92 0.37 1.17 << 837.91 0.94 0.94 0.94 0.38 1.17 << 837.93 0.96 0.96 0.96 0.40 1.17 << 837.95 0.98 0.98 0.98 0.42 1.17 << 837.97 0.99 0.99 0.99 0.43 1.17 << 837.99 1.01 1.01 1.01 0.45 1.17 << 838.00 1.02 1.02 1.02 0.47 1.17 << 838.02 1.03 1.03 1.03 0.48 1.17 << 838.03 1.04 1.04 1.04 0.50 1.17 << 838.04 1.05 1.05 1.05 0.52 1.17 << 838.05 1.06 1.06 1.06 0.53 1.17 << 838.06 1.07 1.07 1.07 0.55 1.17 << 838.07 1.07 1.07 1.07 0.57 1.17 << 838.08 1.08 1.08 1.08 0..58 1.17 << 838.09 1.09 1.09 1.09 0.60 1 .17 << 838.10 1.09 1.09 1.09 0.62 1 .17 << 838.10 1.10 1.10 1.10 0.63 1.09 838.11 << 1.10 1.10 1 .1 0 << 0.65 1.02 838. 1 0 1.10 1.10 1 . 1,0 0.67 0.94 838.09 1.09 1.09 1.09 0.68 0.86 838.08 1.08 1.08 1.08 0.70 0.78 838.05 1.06 1.06 1.06 0.72 0.70 838.02 1.04 1.04 1.04 0.73 0.63 837.99 1.01 1.01 1.01 0.75 0.55 837.95 0.98 0.98 0.98 0.77 0.47 837.91 0.94 0.94 0.94 0.78 0.39 837.86 0.90 0.90 0.90 0.80 0.31 837.81 0.85 0.85 0.85 ...End I I I I I I I I t I I I I I I I I I I I Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 22 Detention Route Hydrograph type Storm frequency Inflow hyd. No. . Reservoir name Storage Indication method used. Q (cfs) 2.00 1.00 0.00 0.0 - Hyd No. 22 = Reservoir = 1 0 yrs = 21 = Underground Detention Detention Route Hyd. No. 22 -- 10 Yr 0.2 0.3 0.5 0.7 - Hyd No. 21 Peak discharge Time interval Max. Elevation Max. Storage 0.8 1.0 Tuesday, Jul 262005, 11 :55 AM = 1.54 cfs = 1 min = 838.85 ft = 1,031 cuft Hydrograph Volume = 4,042 cuff Q (cfs) 2.00. 1.00 1.2 0.00 1.3 Time (hrs) I Hydrograph Report I Hydraflow Hydrographs by Intelisolve Tuesday, Jul26 2005, 11 :36 AM Hyd. No. 22 I Detention Route Hydrograph type Reservoir Peak discharge 1 .54 cfs = = Storm frequency = 1 0 yrs Time interval = 1 min I Inflow hyd. No. = 21 Reservoir name = Underground Deten Max. Elevation = 838.85 ft Max. Storage = 1 ,031 cuft I Storage Indication method used. Outflow hydrograph volume = 4,042 cuff Hydrogr~ph Discharge Table ( Printed values >= 75% of Qp.) I Time Inflow Elevation ClvA Clv B Clv C Clv D WrA WrB WrC WrD Exfil Outflow (h rs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs I 0.23 1.69 << 838.21 1.18 1.18 1.18 0.25 1 .69 << 838.26 1.21 1.21 1.21 0.27 1.69 << 838.30 1.24 1.24 1.24 I 0.28 1.69 << 838.34 1.26 1.26 1.26 0.30 1 .69 << 838.37 1.29 1.28 1.28 0.32 1 .69 << 838.41 1.31 1.31 1.31 0.33 1 .69 << 838.44 . 1.33 1.33 1.33 I 0.35 1 .69 << 838.47 1.35 1.34 1.34 0.37 1 .69 << 838.50 1.36 1.36 1.36 0.38 1.69 << 838.53 1.38 1.38 1.38 0.40 1 .69 << 838.55 1.39 1.39 1.39 I 0.42 1.69 << 838.58 1.41 1.41 1.41 0.43 1 .69 << 838.60 1.42 1.42 1.42 0.45 1.69 << 838.62 1.43 1.43 1.43 I 0.47 1.69 << 838.64 1.44 1.44 1.44 0.48 1.69 << 838.66 1.45 1.45 1.45 0.50 1 .69 << 838.68 1.46 1.46 1.46 0.52 1 .69 << 838.70 1.47 1.47 1.47 I 0.53 1.69 << 838.72 1.48 1.48 1.48 0.55 1 .69 << 838.74 1.48 1.48 1.48 0.57 1 .69 << 838.76 1.49 1.49 1.49 I 0.58 1 .69 << 838.77 1.49 1.49 1.49 0.60 1.69 << 838.79 1.49 1.49 1.49 0.62 1 .69 << 838.81 1.51 1.51 1.51 0.63 1.69 << 838.82 1.52 1.52 ----- 1.52 I 0.65 1.69 << 838.84 1.53 1.53 1.53 0.67 1.69 << 838.85 << 1.54 1 ~54 1 .54 << 0.68 1.35 838.85 1.54 1.54 1.54 0.-70 1.01 838.82 1.51 1.51 1.51 I 0.72 0.67 838.76 1.49 1.49 1.49 0.73 0.34 838.68 1.46 1.46 1.46 0.75 0.00 838.57 1.40 1.40 1.40 I 0.77 0.00 838.45 1.33 1.33 1.33 0.78 0.00 838.34 1.26 1.26 1.26 0.80 0.00 838.23 1.19 1.19 1.19 I ...End I I I I I I I I I I I I I I I I I I I I I Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 22 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 3.00 2.00 1.00 0.00 0.0 - Hyd No. 22 = Reservoir = 1 00 yrs = 21 = Underground Detention Detention Route Hyd. No. 22 -- 100 Yr 0.2 0.3 0.5 0.7 - Hyd No. 21 Peak discharge Time interval Max. Elevation Max. Storage 0.8 1.0 Tuesday, Jul 262005, 11 :55 AM = 2.32 cfs = 1 min = 840.05 ft = 1 ,780 cuft Hydrograph Volume = 6,049 cuft 1.2 0.00 1.3 Time (hrs) Q (cfs) 3.00 2.00 1.00 I I I I I I I I I I I I I I I I I I I Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Jul 26 2005, 11 :36 AM Hyd. No. 22 Detention Route Hydrograph type Storm frequency Inflow hyd. No. Max., Elevation Peak discharge Time interval Reservoir name Max. Storag~ = 2.32 cfs = 1 min = Underground Deten = 1,780 cuft 0_ .Reservoir = 1 00 yrs = 21 = 840.05 ft Storage Indication method used. Outflow hydrograph volume = 6,049 cuft ( Printed values >= 75% of Qp.) Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC Clv D WrA WrB WrC WrD Exfi I Outflow (h rs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.32 2.52 << 839.17 1.78 1.78 1.78 0.33 2.52 << 839.23 1.83 1.83 1.83 0.35 2.52 << 839.29 1.87 1.87 1.87 0.37 2.52 << 839.35 1.91 1.91 1.91 0.38 2.52 << 839.41 1.94 1.94 1.94 0.40 2.52 << 839.46 1.97 1.97 1.97 0.42 2.52 << 839.51 2.01 2.01 2.01 0.43 2.52 << 839.56 2.04 2.04 2.04 0.45 2.52 << 839.60 2.06 2.06 2.06 0.47 2.52 << 839.65 2.09 2.09 2.09 0.48 2.52 << 839.69 2.12 2.12 2.12 0.50 2.52 << 839.73 2.14 2.14 2.14 0.52 .2.52 << 839.77 2.16 2.16 2.16 0.53 2.52 << 839.80 2.18 2.18 2.18 0.55 2.52 << 839.84 2.20 2.20 2.20 0.57 2.52 << 839.88 2.22 2.22 2.22 0.58 2.52 << 839.91 2.24 2.24 2.24 0.60 2.52 << 839.94 2.26 2.26 2.26 0.62 2.52 << 839.97 2.28 2.27 2.27 0.63 2.52 << 840.00 2.29 2.29 2.29 0.65 2.52 << 840.03 2.31 2.31 2.31 0.67 2.52 << 840.05 << 2.32 2.32 2.32 << 0.68 2.02 840.05 2.32 2.32 2.32 0.70 1.51 839.98 2.28 2.28 2.28 0.72 1.01 839.87 2.22 2.22 2.22 0.73 0.50 839.72 2.13 2.13 2.13 0.75 0.00 , 839.53 2.02 2.02 2.02 0.77 0.00 839.35 1.91 1.90 1.90 0.78 . 0.00 839.18 1.79 1.79 . .- 1.79 ... End 1 I"~i+~~) ."." r In: I "S I, I.,:~.. , 0 (rj '. (.9. I: ~O.3 d I Barn . 5' 00 :?J{f . . tx 1--.- ~. ' I. . ,0 I. :6~'8~.d 0 ", ( ',0 ,0 ." . . . .. o~ P.ipe:.' ',' gund=:\" I vni~S I- !..- Q) Q >-., ~ r <c I- rl Iq 9:F ry.J ~CJrK.U,. II'!V - <o~ i><'\-' 1 ~2 4 .2 II (p) :l,. ~ coi><<'v' qf Y)<O '" lxry'<o 42.CJ ""() i><ry. "Co ~. qJx CO~ 0 ~tx ~. co~,. '\ "" I :l,-' I co~ / 115$0 ~Oj Fq,OT. HARD ~UR~A~E txry. / txry. <?ry ~co 542.3 tx<lv' '0 ; '0 ~C)., ~'\,- 4 2 G / <0 '0 . <0 <0": 0 I rory/ ~. / <cr ,I 542.7 '\~ ~. <O~ 543.26 + "') "- ~. <cr / / COCO \). COb< PWP <)<0 -:'J' <otx II /1 CONqlTIONS SURFACE SURFACE FT. I I 1 I I 1 I 1 I I I I 1 I 1 I 1 I 1 1 0/5/98 PROPOSED RUNOFF Project Number: Client: Project Name: Calculations by: Company: 96.1311 Weihe .Engineers Weihe Parking .j6tb - - -..---....-.--------------- . Weihe Engineers Existing Time of Concentration Ground Cover Area (Ac) Area (mi^2) o~ eN Mannings n Total 0.400 0.00063 1 00.00 0.067 Driveway, Roof 0.282 0.00044 70.51 0.011 Grass 0.12 0.00018 29.49 0.200 # Hours Min Tc 0.141 8.43 Sheet Flow (<300ft) = .OO7(nL)^.8/(P2)^.5*(s)^.4 Flow Length (ft) 140 Sub Tc 2yr Precip (in) 2.64 0.141 Slope (ft/ft) 0.014 Page 1 of 2 961311tc.xlsProposed I I I I I 1 I 1 I 1 I 1 1 I 1 I 1 I I ~~ .:iV14 ...4-,d:lI\-.... J::. ..~ - Proposed 1 ime of Concentration Ground Cover Area (Ac) Area (mi^2) 0/0 eN Mannings n Total 0.400 0.00063 100.00 0.067 Parking 0.282 0.00044 70.51 0.011 Grass 0.118 0.00018 29.49 0.200 ---_._--- -. --..-,.. . -".....- Hours Min Tc 0.026 1.56 Sheet Flow (<300ft) = .OO7(nL)^.8/(P2)^.5*(s)^.4 Flow Length (ft) 100 Sub Tc 2yr Precip (in) -2.64 0.026 Slope (ft/ft) 0.500 1< - -- ... 10/5/98 . Page 2 of 2 961311tc.xJsProposed I I I I I I I 1 I I :i ;i;' .,B\ ~'~1 I I I I I I I I I .-s\ lrf~~~()~~r;rirtinn ..'..____.__ -- --.----------------------n .....-. Smooth surfaces (concrete, asphalt, gravel, or bare soil) Fallow (no residue) Cultivated Soils: Residue cover </= 20% Residue cover > 20 % Grass: Short grass prairie Dense grasses Bermuda grass Range (natural) Woods: Light underbrush Dense underbrush ( -no 1 I; TABLE 203-1: Roughness coefficients (Manning's n) for sheet flow 0.011 0.05 0.06 0.17 0.15 0.24 0.41 0.13 0.40 0.80 Appendix page A2-7 May 10,1995 I Q) C) m c.. e Q) "'C N N M e: c: 0 0 0 I :J w ,..... ,..... "- N Lb c:, ~ L() 0 0 0 0 0 ,..... ,..... ,..... 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