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I � i � FOXX H01' I S I '' 73061 FRED WARING DRIVE - DESERT, PALM CA 92025 0 30 60 120 240 (760)839-8238 1 VICINITY MAP NOT TO SCALE LEGEND x Drainage Area Designation 3.50 AC. Drainage Area (Acres) ®- -Node Mznber >•�IIIIIi Drainage B=Kh)ry Storm Dram System Boundeq i ft Drainage Boundary --"* L-I( Row Length (feet) ► Direction of Row LP Laot Of Poe HP Ho Point xx Pad Elevation EL Elevation INV invert 0 Peak Row (de) C.B. Catch Basin PREPARED BYE I ' DEVELOPMENT RATIONAL.dwg 10/17/0 MILES AVENUE to v; HWY. 111 .", = w c:: = CD - M 11 A.-at N 9 1." I I z 'I'll j I I M 11 �. 48th AVENUE 1:5 = CE, 9 AVENUE a 50th 3' t� cr-r = THE CITRUS I � 52th AVENUE---'\- CD = = 0 ai �Q En M � 54th AVENUE I i I VICINITY MAP NOT TO SCALE LEGEND x Drainage Area Designation 3.50 AC. Drainage Area (Acres) ®- -Node Mznber >•�IIIIIi Drainage B=Kh)ry Storm Dram System Boundeq i ft Drainage Boundary --"* L-I( Row Length (feet) ► Direction of Row LP Laot Of Poe HP Ho Point xx Pad Elevation EL Elevation INV invert 0 Peak Row (de) C.B. Catch Basin PREPARED BYE I ' DEVELOPMENT RATIONAL.dwg 10/17/0 DRAINAGE REPORT TENTATIVE TRACT 32397 CITY OF LA QUINTA OCTOBER 2005 PREPARED FOR: FOXX HOMES 73061 FRED WARING DRIVE PALM DESERT, CA 92260 PREPARED BY: MDS CONSULTING 78 -900 AVENUE 47, SUITE 208 LA QUINTA, CA 92253 78 -900 Avenue 47, Ste. 208 La Quinta, CA 92253 VOICE: 760.771 -4013 FAX: 760 -771 -4073 E -MAIL: mdslapuinta al7.mdsconsulting.net NO. OF ITEMS: DESCRIPTION: cuovcVnoc TRANCMITTAI To: City of La_Quinta, Engineering } Date: October 28, 2005 Address: 78 -495 Calle Tampico Job #: 619 -00 La Quinta, CA 92253 Attention: `Paul Goble, P.E. ii Subject: Tract no. 32397 From: Chris Bergh cc: Foxx homes 1 Drainage Report for Tract no. 32397 ` , THE ABOVE ITEMS MESSAGE: ARE SUBMITTED: 1 AT YOUR REQUEST FOR YOUR REVIEW -- '--______ _... _.` ..... - — . •••u I FOR YOUR FILES �Submltted at your request: ` - _7 - - - - - - - -- --- r c T f r FOR YOUR APPROVAL. r 5ooz a z loo 1 . FOR YOUR USE I FORYOURINFO THE ABOVE ITEMS k. 2 ARE TRANSMITTED: }, HEREWITH =�W F VIA DELIVERY r 8 2005 I UNDER SEPARATE COVER p OCT 2 �, Uzi' • • DRAINAGE REPORT FOR TENTATIVE TRACT 32397 CITY OF LA QUINTA OCTOBER 2005 PREPARED FOR: FOXX HOMES 73061 FRED WARING DRIVE PALM DESERT, CA 92260 PREPARED BY: MDS CONSULTING 78 -900 AVENUE 47, SUITE 208 LA QUINTA, CA 92253 Project Description The purpose of this report is to demonstrate that the proposed onsite retention basin and street for the project are more than adequate to protect the proposed development from a 100 -year storm event. Eighty -four (84) single - family residential lots are proposed on this 35.03 -acre site located in the city of La Quinta. The project site is bounded by Washington Street and an existing residential site to the south and west respectively, and an open area to north and east. Runoff was calculated using the Riverside County Rational Method, using software by Advanced Engineering Software (AES). 100 -year storm hydrology was calculated using parameters specified in the Riverside County Flood Control and Water Conservation District Hydrology Manual. Retention basins were sized using synthetic unit hydrograph and basin routing calculation. Both unit synthetic hydrograph and routing calculations were performed on the UNRIV and ROUTE programs by Civil Design Corporation, using parameters specified in the Riverside County Flood Control and Water Conservation District Hydrology Manual. • 0 G: \619 \00 \HYDRO \DESCRPI.DOC 1* Drainage Report Tentative Tract 32397 CITY OF LA QUINTA, STA TE OF CALIFORNIA M 0 R S E 78 -900 Avenue 47, Suite 208 . La Quinta, CA 92253 D 0 K I C H Voice: 760 - 771 -4013 S C H U L T Z FAX: 760- 771 -4073 P L A N N E R S E N G I N E E R S S U R V E Y O R S FELDROVIO C�PERAN R.C.E.' 55246 EXP. DATE: 6/30/06 .W m l u. No. C -55246 n Exp OF C. i. MDS CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17 " ?0 Redhill Avenue, Suite 350 I CA 92614 Job No: By: Data: MDS CONSULTING Job No: 1 JA PLANNERS • ENGINEERS • SURVEYORS ✓✓s - 1 17320 Redhill Avenue, Suite 350 By: _R.,fo Irvine, CA 92614 Date: 10 s \, 1 " 1 11 SHT OF OtA 1 �ti�co o4 �9a� �'0011 10 r 1 5 �r 11 0 2 i V7 A 410 1 • • TENTATIVE TRACT 31732 UNIT HYDROGRAPH CALCULATIONS 1 RETENTIONS BASIN CALCULATIONS 2 100 -YEAR STORM HYDROLOGY CALCULATIONS 3 l 10 -YEAR STORM HYDROLOGY CALCULATIONS 4 HYDROLOGY & UNIT HYDROGRAPH MAP 5 • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 10/14/05 File: 3239724100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- Tract 32397 Unit Hydrograph 24 -hour, 100 -year storm -------------------------------------------------------------------- . Drainage Area = 46.02(Ac.) = 0.072 Sq. Mi. - Drainage Area for Depth -Area Areal Adjustment = 46.02(Ac.) Mi. Length along longest watercourse = 2550.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.483 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 455.00(Ft.) Slope along watercourse = 942.1176 Ft. /Mi. Average Manning's 'N' = 0.025 Lag time = 0.068 Hr. Lag time = 4.09 Min. 25% of lag time = 1.02 Min. 40% of lag time = 1.64 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1) Rainfall(In) [2) Weighting[1 *2) 46.02 1.40 64.43 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] • 46.02 4.50 207.09 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 99.99 % 1100.00(Ft.). 0.208 Mi. 0.072 Sq. U n i t H y d r o g r a p h DESERT S -Curve Adjusted average point rain = 4.500(In) Unit Hydrograph Data Sub -Area Data: --------------------------------------------------------------------- Unit time Area(Ac.) Runoff Index Impervious % Distribution Unit Hydrograpli 11.080 78.00 0.000 Graph % 33.440 32.00 0.650 ---------------------------------------------------- 1 0.083 1.500 44.00 0.000 - - - - -- - - -- - - - - -- 11.204 Total Area Entered = 46.02(Ac.) 2 0.167 244.211 50.181 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F 3 AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 6.643 78.0 89.8 0.132 0.000 0.132 0.241 0.032 488.421 32.0 52.0 0.552 0.650 0.229 0.727 0.166 44.0 64.0 0.427 0.000 0.427 0.033 0.014 1.360 Sum (F) = 0.212 0.500 Area averaged mean soil loss (F) (In /Hr) = 0.212 0.680 Minimum soil loss rate ((In /Hr)) = 0.106 0.583 854.738 0.866 (for 24 hour storm duration) 0.402 ----------------------------------------------------------------------- Soil low loss rate (decimal) = --------------------------------------------------------------- 0.380 = 100.000 - - - - -- U n i t H y d r o g r a p h DESERT S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograpli (hrs) Graph % (CFS) • ---------------------------------------------------- 1 0.083 122.105 24.158 - - - - -- - - -- - - - - -- 11.204 2 0.167 244.211 50.181 23.274 3 0.250 366.316 14.322 6.643 4 0.333 488.421 6.074 2.817 5 0.417 610.527 2.933 1.360 6 0.500 732.632 1.467 0.680 7 0.583 854.738 0.866 0.402 ----------------------------------------------------------------------- Sum = 100.000 Sum= 46.380 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.036 0.376 0.014 0.02 2 0.17 0.07 0.036 0.375 0.014 0.02 3 0.25 0.07 0.036 0.373 0.014 0.02 4 0.33 0.10 0.054 0.372 0.021 0.03 5 0.42 0.10 0.054 0.370 0.021 0.03 6 0.50 0.10 0.054 0.369 0.021 0.03 7 0.58 0.10 0.054 0.367 0.021 0.03 8 0.67 0.10 0.054 0.366 0.021 0.03 9 0.75 0.10 0.054 0.364 0.021 0.03 10 0.83 0.13 0.072 0.363 0.027 0.04 11 0.92 0.13 0.072 0.362 0.027' 0.04 12 1.00 0.13 0.072 0.360 0.027 0.04 13 1.08 0.10 0.054 0.359 0.021 0.03 14 1.17 0.10 0.054 0.357 0.021 0.03 15 1.25 0.10 0.054 0.356 0.021 0.03 16 17 1.33 1.42 0.10 0.10 0.054 0.054 0.354 0.353 0.021 0.021 0.03 0.03 18 1.50 0.10 0.054 0.352 0.021 0.03 19 1.58 0.10 0.054 0.350 0.021 0.03 20 1.67 0.10 0.054 0.349 0.021 0.03 21 1.75 0.10 0.054 0.347 0.021 0.03 22 1.83 0.13 0.072 0.346 0.027 0.04 23 1.92 0.13 0.072 0.345 0.027 0.04 24 2.00 0.13 0.072 0.343 0.027 0.04 25 2.08 0.13 0.072 0.342 0.027 0.04 26 2.17 0.13 0.072 0.340 0.027 0.04 27 2.25 0.13 0.072 0.339 0.027 0.04 28 2.33 0.13 0.072 0.338 0.027 0.04 29 2.42 0.13 0.072 0.336 0.027 0.04 30 2.50 0.13 0.072 0.335 0.027 0.04 31 2.58 0.17 0.090 0.334 0.034 0.06 32 2.67 0.17 0.090 0.332 0.034 0.06 33 2.75 0.17 0.090 0.331 0.034 0.06 34 2.83 0.17 0.090 0.330 0.034 0.06 35 2.92 0.17 0.090 0.328 0.034 0.06 36 3.00 0.17 0.090 0.327 0.034 0.06 37 3.08 0.17 0.090 0.325 0.034 0.06 38 3.17 0.17 "' 0.090 0.324 0.034 0.06 39 3.25 0.17 0.090 0.323 0.034 0.06 40 3.33 0.17 0.090 0.321 0.034 0.06 41 3.42 0.17 0.090 0.320 0.034 0.06 42 3.50 0.17 0.090 0.319 0.034 0.06 43 3.58 0.17 0.090 0.317 0.034 0.06 44 3.67 0.17 0.090 0.316 0.034 0.06 45 3.75 0.17 0.090 0.315 0.034 0.06 46 3.83 0.20 0.108 0.313 0.041 0.07 47 3.92 0.20 0.108 0.312 0.041 0.07 48 4.00 0.20 0.108 0.311 0.041 0.07 49 4.08 0.20 0.108 0.309 0.041 0.07 50 4.17 0.20 0.108 0.308 0.041 0.07 51 4.25 0.20 0.108 0.307 0.041 0.07 52 4.33 0.23 0.126 0.305 0.048 0.08 53 54 4.42 4.50 0.23 0.23 0.126. 0.126 0.304 0.303 0.048 0.048 0.08 0.08 55 4.58 0.23 0.126 0.302 0.048 0.08 56 4.67 0.,23 0.126 0.300 0.048 0.08 57 4.75 0.23 0.126 0.299 0.048 0.08 58 4.83 0.27 0.144 0.298 0.055 0.09 59 4.92 0.27 0.144 0.296 0.055 0.09 60 5.00 0.27 0.144 0.295 0.055 0.09 61 5.08 0.20 0.108 0.294 0.041 0.07 62 5.17 0.20 0.108 0.293 0.041 0.07 63 5.25 0.20 0.108 0.291 0.041 0.07 64 5.33 0.23 0.126 0.290 0.048 0.08 65 5.42 0.23 0.126 0.289 0.048 0.08 66 5.50 0.23 0.126 0.287 0.048 0.08 67 5.58 0.27 0.144 0.286 0.055 0.09 68 5.67 0.27 0.144 0.285 0.055 0.09 69 5.75 0.27 0.144 0.284 0.055 0.09 70 5.83 0.27 0.144 0.282 0.055 0.09 71 5.92 0.27 0.144 0.281 0.055 0.09 72 6.00 0.27 0.144 0.280 0.055 0.09 73 6.08 0.30 0.162 0.279 0.062 0.10 74 6.17 0.30 0.162 0.277 0.062 0.10 75 6.25 0.30 0.162 0.276 0.062 0.10 76 6.33 0.30 0.162 0.275 0.062 0.10 77 6.42 0.30 0.162 0.274 0.062 0.10 78 6.50 0.30 0.162 0.273 0.062 0.10 79 6.58 0.33 0.180 0.271 0.068 0.11 80 6.67 0.33 0.180 0.270 0.068 0.11 81 6.75 0.33 0.180 0.269 0.068 0.11 • 82 83 6.83 6.92 0.33 0.33 0.180 0.180 0.268 0.266 0.0,68 0.068 0.11 0.11 84 7.00 0.33 0.180 0.265 0.068 0.11 85 7.08 0.33 0.180 0.264 0.068 0.11 86 7.17 0.33 0.180 0.263 0.068 0.11 87 7.25 0.33 0.180 0.262 0.068 0.11 88 7.33 0.37 0.198 0.260 0.075' 0.12 89 7.42 0.37 0.198 0.259 0.075 0.12 90 7.50 0.37 0.198 0.258 0.075 0.12 91 7.58 0.40 0.216 0.257 0.082 0.13 92 7.67 0.40 0.216 0.256 0.082 0.13 93 7.75 0.40 0.216 0.255 0.082 0.13 94 7.83 0.43 0.234 0.253 0.089 0.15 95 7.92 0.43 0.234 0.252 0.089 0.15 96 8.00 0.43 0.234 0.251 0.089 0.15 97 8.08 0.50 0.270 0.250 - -- 0.02 98 8.17 0.50 0.270 0.249 - -- 0.02 99 8.25 0.50 0.270 0.248 - -- 0.02 100 8.33 0.50 0.270 0.246 - -- 0.02 101 8.42 0.50 0.270 0.245 - -- 0.02 102 8.50 0.50 0.270 0.244 - -- 0.03 103 8.58 0.53 0.288 0.243 - - - 0.05 104 8.67 0.53 0.288 0.242 - -- 0.05 105 8.75 0.53 0.288 0.241 - -- 0.05 106 8.83 0.57 .0.306 0.240 - -- 0.07 107 8.92 0.57 0.306 0.238 - -- 0.07 108 9.00 0.57 0.306 0.237 - -- 0.07 109 9.08 0.63 0.342 0.236 - -- 0.11 110 9.17 0.63 0.342 0.235 - -- 0.11 111 9.25 0.63 0.342 0.234 - -- 0.11 112 9.33 0.67 0.360 0.233 - -- 0.13 113 9.42 0.67 0.360 0.232 - -- 0.13 114 9.50 0.67 0.360 0.231 - -- 0.13 115 9.58 0.70 0.378 0.229 - -- 0.15 116 9.67 0.70 0.378 0.228 - -- 0.15 117 9.75 0.70 0.378 0.227 - -- 0.15 118 9.83 0.73 0.396 0.226 - -- 0.17 119 9.92 0.73 0.396 0.225 0.17 120 10.00 0.73 0.396 0.224 - -- 0.17 121 10.08 0.50 0.270 0.223 0.05 122 10.17 0.50 0.270 0.222 - -- 0.05 123 10.25 0.50 0.270 0.221 - -- 0.05 124 10.33 0.50 0.270 0.220 - -- 0.05 125 10.42 0.50 0.270 0.219 - -- 0.05 126 10.50 0.50 0.270 0.218 - -- 0.05 127 10.58 0.67 0.360 0.216 - -- 0.14 128 10.67 0.67 0.360 0.215 - -- 0.14 129 10.75 0.67 0.360 0.214• - -- 0.15 130 10.83 0.67 0.360 0.213 - -- 0.15 131 10.92 0.67 0.360 0.212 - -- 0.15 132 11.00 0.67 0.360 0.211 - -- 0.15 133 11.08 0.63 0.342 0.210 - -- 0.13 134 11.17 0.63 0.342 0.209 - -- 0.13 135 11.25 0.63 0.342 0.208 - -- 0.13 136 11.33 0.63 0.342 0.207 - -- 0.13 137 11.42 0.63 0.342 0.206 - -- 0.14 138 11.50 0.63 0.342 0.205 - -- 0.14 139 11.58 0.57. 0.306 0.204 - -- 0.10 140 11.67 0.57 0.306 0.203 - -- 0.10 141 11.75 0.57 0.306 0.202 - -- 0.10 142 11.83 0.60 0.324 0.201 - -- 0.12 143 11.92 0.60 0.324 0.200 - -- 0.12 144 12.00 0.60 0.324 0.199 - -- 0.12 145 12.08 0.83 0.450 0.198 - -- 0.25 146 12.17 0.83 0.450 0.197 - -- 0.25 147 12.25 0.83 0.450 0.196 - -- 0.25 148 149 12.33 12.42 0.87 0.87 0.468 0.468 0.195 0.194 =_= 0.27 0.27 150 12.50 0.87 0.468 0.193 0.27 151 12.58 0.93 0.504 0.192 - -- 0.31 152 12.67 0.93 0.504 0.191 - -- 0.31 153 12.75 0.93 0.504 0.190 - -- 0.31 154 12.83 0.97 0.522 0.189 - -- 0.33 155 12.92 0.97 0.522 0.188 - -- 0.33 156 13.00 0.97 0.522 0.187 - -- 0.33 157 13.08 1.13 0.612 0.186 - -- 0.43 158 13.17 1.13 0.612 0.185 0.43 159 13.25 1.13 0.612 0.184 - -- 0.43 160 13.33 1.13 0.612 0.184 - -- 0.43 161 13.42 1.13 0.612 0.183 - -- 0.43 162 13.50 1.13 0.612 0.182 - -- 0.43 163 13.58 0.77 0.414 0.181 - -- 0.23 164 13.67 0.77 0.414 0.180 - -- 0.23 165 13.75 0.77 0.414 0.179 - -- 0.24 166 13.83 0.77 0.414 0.178 - -- 0.24 167 13.92 0.77 0.414 0.177 - -- 0.24 168 14.00 0.77 0.414 0.176 - -- 0.24 169 14.08 0.90 0.486 0.175 - -- 0.31 170 14.17 0.90 0.486 0.174 - -- 0.31 171 14.25 0.90 0.486 0.173 - -- 0.31 172 14.33 0.87 0.468 0.173 - -- 0.30 173 14.42 0.87 0.468 0.172 - -- 0.30 174 14.50 0.87 0.468 0.171 - -- 0.30 175 14.58 0.87 0.468 0.170 - -- 0.30 176 14.67 0.87 0.468 0.169 - -- 0.30 177 14.75 0.87 0.468 0.168 - -- 0.30 178 14.83 0.83 0.450 0.167 - -- 0.28 179 14.92 0.83 0.450 0.167 - -- 0.28 180 15.00 0.83 0.450 0.166 - -- 0.28 181 15.08 0.80 0.432 0.165 - -- 0.27 182 15.17 0.80 0.432 0.164 - -- 0.27 183 15.25 0.80 0.432 0.163 - -- 0.27 184 15.33 0.77 0.414 0.162 - -- 0.25 185 15.42 0.77 0.414 0.161 - -- 0.25 186 15.50 0.77 0.414 0.161 - -- 0.25 187 15.58 0.63 0.342 0.160 0.18 188 15.67 0.63 0.342 0.159 - -- 0.18 189 15.75 0.63 0.342 0.158 - -- 0.18 190 15.83 0.63 0.342 0.157 - -- 0.18 191 15.92 0.63 0.342 0.157 - -- 0.19 192 16.00 0.63 0.342 0.156 - -- 0.19 193 16.08 0.13 0.072 0.155 0.027 0.04 194 16.17 0.13 0.072 0.154 0.027 0.04 195 16.25 0.13 0.072 0.153 0.027 0.04 196 16.33 0.13 0.072 0.153 0.027 0.04 197 16.42 0.13 0.072 0.152 0.027 0.04 198 16.50 0.13 0.072 0.151 0.027 0.04 199 16.58 0.10 0.054 0.150 0.021 0.03 200 16.67 0.10 0.054 0.150 0.021 0.03 201 16.75 0.10 0.054 0.149 0.021 0.03 202 16.83 0.10 0.054 0.148 0.021 0.03 203 16.92 0.10 0.054 0.147 0.021 0.03 204 17.00 0.10 0.054 0.147 0.021 0.03 205 17.08 0.17 0.090 0.146 0.034 0.06 206 17.17 0.17 0.090 0.145 0.034 0.06 207 17.25 0.17 0.090 0.144 0.034 0.06 208 17.33 0.17 0.090 0.144 0.034 0.06 209 17.42 0.17 0.090 0.143 0.034 0.06 210 17.50 0.17 0.090 0.142 0.034 0.06 211 17.58 0.17 0.090 0.141 0.034 0.06 212 17.67 0.17 0.090 0.141 0.034 0.06 213 17.75 0.17 0.090 0.140 0.034 0.06 214 215 17.83 17.92 0.13 0.13 0.072 0.072 0.139 0.139 0.027 0.027 0.04 0.04 216 18.00 0.13 0.072 0.138 0.027 0.04 217 18.08 0.13 0.072 0.137 0.027 0.04 218 18.17 0.13 0.072 0.137 0.027 0.04 219 18.25 0.13 0.072 0.136 0.027 0.04 220 18.33 0.13 0.072 0.135 0.027 0.04 221 18.42 0.13 0.072 0.135 0.027 0.04 222 18.50 0.13 0.072 0.134 0.027 0.04 • 223 18.58 0.10 0.054 0.133 0.021 0.03 224 18.67 0.10 0.054 0.133 0.021 0.03 225 18.75 0.10 0.054 0.132 0.021 0.03 226 18.83 0.07 0.036 0.131 0.014 0.02 227 18.92 0.07 0.036 0.131 0.014 0.02 228 19.00 0.07 0.036 0.130 0.014 0.02 229 19.08 0.10 0.054 0.130 0.021 0.03 230 19.17 0.10 0.054 0.129 0.021 0.03 231 19.25 0.10 0.054 0.128 0.021 0.03 232 19.33 0.13 0.072 0.128 0.027 0.04 233 19.42 0.13 0.072 0.127 0.027 0.04 234 19.50 0.13 0.072 0.127 0.027 0.04 235 19.58 0.10 0.054 0.126 0.021 0.03 236 19.67 0.10 0.054 0.125 0.021 0.03 237 19.75 0.10 0.054 0.125 0.021 0.03 238 19.83 0.07 0.036 0.124 0.014 0.02 239 19.92 0.07 0.036 0.124 0.014 0.02 240 20.00 0.07 0.036 0.123 0.014 0.02 241 20.08 0.10 0.054 0.123 0.021 0.03 242 20.17 0.10 0.054 0.122 0.021 0.03 243 20.25 0.10 0.054 0.122 0.021 0.03 244 20.33 0.10 0.054 0.121 0.021 0.03 245 20.42 0.10 0.054 0.121 0.021 0.03 246 20.50 0.10 0.054 0.120 0.021 0.03 247 20.58 0.10 0.054 0.119 0.021 0.03 248 20.67 0.10 0.054 0.119 0.021 0.03 249 20.75 0.10 0.054 0.118 0.021 0.03 250 20.83 0.07 0.036 0.118 0.014 0.02 251 20.92 0.07 0.036 0.118 0.014 0.02 252 21.00 0.07 0.036 0.117 0.014 0.02 253 21.08 0.10 0.054 0.117 0.021 0.03 254 21.17 0.10 0.054 0.116 0.021 0.03 255 21.25 0.10 0.054 0.116 0.021 0.03 256 21.33 0.07 0.036 0.115 0.014 0.02 257 21.42 0.07 0.036 0.115 0.014 0.02 258 21.50 0.07 0.036 0.114 0.014 0.02 259 21.58 0.10 0.054 0.114 0.021 0.03 260 21.67 0.10 0.054 0.114 0.021 0.03 261 21.75 0.10 0.054 0.113 0.021 0.03 262 21.83 0.07 0.036 0.113 0.014 0.02 263 21.92 0.07 0.036 0.112 0.014 0.02 264 22.00 0.07 0.036 0.112 0.014 0.02 265 22.08 0.10 0.054 0.112 0.021 0.03 266 22.17 0.10 0.054 0.111 0.021 0.03 267 22.25 0.10 0.054 0.111 0.021 0.03 268 22.33 0.07 0.036 0.111 0.014 0.02 269 22.42 0.07 0.036 0.110 0.014 0.02 270 22.50 0.07 0.036 0.110 0.014 0.02 271 22.58 0.07 0.036 0.110 0.014 0.02 272 22.67 0.07 0.036 0.109 0.014 0.02 273 22.75 0.07 0.036 0.109 0.014 0.02 274 22.83 0.07 0.036 0.109 0.014 0.02 275 22.92 0.07 0.036 0.108 0.014 0.02 276 23.00 0.07 0.036 0.108 0.014 0.02 277 23.08 0.07 0.036 0.108 0.014 0.02 278 23.17 0.07 0.036 0.108 0.014 0.02 279 23.25 0.07 0.036 0.107 0.014 0.02 280 23.33 0.07 0.036 0.107 0.014 0.02 281 23.42 0.07 0.036 0.107 0.014 0.02 282 23.50 0.07 0.036 0.107 0.014 0.02 283 23.58 0.07 0.036 0.107 0.014 0.02 284 23.67 0.07 0.036 0.106 0.014 0.02 285 23.75 0.07 0.036 0.106 0.014 0.02 286 23.83 0.07 0.036 0.106 0.014 0.02 287 23.92 0.07 0.036 0.106 0.014 0.02 • • 288 24.00 0.07 Sum = 100.0 Flood volume = times area Total soil loss Total soil loss Total rainfall Flood volume = Total soil loss 0.036 0.106 0.014 0.02 Sum = 28.6 Effective rainfall 2.39(In) 46.0(Ac.) /[(In) /(Ft.)] = 9.1(Ac.Ft) 2.11(In) = 8.108(Ac.Ft) = 4.50 (In) 398475.8 Cubic Feet = 353193.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 19.878(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20 0+ 5 0.0017 0.25 Q 0 +10 0.0070 0.77 VQ 0 +15 0.0133 0.92 VQ 0 +20 0.0210, 1.11 V Q 0 +25 0.0306 1.40 V Q 0 +30 0.0408 1.49 V Q 0 +35 0.0513 1.53 V Q 0 +40 0.0619 1.54 V Q 0 +45 0.0726 1.55. V Q 0 +50 0.0842 1.68 V Q 0 +55 0.0975 1.94 V Q 1+ 0 0.1114 2.01 V Q 1+ 5 0.1246 1.92 V Q 1 +10 0.1361 1.67 V Q 1 +15 0.1472 1.61 V Q 1 +20 0.1581 1.58 V Q 1 +25 0.1689 1.57 V Q 1 +30 0.1796 1.56 V Q 1 +35 0.1903 1.55 V Q 1 +40 0.2010 1.55 V Q 1 +45 0.2117 1.55 V Q 1 +50 0.2233 1.68 V Q 1 +55 0.2366 1.94 IV Q 2+ 0 0.2505 2.01 IV Q 2+ 5 0.2645 2.04 IV Q 2 +10 0.2787 2.06 IV Q 2 +15 0.2930 2.07 IV Q 2 +20 0.3072 2.07 IV Q 2 +25 0.3215 2.07 IV Q 2 +30 0.3358 2.07 IV Q 2 +35 0.3509 2.20 IV Q 2 +40 0.3678 2.46 IV Q 2 +45 0.3852 2.53 IV Q 2 +50 0.4029 2.56 IV Q 2 +55 0.4206 2.58 IV Q 3+ 0 0.4384 2.58 IV Q 3+ 5 0.4562 2.59 IV Q 3 +10 0.4741 2.59 I V. Q 3 +15 0.4919 2.59 I V Q 3 +20 0.5097 2.59 I V Q 3 +25 0.5276 2.59 I V Q 3 +30 0.5454 2.59 I V Q 3 +35 0.5632 2.59 I V Q 3 +40 0.5811 2.59 I V Q 3 +45 0.5989 2.59 I V Q 0 3 +50 0.6176 2.71 I V Q 3 +55 0.6381 2.97 I V Q 4+ 0 0.6591 3.05 I V Q 4+ 5 0.6803 3.08 I V Q 4 +10 0.7016 3.09 I V Q 4 +15 0.7230 3.10 I V Q 4 +20 0.7452 3.23 I V Q 4 +25 0.7693 3.49 I V Q 4 +30 0.7938 3.57 I V Q 4 +35 0.8186 3.60 I V Q 4 +40 0.8435 3.61 I V Q 4 +45 0.8684 3.62 I V Q 4 +50 0.8942 3.75 I V Q 4 +55 0.9218 4.01 V Q 5+ 0 0.9500 4.08 V Q 5+ 5 0.9766 3.87 V Q 5 +10 0.9997 3.36 I V Q 5 +15 1.0219 3.22 V Q 5 +20 1.0445 3.29 V Q 5 +25 1.0688 3.52 I V Q 5 +30 1.0934 3.57 I V Q 5+35 1.1190. 3.72 I V Q 5 +40 1.1466 4.00 I V Q 5 +45 1.1746 4.08 V Q 5 +50 1.2030 4.12 V Q 5 +55 1.2314 4.13 V Q 6+ 0 1.2599 4.14 V Q 6+ 5 1.2893 4.27 V Q 6 +10 1.3205 4.53 V QI 6 +15 1.3522 4.60 I V QI 6 +20 1.3841 4.63 I V QI 6 +25 1.4161 4.65 I V QI 6 +30 1.4482 4.66 I V QI 6 +35 1.4811 4.79 I V QI 6 +40 1.5159 5.05 I V Q 6 +45 1.5511 5.12 I V Q 6 +50 1.5866 5.15 I V Q` 6 +55 1.6222 5.17 I V Q 7+ 0 1.6578 5.17 I V Q 7+ 5 1.6935 5.18 I V Q 7 +10 1.7292 5.18 I V Q 7 +15 1.7648 5.18 I V Q 7 +20 1.8013 5.30 I V Q 7 +25 1.8397 5.56 I V IQ 7 +30 1.8785 5.64 I V IQ 7 +35 1.9184 5.79 I V IQ 7 +40 1.9602 6.07 I V I Q 7 +45 2.0025 6.15 I V I Q 7 +50 2.0460 6.31 I V I Q 7 +55 2.0914 6.59 I VI Q 8+ 0 2.1373 6.67 I VI Q 8+ 5 2.1738 5.30 I VQ 8 +10 2.1905 2.42 I Q VI 8 +15 2.2018 1.64 I Q VI 8+20 2.2110 1.34 I Q VI 8 +25 2.2194 1.22 I Q VI 8 +30 2.2276 1.19 I Q VI 8 +35 2.2372 1.39 I Q VI 8 +40 8 +45 2.2501 2.2641 1.86 2.04 I Q VI I Q VI 8 +50 2.2802 2.34 I Q VI 8 +55 2.2998 2.84 I Q V 9+ 0 2.3206 3.02 I Q V 9+ 5 2.3450 3.54 I Q V 9 +10 2.3756 4.45 I Q V 9 +15 2.4084 4.76 I QV • • • 9 9 Q VQ �Q �VQ IV Q IV Q IV Q I V Q V Q VQ IV Iv IV IV IV V IQ V I QV Q Q Q I QV I Q V I Q V I Q V I Q V I Q V IQ V Q V QI V Q V IQ v IQ V I QV I V V V V V V I V Q 9 +20 2.4436 5.12 9 +25 2.4825 5.64 9 +30 2.5226 5.83 Q 9 +35 2.5650 6.15 9 +40 2.6108 6.65 9 +45 2.6578 6.83 VI 9 +50 2.7070 7.14 9 +55 2.7596 7.64 Q 10+ 0 2.8134 7.82 IV 10+ 5 2.8583 6.51 10 +10 2.8835 3.65 10 +15 2.9033 2.88 10 +20 2.9211 2.58 10 +25 2.9380 2.46 10 +30 2.9547 2.42 10 +35 2.9784 3.43 10 +40 3.0168 5.58 10 +45 3.0596 6.22 10 +50 3.1046 6.53 10 +55 3.1507 6.70 11+ 0 3.1976 6.81 11+ 5 3.2437 6.69 11 +10 3.2872 6.32 11 +15 3.3302 6.25 11 +20 3.3732 6.25 11 +25 3.4164 6.27 11 +30 3.4598 6.30 11 +35 3.5007 5.94 11 +40 3.5362 5•.15 11 +45 3.5703 4.96 11 +50 3.6055 5.10 11 +55 3.6435 5.52 12+ 0 3.6825 5.66 12+ 5 3.7318 7.16 12 +10 3.8018 10.16 12 +15 3.8780 11.06 12 +20 3.9583 11.67 12 +25 4.0431 12.30 12 +30 4.1296 12.56 12 +35 4.2198 13.11 12 +40 4.3163 14.01 12 +45 4.4149 14.31 12 +50 4.5159 14.67 12 +55 4.6204 15.18 13+ 0 4.7262 15.37 13+ 5 4.8398 16.48 13 +10 4.9682 18.65 13 +15 5.1011 19.30 13 +20 5.2362 19.61 13+25 5.3723 19.77 13 +30 5.5092 19.88 13 +35 5.6314 17.74 13 +40 5.7221 13.17 13 +45 5.8041 11.90 13 +50 5.8824 11.38 13 +55 5.9593 11.16 14+ 0 6.0355 11.06 14+ 5 6.1169 11.83 14 +10 14 +15 6.2103 6.3072 13.55 14.07 14 +20 6.4044 14.11 14 +25 6.4996 13.83 14 +30 6.5947 13.80 14 +35 6.6899 13.82 14 +40 6.7852 13.84 14 +45 6.8807 13.87 • • • 9 9 Q VQ �Q �VQ IV Q IV Q IV Q I V Q V Q VQ IV Iv IV IV IV V IQ V I QV Q Q Q I QV I Q V I Q V I Q V I Q V I Q V IQ V Q V QI V Q V IQ v IQ V I QV I V V V V V V I V Q IQ Q Q Q Q QI VI Q I VI QI V Q V Q IV I Q IV I V V V V V VQ Q V Q V Q V Q V Q V Q VQ Q QV QV Q V Q V Q V 0 Q Q Q Q Q 14 +50 6.9750 13.70 Q V 14 +55 7.0668 13.32 15+ 0 7.1579 13.24 I Q IV 15+ 5 7.2477 13.03 I I I Q IV 15 +10 7.3346 12.62 I I I Q I V 15 +15 7.4209 12.53 I I I Q I V 15 +20 7.5056 12.31 I I I Q I V 15+25 7.5876 11.90 I I I Q I V 15 +30 7.6690 11.81 I I I Q I V 15 +35 7.7446 10.98 I I IQ I V 15 +40 7.8088 9.32 I I Q I I V 15 +45 7.8699 8.87 I I Q I I V 15 +50 7.9298 8.70 I I Q I I V 15 +55 7.9893 8.64 I I Q I I V 16+ 0 8.0487 8.62 I I Q I I V 16+ 5 8.0971 7.04 I I Q I I V 16 +10 8.1230 3.75 I Q I I I V 16 +15 8.1423 2.81' I Q I I I V 16 +20 8.1590 2.42 I Q I I I V 16 +25 8.1743 2.22 I Q I I I V 16 +30 8.1890 2.13 I Q I I I V 16 +35 8.2024 1.95 I Q I I I V 16 +40 8.2140 1.69 I Q I I I V 16 +45 8.2251 1.61 I Q I I I V 16 +50 8.2360 1.58 I Q I I I V 16 +55 8.2467 1.57 I Q I I I V 17+ 0 8.2575 1.56 I Q I I I V 17+ 5 8.2699 1.80 I Q I I I V 17 +10 8.2859 2.32 I Q I I I V 17 +15 8.3029 2.47 I Q I I I V 17 +20 8.3204 2.53 I Q I I I V 17 +25 8.3380 2.56 I Q I I I V 17 +30 8.3558 2.58 I Q I I I V 17 +35 8.3736 2.59 I Q I I I V 17 +40 8.3915 2.59 I Q I I I V 17 +45 8.4093 2.59 I Q I I I V 17 +50 8.4263 2.46 I Q I I I V 17 +55 8.4415 2.20 I Q I I I V 18+ 0 8.4561 2.13 I Q I I I V 18+ 5 8.4706 2.10 I Q I I I V 18 +10 8.4849 2.08 I Q I I I V 18 +15 8.4992 2.08 I Q I I I V 18 +20 8.5135 2.07 I Q I I I V 18 +25 8.5277 2.07 I Q I I I V 18 +30 8.5420 2.07 I Q I I I V 18 +35 8.5554 1.95 I Q I I I V 18 +40 8.5670 1.69 I Q I I I V 18 +45 8.5781 1.61 I Q I I I V 18 +50 8.5882 1.46 I Q I I I V 18 +55 8.5963 1.18 I Q I ( I V 19+ 0 8.6039 1.10 I Q I I I V 19+ 5 8.6120 1.19 I Q I I I V 19 +10 8.6219 1.43 I Q I I I V 19 +15 8.6322 1.50 I Q I I I V 19 +20 8.6436 1.65 I Q I I I V 19 +25 8.6569 1.93 I Q I I I V 19 +30 8.6707 2.01 I Q I I I V 19 +35 8.6839 1.92 I Q I I I V 19 +40 8.6954 1.67 I Q I I I V • 19 +45 8.7065 1.61 I Q I I I V 19 +50 8.7165 1.46 I Q I I I V 19+55 8.7247 1.18 I Q I I I V 20+ 0 8.7322 1.10 I Q I I I V 20+ 5 8.7404 1.19 I Q I I I V 20 +10 8.7503 1.43 I Q I I I V 20 +15 8.7606 1.50 I Q I I I V • • • 20 +20 8.7711 1.53 Q 20 +25 8.7817 1.54 I Q 20 +30 8.7924 1.55 I Q 20 +35 8.8031 1.55 Q 20 +40 8.8138 1.55 I Q 20 +45 8.8245 1.55 I Q 20 +50 8.8343 1.43 Q 20 +55 8.8424 1.17 Q 21+ 0 8.8499 1.09 Q 21+ 5 8.8581 1.19 Q 21 +10 8.8680 1.43 I Q 21 +15 8.8783 1.50 I Q 21 +20 8.8880 1.40 Q 21 +25 8.8959 1.16 Q 21 +30 8.9034 1.09 Q 21 +35 8.9116 1.19 I Q 21 +40 8.9215 1.43 Q 21 +45 8.9318 1.50 Q 21 +50 8.9414 1.40 I Q 21 +55 8.9494 1.16 I Q 22+ 0 8.9569 1.09 I Q 22+ 5 8.9651 1.19 Q 22 +10 8.9750 1.43 I Q 22 +15 8.9853 1.50 Q 22 +20 8.9949 1.40 Q 22 +25 9.0029 1.16 Q 22 +30 9.0104 1.09 Q 22 +35 9.0177 1.06 Q 22 +40 9.0249 1.05 Q 22 +45 9.0321 1.04 I Q 22 +50 9.0392 1.04 Q 22 +55 9.0464 1.04 Q 23+ 0 9.0535 1.04 I Q 23+ 5 9.0606 1.04 I Q 23 +10 9.0678 1.04 Q 23 +15 9.0749 1.04 I Q 23 +20 9.0820 1.04 Q 23 +25 9.0892 1.04 I Q 23 +30 9.0963 1.04 I Q 23 +35 9.1034 1.04 Q 23 +40 9.1106 1.04 Q 23 +45 9.1177 1.04 Q 23 +50 9.1248 1.04 Q 23 +55 9.1320 1.04 Q 24+ 0 9.1391 1.04 I Q 24+ 5 9.1445 0.79 IQ 24 +10 9.1463 0.27 Q 24 +15 9.1471 0.12 Q 24 +20 9.1475 0.05 Q 24 +25 9.1477 0.02 Q 24 +30 9.1477 0.01 Q V V V V V V V V V V V V V V V V Iii 0 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 10/14/05 File: 323976100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside. County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input. Values Used English Units used in output format --------------------------------------------------------------------- Tract 32397 Unit Hydrograph 6 -hour, 100 -year storm -------------------------------------------------------------------- Drainage Area = 46.02(Ac.) = 0.072 Sq. Mi. - Drainage Area for Depth -Area Areal Adjustment = 46.02(Ac.) Mi. Length along longest watercourse = 2550.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.483 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 455.00(Ft.) Slope along watercourse = 942.1176 Ft. /Mi. Average Manning's 'N' = 0.025 Lag time = 0.068 Hr. Lag time = 4.09 Min. 25% of lag time = 1.02 Min. 40% of lag time = 1.64 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2) Weighting[1 *2) 46.02 1.00 46.02 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 46.02 2.50 115.05 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) " Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.98 % 1100.00(Ft.) 0.208 Mi. 0.072 Sq. U n i t H y d r o g r a p h DESERT S -Curve Adjusted average point rain = 2.500(In) Unit Hydrograph Data Sub -Area Data: --------------------------------------------------------------------- Unit time Area(Ac.) Runoff Index Impervious % Distribution Unit Hydrograph 11.080 78.00 0.000 Graph % 33.440 32.00 0.650 --------------------------------------------------------------------- 1 0.083 1.500 44.00 0.000 11.204 Total Area Entered = 46.02(Ac.) 2 0.167 244.211 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 78.0 89.8 0.132 0.000 0.132 0.241 0.032 0.333 32.0 52.0 0.552 0.650 0.229 0.727 0.166 44.0 64.0 0.427 0.000 0.427 0.033 0.014 2.933 1.360 Sum (F) = 0.212 6 Area averaged mean soil loss (F) (In /Hr) = 0.212 1.467 0.680 Minimum soil loss rate ((In /Hr)) = 0.106 7 0.583 854.738 (for 24 hour storm duration) 0.402 ----------------------------------------------------------------------- Soil low loss rate (decimal) = --------------------------------------------------------------- 0.380 Sum - - - - -- U n i t H y d r o g r a p h DESERT S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.105 24.158 11.204 2 0.167 244.211 50.181 23.274 3 0.250 366.316 14.322 6.643 4 0.333 488.421 6.074 2.817 5 0.417 610.527 2.933 1.360 6 0.500 732.632 1.467 0.680 7 0.583 854.738 0.866 0.402 ----------------------------------------------------------------------- Sum = 100.000 Sum= 46.380 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.150 0.212 0.057 0.09 2 0.17 0.60 0.180 0.212 0.068 0.11 3 0.25 0.60 0.180 0.212 0.068 0.11 4 0.33 0.60 0.180 0.212 0.068 0.11 5 0.42 0.60 0.180 0.212 0.068 0.11 6 0.50 0.70 0.210 0.212 0.080 0.13 7 0.58 0.70 0.210 0.212 0.080 0.13 8 0.67 0.70 0.210 0.212 0.080 0.13 9 0.75 0.70 0.210 0.212 0.080 0.13 10 0.83 0.70 0.210 0.212 0.080 0.13 11 0.92 0.70 0.210 0.212 0.080 0.13 12 1.00 0.80 0.240 0.212 - -- 0.03 13 1.08 0.80 0.240 0.212 - -- 0.03 14 1.17 0.80 0.240 0.212 - -- 0.03 15 1.25 0.80 0.240 0.212 - -- 0.03 16 1.33 0.80 0.240 0.212 - -- 0.03 17 1.42 0.80 0.240 0.212 - -- 0.03 18 1.50 0.80 0.240 0.212 0.03 19 1.58 0.80 0.240 0.212 - -- 0.03 20 1.67 0.80 0.240 0.212 - -- 0.03 21 1.75 0.80 0.240 0.212 - -- 0.03 22 1.83 0.80 0.240 0.212 - -- 0.03 23 1.92 0.80 0.240 0.212 - -- 0.03 24 2.00 0.90 0.270 0.212 - -- 0.06 25 2.08 0.80 0.240 0.212 - -- 0.03 . 26 2.17 0.90 0.270 0.212 0.06 27 2.25 0.90 0.270 0.212 - -- 0.06 28 2.33 0.90 0.270 0.212 - -- 0.06 29 2.42 0.90 0.270 0.212 - -- 0.06 30 2.50 0.90 0.270 0.212 - -- 0.06 31 2.58 0.90 0.270 0.212 - -- 0.06 32 2.67 0.90 0.270 0.212 - -- 0.06 33 2.75 1.00 0.300 0.212 - -- 0.09 34 2.83 1.00 0.300 0.212 - -- 0.09 35 2.92 1.00 0.300 0.212 - -- 0.09 36 3.00 1.00 0.300 0.212 - -- 0.09 37 3.08 1.00 0.300 0.212 - -- 0.09 38 3.17 1.10 0.330 0.212 - -- 0.12 39 3.25 1.10 0.330 0.212 - -- 0.12 40 3.33 1.10 0.330 0.212 - -- 0.12 41 3.42 1.20 0.360 0.212 - -- 0.15 42 3.50 1.30 0.390 0.212 - -- 0.18 43 3.58 1.40 0.420 0.212 - -- 0.21 44 3.67 1.40 0.420 0.212 - -- 0.21 45 3.75 1.50 0.450 0.212 - -- 0.24 46 3.83 1.50 0.450 0.212 - -- 0.24 47 3.92 1.60 0.480 0.212 - -- 0.27 48 4.00 1.60 0.480 0.212 - -- 0.27 49 4.08 1.70 0.510 0.212 - -- 0.30 50 4.17 1.80 0.540 0.212 - -- 0.33 51 4.25 1.90 0.570 0.212 - -- 0.36 52 4.33 2.00 0.600 0.212 - -- 0.39 53 4.42 2.10 0.630 0.212 - -- 0.42 54 4.50 2.10 0.630 0.212 - -- 0.42 55 4.58 2.20 0.660 0.212 0.45 56 4.67 2.30 0.690 0.212 - -- 0.48 57 4.75 2.40 0.720 0.212 - -- 0.51 58 4.83 2.40 0.720 0.212 - -- 0.51 59 4.92 2.50 0.750 0.212 - -- 0.54 60 5.00 2.60 0.780 0.212 - -- 0.57 61 5.08 3.10 0.930 0.212 - -- 0.72 62 5.17 3.60 1.080 0.212 - -- 0.87 63 5.25 3.90 1.170 0.212 - -- 0.96 64 5.33 4.20 1.260 0.212 - -- 1.05 65 5.42 4.70 1.410 0.212 - -- 1.20 66 5.50 5.60 1.680 0.212 - -- 1.47 67 5.58 1.90 0.570 0.212 - -- 0.36 68 5.67 0.90 0.270 0.212 - -- 0.06 69 5.75 0.60 0.180 0.212 0.068 0.11 70 5.83 0.50 0.150 0.212 0.057 0.09 71 5.92 0.30 0.090 0.212 0.034 0.06 72 6.00 0.20 0.060 0.212 0.023 0.04 Sum = 1.00.0 Sum = 16.9 Flood volume = Effective rainfall 1.41(In) times area 46.0(Ac.) /[(In) /(Ft.)] = 5.4(Ac.Ft) Total soil loss = 1.09(In) Total soil loss = 4.181(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 235461.0 Cubic Feet Total soil loss = 182104.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 55.901(CFS) 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft Q(CFS) 150 30.0 60 0+ 5 0.0072 1.04 -0- - Q -- -- -- - - -- 0 +10 0.0307 3.42 V Q 2.66 IQ V I 0 +15 0.0615 4.47 V Q 0.6447 2.67 IQ V 0 +20 0.0949 4.85 V Q 2 +40 0.6632 2.68 0 +25 0.1295 5.03 V Q 2 +45 0.6840 0 +30 0.1662 5.33 IV Q 2 +50 0 +35 0.2063 5.81 IV Q 0 +40 0.2472 5.94 IV Q 0 +45 0.2885 6.00 I VQ I Q V 0 +50 0.3300 6.02 I V Q 4.04 V 0 +55 0.3715 6.03 I V Q 0.8224 4.40 V I Q 1+ 0 0.4052 4.89 I VQ 3 +15 0.8576 5.11 1+ 5 0.4225 2.51 IQ V I 3 +20 0.8942 1 +10 0.4351 1.83 IQ V I 3 +25 1 +15 0.4457 1.54 IQ V I 1 +20 0.4554 1.40 Q V 1 +25 0.4646 1.33 Q V I Q V 1 +30 0.4735 1.29 Q V 9.06 I Q V 1 +35 0.4824 1.29 Q V 1.1653 9.72 I Q 1 +40 0.4913 1.29 Q V 3 +50 1.2381 10.56 1 +45 0.5002 1.29 Q V 3 +55 1.3150 1 +50 0.5091 1.29 Q V 4+ 0 1 +55 0.5180 1.29 Q V 2+ 0 0.5293 1.63 IQ V I 2+ 5 0.5430 1.99 IQ V I QIV 2 +10 0.5556 1.83 IQ V I I Q V 2 +15 0.5722 2.41 IQ V I 16.34 I 2 +20 0.5899 2.57 • 2 +25 0.6080 2.63 IQ V I 2 +30 0.6263 2.66 IQ V I 2 +35 0.6447 2.67 IQ V I 2 +40 0.6632 2.68 IQ V I 2 +45 0.6840 3.02 I Q V I 2 +50 0.7097- 3.72 I Q V 2 +55 0.7366 3.92 I Q V 3+ 0 0.7642 4.00 I Q V 3+ 5 0.7921 4.04 V 3 +10 0.8224 4.40 V I Q 3 +15 0.8576 5.11 3 +20 0.8942 5.31 I Q V 3 +25 0.9336 5.73 I Q V 3 +30 0.9805 6.81 I Q V 3 +35 1.0360 8.06 I Q V 3 +40 1.0984 9.06 I Q V 3 +45 1.1653 9.72 I Q V 3 +50 1.2381 10.56 I Q VI 3 +55 1.3150 11.17 I Q VI 4+ 0 1.3975 11.99 I Q V 4+ 5 1.4841 12.57 I Q V 4 +10 1.5786 13.71 I QIV 4 +15 1.6819 15.00 I Q V 4 +20 1.7944 16.34 I Q V 4 +25 1.9164 17.71 I IQ V I 4 +30 2.0456 18.75 I I Q V I 4 +35 2.1795 19.45 I I Q V I 4 +40 2.3217 20.64 I I Q V I 4 +45 2.4728 21.95 Q V 4 +50 2.6310 22.96 I I Q VI 4+55 2.7937 23.64 I I Q V 5+ 0 2.9647 24.82 I I Q IV 5+ 5 3.1538 27.47 I I Q I V 5 +10 3.3808 32.96 I I IQ V I 5+15 3.6466 38.59 I I 1 QV I A • • 5 +20' 3.9440 43.18 5 +25 4.2760 48.21 5 +30 4.6610 55.90 5 +35 5.0142 51.28 5 +40 5.1832 24.54 5 +45 5.2647 11.84 I Q 5 +50 5.3217 8.27 I Q 5 +55 5.3607 5.66 I Q 6+ 0 5.3852 3.56 I Q 6+ 5 5.3978 1.83 IQ 6 +10 5.4022 0.63 Q 6 +15 5.4041 0.29 Q 6 +20 5.4050 0.13 Q 6 +25 5.4053 0.05 Q 6 +30 -------------------------------------- 5.4054 0.01 Q - - - - -- QVI IVQ Q Q Q I I V V V I I V V V V V V V V ---------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 10/14/05 File: 323973100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in.output format --------------------------------------------------------------------- Tract 32397 Unit Hydrograph 3 -hour, 100 -year storm -------------------------------------------------------------------- . Drainage Area = 46.02(Ac.) = 0.072 Sq. Mi. - Drainage Area for Depth -Area Areal Adjustment = 46.02(Ac.) Mi. Length along longest watercourse = 2550.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.483 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 455.00(Ft.) Slope along watercourse = 942.1176 Ft. /Mi. Average Manning's 'N' = 0.025 Lag time = 0.068 Hr. Lag time = 4.09 Min. 25% of lag time = 1.02 Min. 40% of lag time = 1.64 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2] 46.02 0.70 32.21 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2] 46.02 2.20 101.24 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 99.98 % 1100.00(Ft.) 0.208 Mi. 0.072 Sq. U n i t H y d r o g r a p h DESERT S -Curve Adjusted average point rain = 2.200(In) Unit Hydrograph Data . Sub -Area Data: --------------------------------------------------------------------- Unit time period Area(Ac.) Runoff Index Impervious Hydrograph 11.080 78.00 0.000 Graph % (CFS) • 33.440 32.00 0.650 0.083 122.105 24.158 1.500 44.00 0.000 2 0.167 Total Area Entered = 46.02(Ac.) 50.181 23.274 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F 6.643 AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 488.421 78.0 89.8 0.132 0.000 0.132 0.241 0.032 5 32.0 52.0 0.552 0.650 0.229 0.727 0.166 44.0 64.0 0.427 0.000 0.427 0.033 0.014 1.467 0.680 Sum (F) = 0.212 0.583 Area averaged mean soil loss (F) (In /Hr) = 0.212 0.402 ----------------------- Minimum soil loss rate ((In /Hr)) = 0.106 Sum =----------------------------------------------- = 100.000 Sum= 46.380 (for 24 hour storm duration) Unit Time Pattern Storm Rain Loss rate(In. /Hr) Soil low loss rate (decimal) = --------------------------------------------------------------- 0.380 - - - - -- U n i t H y d r o g r a p h DESERT S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) • --------------------------------------------------------------------- 1 0.083 122.105 24.158 11.204 2 0.167 244.211 50.181 23.274 3 0.250 366.316 14'.322 6.643 4 0.333 488.421 6.074 2.817 5 0.417 610.527 2.933 1.360 6 0.500 732.632 1.467 0.680 7 0.583 854.738 0.866 0.402 ----------------------- Sum =----------------------------------------------- = 100.000 Sum= 46.380 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.343 0.212 - -- 0.13 2 0.17 1.30 0.343 0.212 - -- 0.13 3 0.25 1.10 0.290 0.212 - -- 0.08 4 0.33 1.50 0.396 0.212 - -- 0.18 5 0.42 1.50 0.396 0.212 - -- 0.18 6 0.50 1.80 0.475 0.212 - -- 0.26 7 0.58 1.50 0.396 0.212 - -- 0.18 8 0.67 1.80 0.475 0.212 - -- 0.26 9 0.75 1.80 0.475 0.212 - -- 0.26 10 0.83 1.50 0.396 0.212 - -- 0.18 11 0.92 1.60 0.422 0.212 - -- 0.21 12 1.00 1.80 0.475 0.212 - -- 0.26 13 1.08 2.20 0.581 0.212 - -- 0.37 14 1.17 2.20 0.581 0.212 - -- 0.37 15 1.25 2.20 0.581 0.212 - -- 0.37 16 17 1.33 1.42 2.0 2.660 0.528 0.686 0.212 - -- 0.212 0.32 0.47 18 1.50 2.70 0.713 0.212 0.50 19 1.58 2.40 0.633 0.212 - -- 0.42 20 1.67 2.70 0.713 0.212 - -- 0.50 21 1.75 3.30 0.871 0.212 - -- 0.66 22 1.83 3.10 0.818 0.212 - -- 0.61 23 1.92 2.90 0.765 0.212 - -- 0.55 24 2.00 3.00 0.792 0.212 - -- 0.58 25 2.08 3.10 0.818 0.212 0.61 26 2.17 4.20 ___ 1.109 0.212 0.90 27 2.25 5.00 1.320 0.212 - -- 1.11 28 2.33 3.50 0.924 0.212 - -- 0.71 29 2.42 6.80 1.795 0.212 - -- 1.58 30 2.50 7.30 1.927 0.212 - -- 1.71 31 2.58 8.20 2.164 0.212 - -- 1.95 32 2.67 5.90 1.557 0.212 - -- 1.35 33 2.75 2.00 0.528 0.212 - -- 0.32 34 2.83 1.80 0.475 0.212 - -- 0.26 35 2.92 1.80 0.475 0.212 - -- 0.26 36 3.00 0.60 0.158 0.212 0.060 0.10 Sum = 100.0 Sum = 18.9 Flood volume = Effective rainfall 1.58(In) times area 46.0(Ac.) /[(In) /(Ft.)] = 6.0(Ac.Ft) Total soil loss = 0.62(In) Total soil loss = 2.392(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 263262.1 Cubic Feet Total soil loss = 104179.7 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 78.479(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 20.0 40.0 60.0 80.0 0+ 5 0.0101 1.47 Q 0 +10 0.0412 4.52 V Q 0 +15 0.0743 4.80 V Q 0 +20 0.1096 5.12 V Q 0 +25 0.1606 7.41 IV Q I I I 0 +30 0.2222 8.94 IV Q I I 0 +35 0.2922 10.17 IV Q I 0 +40 0.3601 9.85 I V Q I 0 +45 0.4389 11.44 I V Q I 0 +50 0.5147 11.01 I V Q I 0 +55 0.5810 9.63 I VQ 1+ 0 0.6526 10.40 VQ 1+ 5 0.7406 12.78 I V Q I I I 1 1+10 0.8480 15.59 I V Q 1 +15 0.9611 16.42 I V Q 1 +20 1.0726 16.19 I VQ 1 +25 1.1891 16.92 I VQ 1 +30 1.3313 20.65 I V Q 1 +35 1.4782 21.32 I VQ 1 +40 1.6222 20.92 I Q 1 +45 1.7893 24.26 I IVQ 1 +50 1.9806 27.78 I I Q 1 +55 2.1681 27.21 I I QV 2+ 0 2.3501 26.44 I I Q V 2+ 5 2.5367 27.09 I I Q V • 2 +10 2 +15 2.7505 3.0287 31.05 I I Q V Q 40.38 2 +20 3.3238 42.85 I IQ 2 +25 3.6381 45.65 I I I Q V 2 +30 4.0912 65.79 I I V I Q 2 +35 4.6195 76.70 I I I V Q 2 +40 5.1600 78.48 I I I I V QI 2 +45 5.5439 55.75 I I 1 Q I V 2 +50 5.7398 28.44 • 0 9 V V V V V V V V V 2 +55 5.8736 19.42 Q 3+ 0 5.9680 13.71 Q 3+ 5 6.0156 6.91 Q 3 +10 6.0328 2.51 IQ 3 +15 6.0393 0.94 Q 3 +20 6.0422 0.42 Q 3 +25 6.0434 0.17 Q 3 +30 6.0437 0.04 Q • 0 9 V V V V V V V V V FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 10/14/05 Tract 32397 100 -year storm, 24 -hour duration Program License Serial Number 4027 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 3239724100.rte ******* ** * * * *** * ** * ** * ** * * **HYDROGRAPH DATA * * * ** * ** ** * * * ** * * ** **** * * * ** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 19.878 (CFS) Total volume = 9.148 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft). Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.212 0.420 0.211 0.213 2.000 0.423 0.421 0.422 0.424 3.000 ..0.635 0.422 0.634 0.636 4.000 0.846 0.423 0.845 0.847 5.000 1.058 0.424 1.057 1.059 6.000 1.269 0.425 1.268 1.270 7.000 1.481 0.426 1.480 1.482 8.000 1.693 0.427 1.692 1.694 9.000 1.904 0.428 1.903 1.905 10.000 2.409 1.436 2.404 2.414 Graph values: 'I'= unit inflow; 101= outflow at time shown 11.000 2.967 1.542 2.962 2.972 • 12.000 3.582 1.657 3.576 3.588 (Hours) 13.000 4.244 1.749 4.238 4.250 5.0 14.000 4.953 1.845 4.947 4.959 0.25 15.000 5.726 1.974 5.719 5.733 I 16.000 6.553 2.080 6.546 6.560 0.01 17.000 -------------------------------------------------------------------- 7.457 2.236 7.449 7.465 --------------------------------------------------------------- Hydrograph Detention Basin Routing - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.0 9.94 14.91 19.88 (Ft.) 0.083 0.25 0.00 0.001 0 I O.DO 0.167 0.77 0.01 0.004 OI I 0.02 0.250 0.92 0.02 0.010 OI I 0.05 0.333 1.11 0.03 0.017 OI I 0.08 0.417 1.40 0.05 0.025 O I ( I I 0.12 0.500 1.49, 0.07 0.035 0 I I 0.i6 0.583 1.53 0.09 0.045 0 I I I 0.21 0.667 1.54 0.11 0.054 0 I I I I I 0.26 0.750 1.55 0.13 0.064 0 I I I I 0.30 0.833 1.68 0.15 0.074 0 I I I 0.35 0.917 1.94 0.17 0.086 0 I I I 0.40 1.000 2.01 0.19 0.098 0 I I I I 0.46 1.083 1.92 0.22 0.110 0 I I I I 0.52 1.167 1.67 0.24 0.121 0 I I 0.57 1.250 1.333 1.61 1.58 0.26 0.28 0.131 0.140 0 I 0 I I I I 0.62 0.65 1.417 1.57 0.29 0.149 0 I I I I 0.70 1.500 1.56 0.31 0.157 0 I I I 0.74 1.583 1.55 0.33 0.166 0 I I I I 0.78 1.667 1.55 0.35 0.174 0 I I 0.82 1.750 1.55 0.36 0.182 0 I I 0.86 1.833 1.68 0.38 0.191 0 I I I 0.90 1.917 1.94 0.40 0.201 O I I I 0.95 2.000 2.01 0.42 0.212 0 I I I I 1.OG 2.083 2.04 0.42 0.223 0 I I I I I 1.05 2.167 2.06 0.42 0.234 0 I I I I 1.10 2.250 2.07 0.42 0.245 0 I I 1.16 2.333 2.07 0.42 0.257 O I I I I 1.21 2.417 2.07 0.42 0.268 O I I 1.27 2.500 2.07 0.42 0.279 0 I 1.32 2.583 2.20 0.42 0.291 0 I 1.37 2.667 2.46 0.42 0.304 0 I 1.44 2.750 2.53 0.42 0.319 0 I 1.50 2.833 2.56 0.42 0.333 0 I 1.57 2.917 2.58 0.42 0.348 0 I I 1.64 3.000 2.58 0.42 0.363 0 I I I 1.71 3.083 2.59 0.42 0.378 0 I I 1.79 3.167 2.59 0.42 0.393 0 I I 1.86 3.250 2.59 0.42 0.408 0 I 1.93 3.333 2.59 0.42 0.423 0 I I I I 2.00 3.417 2.59 0.42 0.437 0 I I I 2.07 3.500 2.59 0.42 0.452 0 I 2.14 3.583 2.59 0.42 0.467 0 I 2.21 • 3.667 3.750 2.59 2.59 0.42 0.42 0.482 0.497 0 0 I I 2.28 2.35 3.833 2.71 0.42 0.513 0 I 2.42 3.917 2.97 0.42 0.529 0 I I 2.50 4.000 3.05 0.42 0.547 0 I I 2.59 4.083 3.08 0.42 0.565 0 I 2.67 4.167 3.09 0.42 0.584 0 I 2.76 4.250 3.10 0.42 0.602 0 I 2.84 4.333 3.23 0.42 0.621 0 I I I I 2.93 • 4.417 3.49 0.42 0.641 0 I I I I 3.03 4.500 3.57 0.42 0.663 0 I I I 3.13 4.583 3.60 0.42 0.684 0 I I I 3.23 4.667 3.61 0.42 0.706 0 I I I I 3.34 4.750 3.62 0.42 0.728 0 I I I I 3.44 4.833 3.75 0.42 0.751 0 I I I I 3.55 4.917 4.01 0.42 0.775 0 I I 3.66 5.000 4.08 0.42 0.800 0 I I I 3.78 5.083 3.87 0.42 0.824 0 I 3.90 5.167 3.36 0.42 0.846 0 I I I 4.00 5.250 3.22 0.42 0.866 0 I I I 4.09 5.333 3.29 0.42 0.885 0 I I I 4.18 5.417 3.52 0.42 0.906 0 I I 4.28 5.500 3.57 0.42 0.927 0 I I 4.38 5.583 3.72 0.42 0.949 0 I I 4.49 5.667 4.00 0.42 0.973 0 I I 4.60 5.750 4.08 0.42 0.998 0 I I I 4.72 5.833 4.12 0.42 1.023 0 I I I 4.84 5.917 4.13 0.42 1.049 0 I I 4.96 6.000 4.14 0.42 1.074 0 I I I 5.08 6.083 4.27 0.42 1.100 0 I I I I 5.20 6.167 4.53 0.42 1.128 0 II I I I 5.33 6.250 4.60 0.42 1.156 0 II I I 5.47 6.333 4.63 0.42 1.185 0 II I 5.60 6.417 4.65 0.42 1.214 0 II I 5.74 6.500 4.66 0.42 1.243 0 II I I I 5.88 6.583 4.79 0.43 1.273 0 II I I I 6.02 6.667 5.05 0.43 1.304 0 I I 6.16 • 6.750 6.833 5.12 5.15 0.43 0.43 1.336 1.368 0 0 I I I 6.32 6.47 6.917 5.17 0.43 1.401 0 I I 6.62 7.000 5.17 0.43 1.434 0 I I 6.78 7.083 5.18 0.43 1.466 0 I I I 6.93 7.167 5.18 0.43 1.499 0 I I I 7.08 7.250 5.18 0.43 1.532 0 I 7.24 7.333 5.30 0.43 1.565 0 I I 7.40 7.417 5.56 0.43 1.599 0 I I ( 7.56 7.500 5.64 0.43 1.635 0 II I I I 7.73 7.583 5.79 0.43 1.671 0 II I I I 7.90 7.667 6.07 0.43 1.709 O II I I I 8.08 7.750 6.15 0.43 1.748 0 II I I I 8.26 7.833 6.31 0.43 1.788 0 I I I I I 8.45 7.917 6.59 0.43 1.830 0 I I I I I 8.65 8.000 6.67 0.43 1.873 O I I I I I 8.85 8.083 5.30 0.44 1.911 0 I I I I 9.01 8.167 2.42 0.49 1.934 0 I I I I I 9.06 8.250 1.64 0.51 1.945 0 I I I I I 9.08 8.333 1.34 0.52 1.951 0 I I I I I 9.09 8.417 1.22 0.53 1.957 OI I I I I 9.10 8.500 1.19 0.54 1.961 OI I I I I 9.11 8.583 1.39 0.55 1.966 0 I I I I I 9.12 8.667 1.86 0.57 1.974 0 I I I I I 9.14 8.750 2.04 0.59 1.983 0 I I I I I 9.16 8.833 2.34 0.61 1.994 0 I I I I I 9.18 8.917 2.84 0.64 2.008 IO I I I I I 9.21 9.000 3.02 0.67 2.023 IO I I I I I 9..24 9.083 3.54 0.70 2.041 IO I I I I I 9.27 9.167 9.250 4.45 4.76 0.75 0.80 2.064 2.090 IO IO II II I I I I I 9.32 I 9.37 9.333 5.12 0.86 2.119 IO I I I I 9.42 9.417 5.64 0.92 2.149 IO II I I I 9.49 9.500 5.83 0.98 2.182 IO II I I I 9.55 9.583 6.15 1.05 2.217 IO II I I I 9.62 9.667 6.65 1.13 2.253 IO I I I I I 9.69 9.750 6.83 1.20 2.292 IO 1 1 1 I I 9.77 9.833 7.14 1.28 2.331 I 0 I 9.85 9.917 7.64 1.36 2.373 0 I 9.93 10.000 7.82 1.44 2.417 0 I 10.01 10.083 6.51 1.44 2.456 0 I 10.08 10.167 3.65 1.45 2.481 I 0 I I 10.13 10.250 2.88 1.45 2.494 I 0 I I 10.15 10.333 2.58 1.45 2.502 I 0 I I 10.17 10.417 2.46 1.46 2.510 OI 10.18 10.500 2.42 1.46 2.516 OI I I 10.19 10.583 3.43 1.46 2.527 0 I I I 10.21 10.667 5.58 1.46 2.548 I 0 I 10.25 10.750 6.22 1.47 2.578 I 0 I I 10.30 10.833 6.53 1.47 2.612 0 I I 10.36 10.917 6.70 1.48 2.647 0 I I 10.43 11.000 6.81 1.49 2.684 I 0 I I 10.49 11.083 6.69 1.50 2.720 0 I 10.56 11.167 6.32 1.50 2.754 0 I 10.62 11.250 6.25 1.51 2.787 0 I 10.68 11.333 6.25 1.51 2.820 0 I 10.74 11.417 6.27 1.52 2.852 I 0 I I 10:79 11.500 6.30 1.53 2.885 I O I I 10.85 11.583 5.94 1.53 2.917 I 0 lI 10.91 11.667 5.15 1.54 2.944 0 I 10.96 11.750 4.96 1.54 2.969 0 Il 11.00 11.833 5.10 1.55 2.993 0 I I I 11.04 11.917 5.52 1.55 3.019 I 0 I 11.08 12.000 5.66 1.56 3.046 I 0 II 11.13 12.083 7.16 1.56 3.080 0 I I 11.18 12.167 10.16 1.57 3.129 0 ( I 11.26 12.250 12.333 11.06 11.67 1.58 1.60 3.191 3.258 0 I 0 II I I 11.36 I 11.47 12.417 12.30 1.61 3.330 10 I I I 11.59 12.500 12.56 1.62 3.404 0 I I I 11.71 . 12.583 13.11 1.64 3.481 0 I I 11.84 12.667 14.01 1.65 3.563 0 I I .11.97 12.750 14.31 1.67 3.649 0 II 12.10 12.833 14.67 1.68 3.738 0 II 12.24 12.917 15.18 1.69 3.829 10 I I I 12.37 13.000 15.37 1.70 3.922 0 I I 12.51 13.083 16.48 1.72 4.020 0 I 12.66 13.167 18.65 1.73 4.129 10 I I I I 12.83 13.250 19.30 1.75 4.248 0 I II 13.01 13.333 19.61 1.77 4.370 0 I I II 13.18 13.417 19.77 1.78 4.493 0 I I II 13.35 13.500 19.88 1.80 4.617 I 0 I I 13.53 13.583 17.74 1.82 4.735 0 I I_ 13.69 13.667 13.17 1.83 4.828 0 I 13.82 13.750 11.90 1.84 4.902 0 I I 13.93 13.833 11.38 1.85 4.970 0 I I I 14.02 13.917 11.16 1.86 5.034 0 14.11 14.000 11.06 1.87 5.098 I 0 14.19 14.083 11.83 1.88 5.164 I 0 I 14.27 14.167 13.55 1.89 5.238 0 I I I 14.37 14.250 14.07 1.91 5.321 0 I I 14.48 14.333 14.11 1.92 5.404 0 I 14.58 14.417 13.83 1.93 5.487 10 I I I 14.69 14.500 13.80 1.95 5.569 0 I 14.80 14.583 13.82 1.96 5.651 0 I I 14.90 14.667 13.84 1.97 5.733 0 I I 15.01 14.750 13.87 1.99 5.814 0 I 15.11 14.833 13.70 2.00 5.895 0 I 15.20 14.917 13.32 2.01 5.975 I 0 I I 15.30 15.000 13.24 2.02 6.052 0 I I 15.39 15.083 13.03 2.03 6.129 0 I 15.49 15.167 12.62 2.04 6.203 0 I 15.59 15.250 12.53 2.04 6.276 0 I 15.66 I I 15.75 15.83 15.92 15.99 16.06 16.11 16.16 16.21 16.26 16.30 16.33 16.34 16.34 16.34 16.34 16.34 16.34 16.34 16.33 16.33 16.32 16.32 16.32 16.32 16.32 16.33 16.33 16.33 16.34 16.34 16.34 16.35 16.35 16.35 16.34 16.34 16.34 16.34 16.34 16.34 16.34 16.33 16.33 16.32 16.31 16.30 16.30 16.29 16.29 16.29 16.29 16.29 16.28 16.2,8 16.27 16.27 16.26 16.25 16.25 16.24 16.24 16.23 16.23 16.22 16.22 15.333 12.31 2.05 6.347 0 15.417 11.90 2.06 6.416 I 0 15.500 11.81 2.07 6.484 I 0 15.583 10.98 2.08 6.548 0 15.667 9.32 2.09 6.604 I 0 15.750 8.87 2.10 6.652 I 0 15.833 8.70 2.10 6.698 I 0 15.917 8.64 2.11 6.743 0 16.000 8.62 2.12 6.788 0 16.083 7.04 2.13 6.827 0 16.167 3.75 2.13 6.850 I 0 16.250 2.81 2.13 6.858 I OI 16.333 2.42 2.13 6.861 0 16.417 2.22 2.13 6.862 0 16.500 2.13 2.13 6.862 0 16.583 1.95 2.13 6.862 0 16.667 1.69 2.13 6.860 I IO 16.750 1.61 2.13 6.856 I IO 16.833 1.58 2.13 6.853 IO 16.917 1.57 2.13 6.849 IO 17.000 1.56 2.13 6.845 IO 17.083 1.80 2.13 6.842 IO 17.167 2.32 2.13 6.841 0 17.250 2.47 2.13 6.843 I 0 17.333 2.53 2.13 6.846 I OI 17.417 2.56 2.13 6.849 I OI 17.500 2.58 2.13 6.852 I OI 17.583 2.59 2.13 6.855 OI 17.667 2.59 2.13 6.858 OI 17.750 2.59 .2.13 6.861 OI 17.833 2.46 2.13 6. 8 6±__j 0 17.917 2.20 2.13 6.865 I 0 18.000 2.13 2.13 6.865 I 0 18.083 2.10 2.13 6.865 I 0 18.167 2.08 2.13 6.865 0 18.250 2.08 2.13 6.865 0 18.333 2.07 2.13 6.864 0 18.417 2.07 2.13 6.864 0 18.500 2.07 2.13 6.863 0 18.583 1.95 2.13 6.862 0 18.667 1.69 2.13 6.860 IO 18.750 1.61 2.13 6.857 IO 18.833 1.46 2.13 6.853 IO 18.917 1.18 2.13 6.847 II 0 19.000 1.10 2.13 6.840 II 0 19.083 1.19 2.13 6.834 1I 0 19.167 1.43 2.13 6.828 IO 19.250 1.50 2.13 6.823 IO 19.333 1.65 2.13 6.820 IO 19.417 1.93 2.13 6.817 0 19.500 2.01 2.13 6.816 0 19.583 1.92 2.13 6.815 0 19.667 1.67 2.12 6.813 IO 19.750 1.61 2.12 6.809 IO 19.833 1.46 2.12 6.805 IO 19.917 1.18 2.12 6.800 II O 20.000 1.10 2.12 6.793 II 0 20.083 1.19 2.12 6.786 1I 0 20.167 1.43 2.12 6.781 IO 20.250 1.50 2.12 6.776 IO 20.333 1.53 2.12 6.772 IO 20.417 1.54 2.12 6.768 IO 20.500 1.55 2.12 6.764 IO 20.583 1.55 2.12 6.760 IO 20.667 1.55 2.12 6.756 IO 20.750 1.55 2.11 6.753 IO I I 15.75 15.83 15.92 15.99 16.06 16.11 16.16 16.21 16.26 16.30 16.33 16.34 16.34 16.34 16.34 16.34 16.34 16.34 16.33 16.33 16.32 16.32 16.32 16.32 16.32 16.33 16.33 16.33 16.34 16.34 16.34 16.35 16.35 16.35 16.34 16.34 16.34 16.34 16.34 16.34 16.34 16.33 16.33 16.32 16.31 16.30 16.30 16.29 16.29 16.29 16.29 16.29 16.28 16.2,8 16.27 16.27 16.26 16.25 16.25 16.24 16.24 16.23 16.23 16.22 16.22 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 I I I I I I I I IO 0 0 0 IO IO IO 0 0 0 IO IO IO 0 0 0 IO IO IO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.22 16.21 16.20 16.19 16.19 16.18 16.18 16.17 16.17 16.16 16.15 16.15 16.14 16.14 16.13 16.12 16.11 16.11 16.11 16.10 16.09 16.08 16.08 16.07 16.06 16.05 16.04 16.04 16.03 16.02 16.01 16.00 16.00 15.99 15.98 15.97 15.96 15.95 15.94 15.93 15.92 15.91 15.89 15.87 15.85 15.84 15.82 15.80 15.79 15.77 15.75 15.73 15.72 15.70 15.68 15.67 15.65 15.63 15.62 15.60 15.58 15.56 15.55 15.53 15.51 15.50 20.833 1.43 2.11 6.748 20.917 1.17 2.11 6.743 21.000 1.09 2.11 6.736 21.083 1.19 2.11 6.729 21.167 1.43 2.11 6.724 21.250 1.50 2.11 6.719 21.333 1.40 2.11 6.715 21.417 1.16 2.11 6.709 21.500 1.09 2.11 6.702 21.583 1.19 2.10 6.696 21.667 1.43 2.10 6.690 21.750 1.50 2.10 6.686 21.833 1.40 2.10 6.681 21.917 1.16 2.10 6.676 22.000 1.09 2.10 6.669 22.083 1.19 2.10 6.662 22.167 1.43 2.10 6.657 22.250 1.50 2.10 6.652 22.333 1.40 2.10 6.648 22.417 1.16 2.10 6.642 22.500 1.09 2.09 6.636 22.583 1.06 2.09 6.629 22.667 1.05 2.09 6.622 22.750 1.04 2.09 6.614 22.833 1.04 2.09 6.607 22.917 1.04 2.09 6.600 23.000 1.04 2..09 6.593 23.083 1.04 2.09 6.585 23.167 1.04 2.08 6.578 23.250 1.04 2.08 6.571 23.333 1.04 2.08 6.564 23.417 1.04 2.08 6.556 23.500 1.04 2.08 6.549 23.583 1.04 2.08 6.542 23.667 1.04 2.08 6.535 23.750 1.04 2.08 6.528 23.833 1.04 2.08 6.521 23.917 1.04 2.07 6.513 24.000 1.04 2.07 6.506 24.083 0.79 2.07 6.498 24.167 0.27 2.07 6.488 24.250 0.12 2.07 6.475 24.333 0.05 2.07 6.461 24.417 0.02 2.07 6.447 24.500 0.01 2.06 6.433 24.583 0.00 2.06 6.419 24.667 0.00 2.06 6.405 24.750 0.00 2.06 6.390 24.833 0.00 2.06 6.376 24.917 0.00 2.06 6.362 25.000 0.00 2.05 6.348 25.083 0.00 2.05 6.334 25.167 0.00 2.05 6.320 25.250 0.00 2.05 6.305 25.333 0.00 2.05 6.291 25.417 0.00 2.04 6.277 25.500 0.00 2.04 6.263 25.583 0.00 2.04 6.249 25.667 0.00 2.04 6.235 25.750 0.00 2.04 6.221 25.833 0.00 2.04 6.207 25.917 0.00 2.03 6.193 26.000 0.00 2.03 6.179 26.083 0.00 2.03 6.165 26.167 0.00 2.03 6.151 26.250 0.00 2.03 6.137 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 I I I I I I I I IO 0 0 0 IO IO IO 0 0 0 IO IO IO 0 0 0 IO IO IO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.22 16.21 16.20 16.19 16.19 16.18 16.18 16.17 16.17 16.16 16.15 16.15 16.14 16.14 16.13 16.12 16.11 16.11 16.11 16.10 16.09 16.08 16.08 16.07 16.06 16.05 16.04 16.04 16.03 16.02 16.01 16.00 16.00 15.99 15.98 15.97 15.96 15.95 15.94 15.93 15.92 15.91 15.89 15.87 15.85 15.84 15.82 15.80 15.79 15.77 15.75 15.73 15.72 15.70 15.68 15.67 15.65 15.63 15.62 15.60 15.58 15.56 15.55 15.53 15.51 15.50 26.333 26.417 0.00 0.00 2.02 2.02 6.123 6.109 I I 0 0 I I 15.48 15.46 26.500 0.00 2.02 6.095 I 0 I ( I 15.45 26.583 0.00 2.02 6.081 I 0 I 15..43 26.667 0.00 2.02 6.067 I 0 15.41 26.750 0.00 2.02 6.054 I 0 I 15.40 26.833 0.00 2.01 6.040 I 0 15.38 26.917 0.00 2.01 6.026 I 0 15.36 27.000 0.00 2.01 6.012 I 0 I I I 15.35 27.083 0.00 2.01 5.998 I 0 15.33 27.167 0.00 2.01 5.984 I 0 I 15.31 27.250 0.00 2.01 5.970 I 0 I I 15.30 27.333 0.00 2.00 5.957 I 0 15.28 27.417 0.00 2.00 5.943 I 0 I 15.26 27.500 0.00 2.00 5.929 I 0 I I 15.25 27.583 0.00 2.00 5.915 I 0 I 15.23 27.667 0.00 2.00 5.902 I 0 I I 15.21 27.750 0.00 1.99 5.888 I 0 I 15.20 27.833 0.00 1.99 5.874 I 0 I 15.18 27.917 0.00 1.99 5.860 I 0 I 15.16 28.000 0.00 1.99 5.847 I 0 I 15.15 28.083 0.00 1.99 5.833 I 0 I I I 15.13 28.167 0.00 1.99 5.819 I 0 I I 15.11 28.250 0.00 1.98 5.806 I 0 15.1.0 28.333 0.00 1.98 5.792 I 0 I 15.08 28.417 0.00 1.98 5.778 I 0 I I 15.06 28.500 0.00 1.98 5.765 I 0 I I 15.05 28.583 0.00 1.98 5.751 I 0 I I 15.03 28.667 0.00 1.98 5.737 I 0 I I 15.01 28.750 0.00 1.97 5.724 I 0 I 15.00 • 28.833' 0.00 1.97 5.710 I 0 I I I 14.98 28.917 0.00 1.97 5.697 I 0 I I 14.96 29.000 0.00 1.97 5.683 I 0 I I I I 14.94 29.083 0.00 1.96 5.670 I 0 I I 14.93 29.167 0.00 1.96 5.656 I 0 I 14.91 29.250 0.00 1.96 5.643 I 0 I 14.89 29.333 0.00 1.96 5.629 I 0 I I I 14.87 29.417 0.00 1.96 5.616 I 0 I I I 14.86 29.500 0.00 1.95 5.602 I 0 I I 14.84 29.583 0.00 1.95 5.589 I 0 I I 14.82 29.667 0.00 1.95 5.575 I 0 I I 14.81 29.750 0.00 1.95 .5.562 I 0 ( 14.79 29.833 0.00 1.94 5.548 I 0 I 14.77' 29.917 0.00 1.94 5.535 I O I I 14.75 30.000 0.00 1.94 5.522 I 0 I I 14.74 30.083 0.00 1.94 5.508 I 0 I I I 14.72 30.167 0.00 1.94 5.495 I 0 I I I I 14.70 30.250 0.00 1.93 5.482 I 0 I ( I I 14.68 30.333 0.00 1.93 5.468 I 0 14.67 30.417 0.00 1.93 5.455 I 0 I I 14.65 30.500 0.00 1.93 5.442 I 0 I I 14.63 30.583 0.00 1.92 5.429 I 0 I 14.62 30.667 0.00 1.92 5.415 I 0 I 14.60 30.750 0.00 1.92 5.402 I 0 I 14.58 30.833 0.00 1.92 5.389 I 0 I 14.56 30.917 0.00 1.92 5.376 I 0 I I 14.55 31.000 0.00 1.91 5.362 I 0 14.53 31.083 0.00 1.91 5.349 I 0 I 14. 51 31.167 0.00 1.91 5.336 I 0 I 14.50 31.250 0.00 1.91 5.323 I 0 14.48 31.333 0.00 1.90 5.310 I 0 I 14.46 31.417 0.00 1.90 5.297 I 0 14.44 31.500 0.00 1.90 5.284 I 0 14.43 31.583 0.00 1.90 5.271 I 0 14.41 31.667 0.00 1.90 5.258 I 0 I 14.39 31.750 0.00 1.89 5.245 I 0 14.38 31.833 0.00 1.89 5.231 I 0 I I 14.36 31.917 0.00 1.89 5.218 I 0 I I 14.34 32.000 0.00 1.89 5.205 I 0 I 14.33 32.083 0.00 1.88 5.192 I 0 14.31 32.167 0.00 1.88 5.179 I 0 I I 14.29 32.250 0.00 1.88 5.167 I 0 I I I 14.28 32.333 0.00 1.88 5.154 I 0 I I 14.26 32.417 0.00 1.88 5.141 I 0 I I I 14.24 32.500 0.00 1.87 5.128 I 0 I I I I 14.23 32.583 0.00 1.87 5.115 I 0 14.21 32.667 0.00 1.87 5.102 I 0 I 14.19 32.750 0.00 1.87 5.089 I 0 I I 14.18 32.833 0.00 1.87 5.076 I 0 I 14.16 32.917 0.00 1.86 5.063 I 0 I I 14.14 33.000 0.00 1.86 5.051 I 0 I I 14.13 33.083 0.00 1.86 5.038 I 0 I I 14.11 33.167 0.00 1.86 5.025 I 0 I I I I 14.09 33.250 0.00 1.85 5.012 I 0 14.08 33.333 0.00 1.85 4.999 I 0 14.06 33.417 0.00 1.85 4.987 I 0 14:04 33.500 0.00 1.85 4.974 I 0 I 14.,03 33.583 0.00 1.85 4.961 I 0 I 14.01 33.667 0.00 1.84 4.948 I 0 I I 13.99 33.750 0.00 1.84 4.936 I 0 I I 13.98 33.833 0.00 1.84 4.923 I 0 I 13.96 33.917 0.00 1.84 4.910 I 0 I I I 13.94 34.000 0.00 1.84 4.898 1-0 I I 13.92 34.083 0.00 1.84 4.885 I 0 13.90 34.167 0.00 1.83 4.872 I 0 I 13.89 • 34.250 34.333 0.00 0.00 1.83 1.83 4.860 4.847 I I 0 0 13.87 13.85 34.417 0.00 1.83 4.835 I 0 I 13.83 34.500 0.00 1.83 4.822 I 0 I I I 13.82 34.583 0.00 1.83 4.809 I 0 13.80 34.667 0.00 1.82 4.797 I 0 I I 13.78 34.750 0.00 1.82 4.784 I 0 13.76 34.833 0.00 1.82 4.772 I 0 I I 13.74 34.917 0.00 1.82 4.759 I 0 I 13.73 35.000 0.00 1.82 4.747 I 0 13.71 35.083 0.00 1.82 4.734 I 0 13.69 35.167 0.00 1.81 4.722 I 0 I 13.67 35.250 0.00 1.81 4.709 I 0 I 13.66 35.333 0.00 1.81 4.697 I 0 I I 13.64 35.417 0.00 1.81 4.684 I 0 I 13.62 35.500 0.00 1.81 4.672 I 0 I I 13.60 35.583 0.00 1.81 4.659 I 0 13.59 35.667 0.00 1.80 4.647 I 0 I 13.57 35.750 0.00 1.80 4.635 I 0 I 13.55. 35.833 0.00 1.80 4.622 I 0 13.53 35.917 0.00 1.80 4.610 I 0 I 13.52 36.000 0.00 1.80 4.597 I 0 I 13.50 36.083 0.00 1.80 4.585 I 0 13.48 36.167 0.00 1.79 4.573 I 0 13.46 36.250 0.00 1.79 4.560 I 0 13.45 36.333 0.00 1.79 4.548 I 0 13.43 36.417 0.00 1.79 4.536 I 0 13.41 36.500 0.00 1.79 4.523 I 0 I I 13.39 36.583 0.00 1.79 4.511 I 0 I I 13.38 36.667 0.00 1.78 4.499 I 0 13.36 is 36.750 0.00 1.78 4.487 I 0 13.34 36.833 0.00 1.78 4.474 I 0 I I I 13.32 36.917 0.00 1.78 4.462 I 0 I 13.31 37.000 0.00 1.78 4.450 I 0 13.29 37.083 0.00 1.78 4.438 I 0 13.27 37.167 0.00 1.77 4.425 I 0 13.26 37.250 0.00 1.77 4.413 I 0 13.24 37.333 0.00 1.77 4.401 I 0 I 13.22 37.417 0.00 1.77 4.389 I 0 13.20 37.500 0.00 1.77 4.377 I 0 I I 13.19 37.583 0.00 1.77 4.364 I 0 I 13.17 37.667 0.00 1.76 4.352 I 0 I I I 13.15 37.750 0.00 1.76 4.340 I 0 I I 13.14 37.833 0.00 1.76 4.328 I 0 I 13.12 37.917 0.00 1.76 4.316 I 0 13.10 38.000 0.00 1.76 4.304 I 0 I 13.08 38.083 0.00 1.76 4.292 I 0 I 13.07 38.167 0.00 1.75 4.280 I 0 I 13.05 38.250 0.00 1.75 4.267 I 0 I 13.03 38.333 0.00 1.75 4.255 I 0 13.02 38.417 0.00 1.75 4.243 I 0 I 13.00 38.500 0.00 1.75 4.231 I 0 I 12.98 38.583 0.00 1.75 4.219 I 0 12.96 38.667 0.00 1.74 4.207 I 0 I 12.94 38.750 0.00 1.74 4.195 I 0 I 12.93 38.833 0.00 1.74 4.183 I 0 I 12.91 38.917 0.00 1.74 4.171 I 0 I 12.89 39.000 0.00 1.74 4.159 I 0 I I 12.87 39.083 0.00 1.74 4.147 I 0 I I 12.85 39.167 0.00 1.73 4.135 I 0 I I 12.84 39.250 0.00 1.73 4.123 I 0 I 12.82 39.333 0.00 1.73 4.112 I 0 12.80 39.417 0.00 1.73 4.100 I 0 I 12.78 39.500 0.00 1.73 4.088 I 0 I 12.76 39.583 0.00 1.73 4.076 I 0 I 12.75 39.667 0.00 1.72 4.064 I 0 12.73 39.750 39.833 0.00 0.00 1.72 1.72 4.052 4.040 I I 0 0 I 12.71 12.69 39.917 0.00 1.72 4.028 I 0 12.67 40.000 0.00 1.72 4.017 I 0 I I 12.66 40.083 0.00 1.72 4.005 I 0 I I 12.64 40.167 0.00 1.71 3.993 I 0 12.62' 40.250 0.00 1.71 3.981 I 0 I 12.60 40.333 0.00 1.71 3.969 I 0 I I 12..59 40.417 0.00 1.71 3.958 I 0 12.57 40.500 0.00 1.71 3.946 I 0 I 12.55 40.583 0.00 1.71 3.934 I 0 12.53 40.667 0.00 1.70 3.922 I 0 I 12.51 40.750 0.00 1.70 3.911 I 0 I I 12.50 40.833 0.00 1.70 3.899 I 0 I 12.48 40.917 0.00 1.70 3.887 I 0 I 12.46 41.000 0.00 1.70 3.875 I 0 I I 12.44 41.083 0.00 1.70 3.864 I 0 I 12.43 41.167 0.00 1.69 3.852 I 0 12.41 41.250 0.00 1.69 3.840 I 0 12.39 41.333 0.00 1.69 3.829 I 0 12.37 41.417 0.00 1.69 3.817 I 0 I I 12.36 41.500 0.00 1.69 3.805 I 0 12.34 41.583 0.00 1.69 3.794 I 0 I 12.32 41.667 0.00 1.68 3.782 I 0 12.30 41.750 0.00 1.68 3.771 I 0 12.28 41.833 0.00 1.68 3.759 I 0 12.27 41.917 0.00 1.68 3.748 I 0 12.25 42.000 0.00 1.68 3.736 I 0 12.23 42.083 0.00 1.68 3.724 I 0 12.22 42.167 42.250 0.00 0.00 1.68 1.67 3.713 3.701 I I 0 0 ( 12.20 12.18 42.333 0.00 1.67 3.690 I 0 12.16 42.417 0.00 1.67 3.678 I 0 I I 12.15 42.500 0.00 1.67 3.667 I 0 12.13 42.583 0.00 1.67 3.655 I 0 12.11 42.667 0.00 1.67 3.644 I 0 12.09 42.750 0.00 1.66 3.632 I 0 12.08 C1 J • • 42.833 42.917 43.000 43.083 43.167 43.250 43.333 43.417 43.500 43.583 43.667 43.750 43.833 43.917 44.000 44.083 44.167 44.250 44.333 44.417 44.500 44.583 44.667 44.750 44.833 44.917 45.000 45.083 45.167 45.250 45.333 45.417 45.500 45.583 45.667 45.750 45.833 45.917 46.000 46.083 46.167 46.250 46.333 46.417 46.500 46.583 46.667 46.750 46.833 46.917 47.000 47.083 47.167 47.250 47.333 47.417 47.500 47.583 47.667 47.750 47.833 47.917 48.000 48.083 48.167 48.250 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.66 1.66 1.66 1.66 1.66 1.65 1.65 1.65 1.65 1.65 1.64 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I I 6.76 73.167 0.00 0.43 1.427 0 I I 6.75 73.250 0.00 0.43 1.424 0 I I I I 6.73 73.333 0.00 0.43 1.421 0 I I I 6.72 73.417 0.00 0.43 1.418 0 I I I I 6.70 73.500 0.00 0.43 1.415 0 I I 6.69 73.583 0.00 0.43 1.412 0 I 6.68 73.667 0.00 0.43 1.409 0 6.66' 73.750 0.00 0.43 1.406 0 I I 6.65 73.833 0.00 0.43 1.404 0 I 6.63 73.917 0.00 0.43 1.401 0 I I I 6.62 74.000 0.00 0.43 1.398 0 I I I 6.61 74.083 0.00 0.43 1.395 0 I I I 6.59 74.167 0.00 0.43 1.392 0 I I 6.58 74.250 0.00 0.43 1.389 0 I I 6.57 74.333 0.00 0.43 1.386 0 I I I 6.55 74.417 0.00 0.43 1.383 0 I I 6.54 74.500 0.00 0.43 1.380 0 I I 6.52 74.583 0.00 0.43 1.377 0 I 6.51 74.667 0.00 0.43 1.374 0 I I I 6.50 74.750 0.00 0.43 1.371 0 I I I 6.48 74.833 0.00 0.43 1.368 0 I 6.47 74.917 0.00 0.43 1.365 0 I 6.45 75.000 0.00 0.43 1.363 0 I I 6.44 75.083 0.00 0.43 1.360 0 6.43 75.167 75.250 0.00 0.00 0.43 0.43 1.357 1.354 0 0 I I I I 6.41 6.40 75.333 0.00 0.43 1.351 0 I 6.39 75.417 0.00 0.43 1.348 0 I 6.37 75.500 0.00 0.43 1.345 0 6.36 75.583 0.00 0.43 1.342 0 6.34 75.667 0.00 0.43 1.339 0 I 6.33 75.750 0.00 0.43 1.336 0 I I 6.32 75.833 0.00 0.43 1.333 0 I 6.30 75.917 0.00 0.43 1.330 0 76.000 0.00 0.43 1.327 O I I I I 6.28 76.083 0.00 0.43 1.324 0 6.26 76.167 0.00 0.43 1.322 0 6.25 76.250 0.00 0.43 1.319 0 I I I 6.23 76.333 0.00 0.43 1.316 0 6.22 76.417 0.00 0.43 1.313 0 I I 6.21 76.500 0.00 0.43 1.310 0 I 6.19 76.583 0.00 0.43 1.307 0 I 6.18 76.667 0.00 0.43 1.304 O I I 6.16 76.750 0.00 0.43 1.301 0 I 6.15 76.833 0.00 0.43 1.298 0 I I 6.14 76.917 0.00 0.43 1.295 0 I I I 6.12 77.000 0.00 0.43 1.292 0 I 6.11 77.083 0.00 0.43 1.289 O I I I 6.10 77.167. 0.00 0.43 1.286 0 I I I 6.08 77.250 0.00 0.43 1.283 O I I 6.07 77.333 0.00 0.43 1.281 O I 6.05 77.417 0.00 0.43 1.278 0 I 6.04 77.500 0.00 0.43 1.275 0 I I 6.03 77.583 0.00 0.43 1.272 0 I 6.01 77.667 0.00 0.42 1.269 0 I I I 6.00 77.750 0.00 0.42 1.266 O I I 5.99 77.833 0.00 0.42 1.263 0 I I 5.97 77.917 0.00 0.42 1.260 0 5.96 78.000 0.00 0.42 1.257 0 I I 5.94 78.083 0.00 0.42 1.254 0 5.93 78.167 0.00 0.42 1.251 0 I I I I 5.92 78.250 0.00 0.42 1.248 0 I I I 5.90 78.333 0.00 0.42 1.245 0 I I 5.89 78.417 0.00 0.42 1.242 0 I I 5.87 78.500 0.00 0.42 1.240 0 I 5.86 78.583 0.00 0.42 1.237 0 I 5.85 78.667 0.00 0.42 1.234 0 I I 5.83 78.750 0.00 0.42 1.231 0 I I 5.82 78.833 0.00 0.42 1.228 0 I 5.80 78.917 0.00 0.42 1.225 0 5.79 79.000 0.00 0.42 1.222 0 ( I I 5.78 79.083 0.00 0.42 1.219, O I 5.76 79.167 0.00 0.42 1.216 0 I 5.75 79.250 0.00 0.42 1.213 0 I I 5.74 79.333 0.00 0.42 1.210 0 I I 5.72 79.417 0.00 0.42 1.207 0 I 5.71 79.500 0.00 0.42 1.204 0 I I I I 5.69 79.583 0.00 0.42 1.202 0 I I 5.68 79.667 0.00 0.42 1.199 0 I I I 5.67 79.750 0.00 0.42 1.196 O I I 5.65 79.833 0.00 0.42 1.193 0 I I 5.64 79.917 0.00 0.42 1.190 0 I I 5.62 80.000 0.00 0.42 1.187 0 5.61 80.083 0.00 0.42 1.184 0 I I 5.60 80.167 0.00 0.42 1.181 0 I I 5.58 80.250 0.00 0.42 1.178 0 5.57 80.333 0.00, 0.42 1.175 0 I 5.56 80.417 0.00 0.42 1.172 0 I I 5.54 80.500 0.00 0.42 1.169 O I 5.53 80.583 0.00 0.42 1.166 0 5.51 80.667 0.00 0.42 1.163 0 I 5.50 • 80.750 0.00 0.42 1.161 0 I 5.49 80.833 0.00 0.42 1.158 0 I I 5.47 80.917 0.00 0.42 1.155 0 I 5.46 81.000 0.00 0.42 1.152 0 I I 5.44 81.083 0.00 0.42 1.149 0 I 5.43 81.167 0.00 0.42 1.146 0 I 5.42 81.250 0.00 0.42 1.143 0 5.40 81.333 0.00 0.42 1.140 0 I 5.39 81.417 0.00 0.42 1.137 0 I I I 5.38 81.500 0.00 0.42 1.134 0 ( I I 5.36 81.583 0.00 0.42 1.131 0 I I I 5.35 81.667 0.00 0.42 1.128 0 I I I 5.33 81.750 0.00 0.42 1.125 0 I 5.32 81.833 0.00 0.42 1.123 0 I I 5.31 81.917 0.00 0.42 1.120 0 I I I 5.29 82.000 0.00 0.42 1.117 0 I 5.28 82.083 0.00 0.42 1.114 0 I I I 5.26 82.167 0.00 0.42 1.111 0 I I 5.25 82.250 0.00 0.42 1.108 0 I I I 5.24 82.333 0.00 0.42 1.105 0 I I I 5.22 82.417 0.00 0.42 1.102 0 I I 5.21 82.500 0.00 0.42 1.099 0 I 5.20 82.583 0.00 0.42 1.096 0 I I 5.18 82.667 0.00 0.42 1.093 0 I 5.17 82.750 0.00 0.42 1.090 0 I I 5.15 82.833 0.00 0.42 1.088 0 I 5.14 82.917 0.00 0.42 1.085 0 I 1 5'.13 83.000 0.00 0.42 1.082 0 I I 5.11 83.083 0.00 0.42 1.079 0 I I 5.10 83.167 0.00 0.42 1.076 0 I I 5.08 83.250 0.00 0.42 1.073 0 I I I 5.07 83.333 0.00 0.42 1.070 0 I I 5.06 83.417 0.00 0.42 1.067 0 5.04 83.500 0.00 0.42 1.064 0 I I I 5.03 83.583 0.00 0.42 1.061 0 I I 5.02 83.667 0.00 0.42 1.058 0 I I I 5.00 83.750 0.00 0.42 1.055 0 I I I I 4.99 83.833 0.00 0.42 1.052 0 I I I 4.97 83.917 0.00 0.42 1.050 0 I I 4.96 84.000 0.00 0.42 1.047 0 I I 4.95 84.083 0.00 0.42 1.044 0 4.93 84.167 0.00 0.42 1.041 0 I 4.92 84.250 0.00 0.42 1.038 0 I I 4.91 84.333 0.00 0.42 1.035 0 4.89 84.417 0.00 0.42 1.032 0 ) 4.88 84.500 0.00 0.42 1.029 0 I 4.86 84'.583 0.00 0.42 1.026 0 4.85 84.667 0.00 0.42 1.023 0 I I 4.84 84.750 0.00 0.42 1.020 0 I I I I 4.82 84.833 0.00 0.42 1.017 0 I I 4.81 84.917 0.00 0.42 1.015 0 I I I 4.79 85.000 0.00 0.42 1.012 0 I I I 4.78 85.083 0.00 0.42 1.009 0 I 4.77 85.167 0.00 0.42 1.006 0 I I 4.75 85.250 0.00 0.42 1.003 0 I 4.74 85.333 0.00 0.42 1.000 0 I I 4.73 85.417 0.00 0.42 0.997 0 4.71 85.500 0.00 0.42 0.994 0 I 4.70 85.583 0.00 0.42 0.991 0 I I 4.68 85.667 0.00 0.42 0.988 0 I I I 4.67 85.750 0.00 0.42 0.985 0 I I 4.66 85.833 0.00 0.42 0.982 0 I 4.64 85.917 0.00 0.42 0.979 0 I I 4.63 86.000 0.00 0.42 0.977 0 I 4.62 86.083 0.00 0.42 0.974 0 I I I 4.60 86.167 86.250 0.00 0.00 0.42 0.42 0.971 0.968 0 0 I I 4.59 4.57 86.333 0.00 0.42 0.965 0 I I I 4.56 86.417 0.00 0.42 0.962 O I I I 4.55 86.500 0.00 0.42 0.959 O ( I 4.53 86.583 0.00 0.42 0.956 0 4.52 86.667 0.00 0.42 0.953 0 I 4.51 86.750 0.00 0.42 0.950 0 I 4.49 86.833 0.00 0.42 0.947 0 I I I 4.48 86.917 0.00 0.42. 0.944 0 ( I I 4.46 87.000 0.00 0.42 0.942 0 I I I 4.45 87.083 0.00 0.42 0.939 0 I I 4.44 87.167 0.00 0.42 0.936 0 4.42 87.250 0.00 0.42 0.933 0 I I 4.41 87.333 0.00 0.42 0.930 0 I I 4.40 87.417 0.00 0.42 0.927 0 I I 4.38 87.500 0.00 0.42 0.924 0 4.37 87.583 0.00 0.42 0.921 0 I 4.35 87.667 0.00 0.42 0.918 0 I 4.34 87.750 0.00 0.42 0.915 0 I 4.33 87.833 0.00 0.42 0.912 0 I I 4.31 87.917 0.00 0.42 0.910 0 I 4.30 88.000 0.00 0.42 0.907 0 4.29 88.083 0.00 0.42 0.904 0 I I 4.27 88.167 0.00 0.42 0.901 0 I I I 4.26 88.250 0.00 0.42 0.898 0 I I 4.24 88.333 0.00 0.42 0.895 0 I I 4.23 88.417 0.00 0.42 0.892 0 I I 4.22 88.500 0.00 0.42 0.889 0 4.20 88.583 0.00 0.42 0.886 0 4.19 88.667 0.00 0.42 0.883 0 I I 4.18 88.750 0.00 0.42 0.880 0 I I 4.16 88.833 0.00 0.42 0.877 0 I 4.15 88.917 0.00 0.42 0.875 0 I 4.13 89.000 0.00 0.42 0.872 0 I I I 4.12 89.083 0.00 0.42 0.869 0. I 4.11 89.167 0.00 0.42 0.866 0 I I 4.09 89.250 0.00 0.42 0.863 0 I 4.08 89.333 0.00 0.42 0.860 0 4.07 89.417 0.00 0.42 0.857 0 I 4.05 89.500 0.00 0.42 0.854 0 I I 4.04 89.583 0.00 0.42 0.851 0 4.02 89.667 0.00 0.42 0.848 O I I 4.01 89.750 0.00 0.42 0.845 0 I I I 4.00 89.833 0.00 0.42 0.842 0 3.98 89.917 0.00 0.42 0.840 0 I 3.97 90.000 0.00 0.42 0.837 0 3.96 90.083 0.00 0.42 0.834 0 I I I 3.94 90.167 0.00 0.42 0.831 0 I I 3.93 90.250 0.00 0.42 0.828 0 3.91 90.333 0.00 0.42 0.825 0 I 3.90 90.417 0.00 0.42 0.822 0 I I I 3.89 90.500 0.00 0.42 0.819 0 3.87 90.583 0.00 0.42 0.816 0 I I 3.86 90.667 0.00 0.42 0.813 0 3.85 90.750 0.00 0.42 0.810 0 I I I 3.83 90.833 0.00 0.42 0.808 0 I 3.82 90.917 0.00 0.42 0.805 0 I 3.80 91.000 0.00 0.42 0.802 0 I I 3.79 91.083 0.00 0.42 0.799 0 3.78 91.167 0.00 0.42 0.796 0 I I 3.76 91.250 0.00 0.42 0.793 0 I 3.75 91.333 0.00 0.42 0.790 0 I 3.73 91.417 0.00 0.42 0.787 0 I I I 3.72 91.500 0.00 0.42 0.784 0 I I I I 3.71 91.583 0.00 0.42 0.781 0 3.69 91.667 91.750 0.00 0.00 0.42 0.42 0.778 0.775 0 0 I 3.68 3.67 91.833 0.00 0.42 0.773 0 I 3.65 91.917 0.00 0.42 0.770 0 3.64 92.000 0.00 0.42 0.767 O I I 3.62 92.083 0.00 0.42 0.764 0 3.61 92.167 0.00 0.42 0.761 0 I I I I 3.60 92.250 0.00 0.42 0.758 0 3.58 92.333 0.00 0.42 0.755 0 I I I I 3.57 92.417 0.00 0.42 0.752 0 I I 3.56 92.500 0.00 0.42 0.749 0 I I 3.54 92.583 0.00 0.42 0.746 0 3.53 92.667 0.00 0.42 0.743 0 I I 3.51 92.750 0.00 0.42 0.741 0 I I I 3.50 92.833 0.00 0.42 0.738 0 I I I 3.49 92.917 0.00 0.42 0.735 0 I I 3.47 93.000 0.00 0.42 0.732 0 I I I 3.46 93.083 0.00 0.42 0.729 0 I I I 3.45 93.167 0.00 0.42 0.726 0 I I 3.43 93.250 0.00 0.42 0.723 0 I I 3.42 93.333 0.00 0.42 0.720 0 I I I 3.40 93.417 0.00 0.42 0.717 0 I I I 3.39 93.500 0.00 0 ".42 0.714 0 I I I 3.38 93.583 0.00 0.42 0.711 0 I I I 3.36 93.667 0.00 0.42 0.709 0 I I I 3.35 93.750 0.00 0.42 0.706 0 I I I 3.33 93.833 0.00 0.42 0.703 0 I I I 3.32 93.917 0.00 0.42 0.700 0 I I 3.31 94.000 0.00 0.42 0.697 0 3.29 94.083 0.00 0.42 0.694 0 I 3.28 94.167 0.00 0.42 0.691 O I I I 3.27 94.250 0.00 0.42 0.688 O I I I 3.25 94.333 0.00 0.42 0.685 O I I 3.24 94.417 0.00 0.42 0.682 0 3.22 94.500 0.00 0.42 .0.679 O I I I 3.21 94.583 0.00 0.42 0.677 0 I I I I 3.20 94.667 0.00 0.42 0.674 0 I I 3.18 94.750 0.00 0.42 0.671 0 I I 3.17 94.833 0.00 0.42 0.668 0 I I 3.16 94.917 0.00 0.42 0.665 0 I 3.14 95.000 0.00 0.42 0.662 0 3.13 95.083 0.00 0.42 0.659 0 3.11 95.167 0.00 0.42 0.656 0 I ( 3.10 95.250 0.00 0.42 0.653 0 I 3.09 95.333 0.00 0.42 0.650 O I I 3.07 95.417 0.00 0.42 0.648 0 I I 3.06 95.500 0.00 0.42 0.645 0 I I 3.05 95.583 0.00 0.42 0.642 0 I 3.03 95.667 0.00 0.42 0.639 O I 3.02 95.750 0.00 0.42 0.636 0 I 3.00 95.833 0.00 0.42 0.633 0 I I 2.99 95.917 0.00 0.42 0.630 0 I I 2.98 96.000 0.00 0.42 0.627 O I 2.96 96.083 0.00 0.42 0.624 0 I 2.95 96.167 0.00 0.42 0.621 0 I 2.94 96.250 0.00 0.42 0.618 0 2.92 96.333 0.00 0.42 0.616 0 2.91 96.417 0.00 0.42 0.613 0 I 2.89 96.500 0.00 0.42 0.610 0 I 2.88 96.583 0.00 0.42 0.607 0 I I 2.87 96.667 0.00 0.42 0.604 0 I 2.85 96.750 0.00 0.42 0.601 0 I 2.84 96.833 0.00 0.42 0.598 0 2.83 96.917 0.00 0.42 0.595 0 I 2.81 97.000 0.00 0.42 0.592 0 I 2.80 97.083 0.00 0.42 0.589 0 I I 2.78 97.167 97.250 0.00 0.00 0.42 0.42 0.586 0.584 0 0 I I 2.77 2.76 97.333 0.00 0.42 0.581 0 2.74 97.417 0.00 0.42 0.578 0 I I 2.73 97.500 0.00 0.42 0.575 0 2.72 97.583 0.00 0.42 0.572 O I 2.70 97.667 0.00 0.42 0.569 0 2.69 97.750 0.00 0.42 0.566 0 2.68 97.833 0.00 0.42 0.563 0 2.66 97.917 0.00 0.42 0.560 0 I I 2.65 98.000 0.00 0.42 0.557 0 I I 2.63 98.083 0.00 0.42 0.555 0 I I 2.62 98.167 0.00 0.42 0.552 0 2.61 98.250 0.00 0.42 0.549 0 2.59 98.333 0.00 0.42 0.546 0 I I 2.58 98.417 0.00 0.42 0.543 0 I I I 2.57 98.500 0.00 0.42 0.540 0 I 2.55 98.583 0.00 0.42 0.537 0 I I 2.54 98.667 0.00 0.42 0.534 0 I I 2.52 98.750 0.00 0.42 0.531 0 I I I 2.51 98.833 0.00 0.42 0.528 0 I 2.50 98.917 0.00 0.42 0.526 0 I I 2.48 99.000 0.00 0.42 0.523 0 I I I 2.47 99.083 0.00 0.42 0.520 0 I I I 2.46 99.167 0.00 0.42 0.517 0 I 2.44 99.250 0.00 0.42 0.514 0 I I I 2.43 99.333 0.00 0.42 0.511 0 I I I 2.42 99.417 0.00 0.42 0.508 0 I I I 2.40 99.500 0.00 0.42 0.505 0 I 2.39 99.583 0.00 0.42 0.502 0 I I 2.37 99.667 0.00 0.42 0.499 0 I 2.36 99.750 0.00 0.42 0.496 0 I I 2.35 99.833 0.00 0.42 0.494 0 I I I 2.33 99.917 0.00 0.42 0.491 0 I I I 2.32 100.000 0.00 0.42 0.488 0 I I I 2.31 100.083 0.00 0.42 0.485 0 I 2.29 100.167 0.00 0.42 0.482 0 I 2.28 100.250 0.00 0.42 0.479 0 I I 2.26 100.333 0.00 0.42 0.476 0 I I 2.25 100.417 0.00 0.42 0.473 0 I I 2.24 100.500 0.00 0.42 0.470 0 I I I I 2.22 100.583 0.00 0.42 0.467 0 I I 2.21 100.667 0.00 0.42 0.465 0 I I 2.20 100.750 0.00 0.42 0.462 0 I 2.18 100.833 0.00 0.42 0.459 0 I I 2.17 100.917 0.00 0.42 0.456 0 I I ( 2.16 101.000 0.00 0.42 0.453 0 2.14 101.083 0.00 0.42 0.450 0 I 2.13 101.167 0.00 0.42 0.447 0 I 2.11 101.250 0.00 0.42 0.444 0 I 2.10 101.333 0.00 0.42 0.441 0 I I I 2.09 101.417 0.00 0.42 0.438 0 I I 2.07 101.500 0.00 0.42 0.436 0 I I I 2.06 101.583 0.00 0.42 0.433 0 I I 2.05 101.667 0.00 0.42 0.430 0 2.03 101.750 0.00 0.42 0.427 0 I I I 2.02 101.833 0.00, 0.42 0.424 0 I I 2.00 101.917 0.00 0.42 0.421 0 I I I 1.99 102.000 0.00 0.42 0.418 0 I I 1.98 102.083 0.00 0.42 0.415 0 1.96 102.167 0.00 0.42 0.412 0 I I I 1.95 102.250 0.00 0.42 0.409 0 I 1.94 102.333 0.00 0.42 0.407 0 I 1.92 102.417 0.00 0.42 0.404 0 I 1.91 102.500 0.00 0.42 0.401 0 I I 1.89 102.583 0.00 0.42 0.398 0 1.88 102.667 0.00 0.42 0.395 0 1.87 102.750 0.00 0.42 0.392 0 I 1.85 102.833 0.00 0.42 0.389 0 I 1.84 102.917 0.00 0.42 0.386 0 I I 1.83 103.000 0.00 0.42 0.383 0 1.81 103.083 0.00 0.42 0.380 0 1.80 103.167 0.00 0.42 0.378 0 1.78 103.250 0.00 0.42 0.375 0 1.77 103.333 0.00 0.42 0.372 0 1.76 103.417 0.00 0.42 0.369 0 I I I 1.74 • 103.500 0.00 0.42 0.366 0 I I 1.73 103.583 0.00 0.42 0.363 0 I I 1.72 103.667 0.00 0.42 0.360 0 1.70 103.750 0.00 0.42 0.357 0 I I I I 1.69 103.833 0.00 0.42 0.354 0 I I I 1.67 103.917 0.00 0.42 0.352 0 I I I 1.66 104.000 0.00 0.42 0.349 0 I I 1.65 104.083 0.00 0.42 0.346 0 I I I I 1.63 104.167 0.00 0.42 0.343 0 I I 1.62 104.250 0.00 0.42 0.340 0 I I 1.61 104.333 0.00 0.42 0.337 0 I 1.59 104.417 0.00 0.42 0.334 0 I I 1.58 104.500 0.00 0.42 0.331 0 1.57 104.583 0.00 0.42 0.328 0 I I 1.55 104.667 0.00 0.42 0.325 0 I I I 1.54 104.750 0.00 0.42 0.323 0 I I I 1.52 104.833 0.00 0.42 0.320 0 I I 1.51 104.917 0.00 0.42 0.317 0 1.50 105.000 0.00 0.42 0.314 0 1.48 105.083 0.00 0.42 0.311 0 1.47 105.167 0.00 0.42 0.308 0 I 1.46 105.250 0.00 0.42 0.305 0 1.44 105.333 0.00 0.42 0.302 0 I 1.43 105.417 0.00 0.42 0.299 0 1.41 105.500 0.00 0.42 0.296 0 I I 1.40 105.583 0.00 0.42 0.294 0 I I I I 1.39 105.667 0.00 0.42 0.291 0 I I 1.37 105.750 0.00 0.42 0.288 0 ( 1.36 105.833 0.00 0.42 0.285 0 1.35 105.917 0.00 0.42 0.282 0 ( I 1.33 106.000 0.00 0.42 0.279 0 I I 1.32 106.083 0.00 0.42 0.276 0 I 1.30 106.167 0.00 0.42 0.273 0 I I 1.29 106.250 0.00 0.42 0.270 0 I I I 1.28 106.333 0.00 0.42 0.268 0 ( I 1.26 106.417 0.00 0.42 0.265 0 I I 1.25 106.500 0.00 0.42 0.262 0 I I I 1.24 106:583 0.00 0.42 0.259 0 I I I 1.22 106.667 0.00 0.42 0.256 0 I ( I I 1.21 106.750 0.00 0.42 0.253 0 I I I 1.19 106.833 0.00 0.42 0.250 0 1.18 106.917 0.00 0.42 0.247 0 I I 1.17 107.000 0.00 0.42 0.244 0 I 1.15 107.083 0.00 0.42 0.241 0 I 1.14 107.167 0.00 0.42 0.239 0 I I I 1.13 107.250 0.00 0.42 0.236 0 1.11 107.333 0.00 0.42 0.233 0 I I 1.10 107.417 0.00 0.42 0.230 0 I 1.08 107.500 0.00 0.42 0.227 0 I I 1.07 107.583 0.00 0.42 0.224 0 I 1.06 107.667 0.00 0.42 0.221 0 I 1.04 107.750 0.00 0.42 0.218 0 1.03 107.833 0.00 0.42 0.215 0 1.02 107.917 0.00 0.42 0.213 0 I 1.00 108.000 0.00 0.42 0.210 0 0.99 108.083 0.00 0.41 0.207 0 0.98 108.167 0.00 0.40 0.204 0 0.96 • 108.250 0.00 0.40 0.201 0 0.95 108.333 0.00 0.39 0.199 0 0.94 108.417 0.00 0.39 0.196 0 I 0.92 108.500 0.00 0.38 0.193 0 0.91 108.583 0.00 0.38 0.191 0 I 0.90 108.667 0.00 0.37 0.188 0 0.89 108.750 0.00 0.37 0.185 0 0.87 108.833 0.00 0.36 0.183 O I 0.86 108.917 0.00 0.36 0.180 O I I 0.85 109.000 0.00 0.35 0.178 O I I 0.84 109.083 0.00 0.35 0.176 O I I 0.83 109.167 0.00 0.34 0.173 O I I 0.82 109.250 0.00 0.34 0.171 O I I I I 0.81 109.333 0.00 0.33 0.169 O I I I 0.80 109.417 0.00 0.33 0.166 0 I I I 0.78 109.500 0.00 0.32 0.164 O I 0.77 109.583 0.00 0.32 0.162 O I I 0.76 109.667 0.00 0.32 0.160 O I I 0.75 109.750 0.00 0.31 0.157 O I 0.74 109.833 0.00 0.31 0.155 O I I I 0.73 109.917 0.00 0.30 0.153 0 I I 0.72 110.000 0.00 0.30 0.151 0 I I 0.71 110.083 0.0.0 0.30 0.149 0 I 0.70 110.167 0.00 0.29 0.147 0 I I 0.69 110.250 0.00 0.29 0.145 0 I I 0.68 110.333 0.00 0.28 0.143 0 I I I 0.68 110.417 0.00 0.28 0.141 0 0.67 110.500 0.00 0.28 0.139 0 0.66 110.583 0.00 0.27 0.137 0 0.65 110.667 0.00 0.27 0.136 0 I I 0.64 110.750 0.00 0.26 0.134 0 I I 0.63 110.833 0.00 0.26 0.132 O I I 0.62 110.917 0.00 0.26 0.130 O I I 0.61 111.000 0.00 0.25 0.128 O I I 0.61 111.083 0.00 0.25 0.127 O 0.60 111.167 0.00 0.25 0.125 O I I 0.59 111.250 0.00 0.24 0.123 O I 0.58 111.333 0.00 0.24 0.121 0 I I I 0.57 111.417 0.00 0.24 0.120 O I 0.57 111.500• 0.00 0.23 0.118 0 I I I I 0.56 111.583 0.00 0.23 .0.117 O I I 0.55 111.667 0.00 0.23 0.115 O I 0.54 111.750 0.00 0.22 0.113 O I I 0.54 111.833 0.00 0.22 0.112 0 I 0.53 111.917 0.00 0.22 0.110 O I 0.52 112.000 0.00 0.22 0.109 0 I I I 0.51 112.083 0.00 0.21 0.107 0 I I 0.51 112.167 0.00 0.21 0.106 0 I I I 0.50 112.250 0.00 0.21 0.105 0 I I 0.49 112.333 0.00 0.20 0.103 0 I 0.49 112.417 0.00 0.20 0.102 0 I I 0.48 112.500 0.00 0.20 0.100 0 0.47 112.583 0.00 0.20 0.099 0 0.47 112.667 0.00 0.19 0.098 0 I 0.46 112.750 0.00 0.19 0.096 O I I 0.45 112.833 0.00 0.19 0.095 0 I I 0.45 112.917 0.00 0.19 0.094 O I 0.44 113.000 0.00 0.18 0.092 0 0.44 113.083 0.00 0.18 0.091 0 0.43 113.167 0.00 0.18 0.090 O I 0.42 113.250 0.00 0.18 0.089 O 0.42 113.333 0.00 0.17 0.088 O I 0.41 113.417 0.00 0.17 0.086 O I I 0.41 113.500 0.00 0.17 0.085 O 0.40 113.583 0.00 0.17 0.084 O I I I 0.40 • 113.667 113.750 0.00. 0.00 0.16 0.16 0.083 0.082 0 0 I 0.39 0.39 113.833 0.00 0.16 0.081 0 I 0.38 113.917 0.00 0.16 0.080 0 0.38 114.000 0.00 0.16 0.079 0 I 0.37 114.083 0.00 0.15 0.077 0 I 0.37 114.167 0.00 0.15 0.076 0 0.36 114.250 0.00 0.15 0.075 0 0.36 Remaining water in basin = 0.05 (Ac.Ft) r****** * *** * *** * * * * * *** * ****HYDROGRAPH DATA ****** * *** *** * * *** *,r******** Number of intervals = 1401 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 2.134 (CFS) Total volume = 9.098 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • 114.333 0.00 0.15 0.074 0 I 0.35 114.417 0.00 0.15 0.073 0 I I 0.35 114.500 0.00 0.14 0.072 0 I 0.34 114.583 0.00 0.14 0.071 0 0.34 114.667 0.00 0.14 0.070 O I I I 0.33 114.750 0.00 0.14 0.069 O I I I 0.33 114.833 0.00 0.14 0.068 O I I 0.32 114.917 0.00 0.13 0.068 O I I I 0.32 115.000 0.00 0.13 0.067 O 0.31 115.083 0.00 0.13 0.066 0 I I 0.31 115.167 0.00 0.13 0.065 0 0.31 115.250 0.00 0.13 0.064 O I 0.30 115.333 0.00 0.13 0.063 O 0.30 115.417 0.00 0.12 0.062 0 0.29 115.500 0.00 0.12 0.061 0 I I 0.29 115.583 0.00 0.12 0.061 O I 0.29 115.667 0.00 0.12 0.060 O I 0.28 115.750 0.00 0.12 0.059 0 I I I 0.28 115.833 0.00 0.12 0.058 0 I 0.27 115.917 0.00 0.11 0.057 0 I I I 0.27 116.000 0.00 0.11 0.057 0 I 0.27 116.083 0.00 0.11 0.056 O I 0.26 116.167 0.00 0.11 0.055 O I I 0.26 116.250 0.00 0.11 0.054 0 I I 0.26 116.333 0.00 0.11 0.054 0 I I 0.25 116.417 0.00 0.10 0.053 0 I I 0.25 116.500 0.00 0.10 0.052 0 0.25 116.583 0.00 0.10 0.051 0 I 0.24 116.667 0.00 0.10 0.051 0 I I I I 0.24 116.750 0.00 0.10 0.050 0 ( I 0.24 Remaining water in basin = 0.05 (Ac.Ft) r****** * *** * *** * * * * * *** * ****HYDROGRAPH DATA ****** * *** *** * * *** *,r******** Number of intervals = 1401 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 2.134 (CFS) Total volume = 9.098 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation * Storm Drain System "A" ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BASIN1.100 TIME /DATE OF STUDY: 11:16 10/17/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 640.00 UPSTREAM ELEVATION = 70.80 DOWNSTREAM ELEVATION = 59.60 ELEVATION DIFFERENCE = 11.20 TC = 0.422 *[( 640.00 * *3) /( 11.20)] * *.2 = 12.568 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.024 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6769 SUBAREA RUNOFF(CFS) = 9.53 TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 9.53 ! ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 29.00 IS CODE = 3 ------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 305.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) _ TRAVEL TIME(MIN.) = 1.07 4.8 55.60 54.30 MANNING'S N = 0.013 21.00 NUMBER OF PIPES = 1 9.53 TC(MIN.) = 13.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< -------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.63 RAINFALL INTENSITY(INCH /HR) = 3.84 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - - - - - -- --------------- -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 510.00 UPSTREAM ELEVATION = 67.10 DOWNSTREAM ELEVATION = 58.10 ELEVATION DIFFERENCE = 9.00 TC = 0.422 *[( 510.00 * *3) /( 9.00)] * *.2 = 11.458 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.250 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6840 SUBAREA RUNOFF(CFS) = 6.98 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 6.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE 1 --=------------------------------------------ ------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH /HR) = 4.25 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.98 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.53 2 6.98 13.63 11.46 3.835 4.250 3.50 2.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.99 11.46 4.250 2 15.83 13.63 3.835 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: y PEAK FLOW RATE(CFS) = 15.83 Tc(MIN.) = 13.63 TOTAL AREA(ACRES) = 5.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 49.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -------------------- - - - - -- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.4 UPSTREAM NODE ELEVATION = 54.30 DOWNSTREAM NODE ELEVATION = 49.00 FLOWLENGTH(FEET) = 395.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.83 TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 14.42 FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS.CODE = 1 -------------------------------------------------------=-------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.42 RAINFALL INTENSITY(INCH /HR) = 3.71 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 550.00 UPSTREAM ELEVATION = 59.60 DOWNSTREAM ELEVATION = 57.70 ELEVATION DIFFERENCE = 1.90 TC = 0.303 *[( 550.00 * *3) /( 1.90)] * *.2 = 11.750 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.187 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8637 SUBAREA RUNOFF(CFS) = 3.98 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.98 FLOW PROCESS FROM NODE 41.00 TO NODE 49.00 IS CODE = 3 ----------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.2 UPSTREAM NODE ELEVATION = 57.70 DOWNSTREAM NODE ELEVATION = 49.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.98 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 11.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.82 RAINFALL INTENSITY(INCH /HR) = 4.17 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 15.83 14.42 3.711 5.90 2 3.98 11.82 4.172 1.10 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 16.96 11.82 4.172 2 19.37 14.42 3.711 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.37 Tc(MIN.) = 14.42 TOTAL AREA(ACRES) = 7.00 ------------------------------ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 19.37 Tc(MIN.) = 14.42 TOTAL AREA(ACRES) = 7.00 ------------------- - - - - -- END OF RATIONAL METHOD ANALYSIS • 1 ************** RA TI*** ON* AL **** M***ETHOD *******HYDROLOGY ***********COMPUTER ** * * * * PROGRAM * * * * * * * * BASED * * * * * * ON * * * * * * * * * * * ** RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation * Storn Drain System "B" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BASIN2.100 TIME /DATE OF STUDY: 11:15 10/17/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 • 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 310.00 UPSTREAM ELEVATION = 87.10 DOWNSTREAM ELEVATION = 84.00 ELEVATION DIFFERENCE = 3.10 TC = 0.533 *[( 310.00 * *3) /( 3.10)] * *.2 = 13.272 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.897 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5211 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 3.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 59.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 PIPEFLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION = 81.00 DOWNSTREAM NODE ELEVATION = 78.30 FLOWLENGTH(FEET) = 170.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 3.07 TRAVEL TIME(MIN.) = 0.47 TC(MIN.) _ INCHES = 0.013 NUMBER OF PIPES = 13.75 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 635.00 UPSTREAM ELEVATION = 435.00 DOWNSTREAM ELEVATION = 86.80 ELEVATION DIFFERENCE = 348.20 TC = 0.533 *[( 635.00 * *3) /( 348.20)] * *.2 = 7.938 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.277 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5856 SUBAREA RUNOFF(CFS) = 7.94 TOTAL AREA(ACRES) = 2.57 TOTAL RUNOFF(CFS) = 7.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 57.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION = 82.80 DOWNSTREAM NODE ELEVATION = 79.30 FLOWLENGTH(FEET) = 160.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.94 TRAVEL TIME(MIN.) = 0:31 TC(MIN.) = 8.25 FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< • TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.25 RAINFALL INTENSITY(INCH /HR) = 5.16 TOTAL STREAM AREA(ACRES) = 2.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 580.00 UPSTREAM ELEVATION = 435.00 DOWNSTREAM ELEVATION = 86.00 ELEVATION DIFFERENCE = 349.00 TC = 0.533 *[( 580.00 * *3) /( 349.00)] * *.2 = 7.514 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.451 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5922 SUBAREA RUNOFF(CFS) = 5.07 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 5.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.88 RAINFALL INTENSITY(INCH /HR) = 5.30 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 ** CONFLUENCE DATA ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< Tc ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 (CFS) DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES 1 PIPEFLOW VELOCITY(FEET /SEC.).= UPSTREAM NODE ELEVATION = 7.1 82.00 5.160 2.57 DOWNSTREAM NODE ELEVATION = 79.30 7.88 5.301 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.07 TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 7.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.88 RAINFALL INTENSITY(INCH /HR) = 5.30 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.94 8.25 5.160 2.57 2 5.07 7.88 5.301 1.57 • IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.66 7.88 5.301 2 12.88 8.25 5.160 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.88 Tc(MIN.) = 8.25 TOTAL AREA(ACRES) = 4.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 59.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.2 UPSTREAM NODE ELEVATION = 79.30 DOWNSTREAM NODE ELEVATION = 78.30 FLOWLENGTH(FEET) = 230.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.88 TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 8.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 11 - ->> >>> CONFLUENCE- MEMORY - BANK -# -1- WITH - THE - MAIN - STREAM- MEMORY<< <<<---- - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc - INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.88 8.98 4.907 4.14 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.07 13.75 3.817 1.51 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.88 8.98 4.907 2 13.08 13.75 3.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.88 Tc(MIN.) = 8.98 TOTAL AREA(ACRES) = 5.65 FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 59.00 TO NODE 69.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.7 UPSTREAM NODE ELEVATION = 78.30 DOWNSTREAM NODE ELEVATION = 73.40 FLOWLENGTH(FEET) = 225.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.88 TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 9.36 FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.36 RAINFALL INTENSITY(INCH /HR) = 4.79 TOTAL STREAM AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.88 ! ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 410.00 UPSTREAM ELEVATION = 86.00 DOWNSTREAM ELEVATION = 81.40 ELEVATION DIFFERENCE = 4.60 TC = 0.422 *[( 410.00 * *3) /( 4.60)] * *.2 = 11.496 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.241 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6837 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 4.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 69.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) UPSTREAM NODE ELEVATION = = 5.6 73.60 DOWNSTREAM NODE ELEVATION = 73.40 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.35 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 11.56 FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.56 RAINFALL INTENSITY(INCH /HR) = 4.23 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 660.00 UPSTREAM ELEVATION = 88.30 DOWNSTREAM ELEVATION = 81.40 ELEVATION DIFFERENCE = 6.90 TC = 0.422 *[( 660.00 * *3) /( 6.90)] * *.2 = 14.105 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.759 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6679 0 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 2.77 TOTAL RUNOFF(CFS) = 6.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 69.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 73.60 DOWNSTREAM NODE ELEVATION = 73.40 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.96 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.16 RAINFALL INTENSITY(INCH /HR) = 3.75 TOTAL STREAM AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.96 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.88 9.36 4.787 5.65 2 4.35 11.56 4.228 1.50 3 6.96 14.16 3.751 2.77 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 320.00 UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 67.90 ELEVATION DIFFERENCE = 62.10 TC = 0.533 *[( 320.00 * *3) /( 62.10)] * *.2 = 7.428 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.488 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5936 SUBAREA RUNOFF(CFS) = 2.93 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 23.00 9.36 4.787 2 23.17 11.56 4.228 3 22.47 14.16 3.751 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.00 Tc(MIN.) = 9.36 TOTAL AREA(ACRES) _ •9.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 ---------------------- =----------------------------------------------------- TO NODE 8.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>> USING COMPUTER - ESTIMATED PIPESIZE PRESSURE- FLOW)<< « <- . - -» - -(NON- - --- - - - - -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 31.2 UPSTREAM NODE ELEVATION = 73.60 DOWNSTREAM NODE ELEVATION = 57.10 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.00 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 9.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 320.00 UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 67.90 ELEVATION DIFFERENCE = 62.10 TC = 0.533 *[( 320.00 * *3) /( 62.10)] * *.2 = 7.428 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.488 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5936 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 53 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION = 67.90 DOWNSTREAM NODE ELEVATION = 66.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0106 CHANNEL FLOW THRU SUBAREA(CFS) = 2.93 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = 0.0106 (PER PLATE D -6.2) FLOW VELOCITY(FEET /SEC) = 0.83 (PER PLATE D -6.3) TRAVEL TIME(MIN.) = 3.23 TC(MIN.) = 10.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - ------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.435 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5492 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.94 TOTAL RUNOFF(CFS) = 5.46 le TC(MIN) = 10.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .FLOW PROCESS FROM NODE 3.00 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 62.20 DOWNSTREAM NODE ELEVATION = 58.90 FLOWLENGTH(FEET) = 440.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.46 TRAVEL TIME(MIN.) = 1.39 TC(MIN.) = 12.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> >>>RATIONAL- METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 630.00 UPSTREAM ELEVATION = 67.50 DOWNSTREAM ELEVATION = 62.40 ELEVATION DIFFERENCE = 5.10 TC = 0.422 *(( 630.00 * *3) /( 5.10)] * *.2 = 14.572 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.688 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6654 SUBAREA RUNOFF(CFS) = 8.44 TOTAL AREA(ACRES) = 3.44 TOTAL RUNOFF(CFS) = 8.44 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< -- --------------- -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH /HR) = 3.69 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 . INITIAL SUBAREA FLOW - LENGTH = 560.00 UPSTREAM ELEVATION = 81.60 DOWNSTREAM ELEVATION = 62.40 ELEVATION DIFFERENCE = 19.20 TC = 0.422 *(( 560.00 * *3) /( 19.20)] * *.2 = 10.415 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.496 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6912 SUBAREA RUNOFF(CFS) 4.23 TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = 4.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.42 RAINFALL INTENSITY(INCH /HR) = 4.50 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.44 14.57 3.688 3.44 2 4.23 10.42 4.496 1.36 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.26 10.42 4.496 2 11.91 14.57 3.688 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.91 Tc(MIN.) = 14.57 TOTAL AREA(ACRES) = 4.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -- ---------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION = 59.10 DOWNSTREAM NODE ELEVATION = 58.90 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.91 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.91 14.62 3.681 4.80 ** MEMORY BANK # 2 CONFLUENCE DATA ** ESTIMATES STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.46 12.05 4.126 1.94 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 12 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 15.28 12.05 4.126 2 16.78 14.62 3.681 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.78 Tc(MIN.) = 14.62 TOTAL AREA(ACRES) = 6.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY.BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION = 58.90 DOWNSTREAM NODE ELEVATION = 57.10 FLOWLENGTH(FEET) = 415.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.78 TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 15.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE= 11 ---------------------------------------------------------------------------- •>> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 32.94 9.39 4.779 2 33.67 15.85 3.509 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.94 Tc(MIN.) = 9.39 TOTAL AREA(ACRES) = 16.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 79.00 IS CODE = 3 --------------------------------------------- - ------------------------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< - ->> >>> USING - COMPUTER- ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< « <_---- - - - - -- DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.4 UPSTREAM NODE ELEVATION = 57.10 DOWNSTREAM NODE ELEVATION = 56.60 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 .16.78 15.85 3.509 6.74 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 23.00 9.39 4.779 9.92 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 32.94 9.39 4.779 2 33.67 15.85 3.509 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.94 Tc(MIN.) = 9.39 TOTAL AREA(ACRES) = 16.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 79.00 IS CODE = 3 --------------------------------------------- - ------------------------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< - ->> >>> USING - COMPUTER- ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< « <_---- - - - - -- DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.4 UPSTREAM NODE ELEVATION = 57.10 DOWNSTREAM NODE ELEVATION = 56.60 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.94 TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 9.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.687 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6966 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 16.75 TOTAL RUNOFF(CFS) = 33.24 TC(MIN) = 9.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 72.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 920.00 UPSTREAM ELEVATION = 510.00 DOWNSTREAM ELEVATION = 85.30 ELEVATION DIFFERENCE = 424.70 TC = 0.533 *[( 920.00 * *3) /( 424.70)] * *.2 = 9.529 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.738 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5632 SUBAREA RUNOFF(CFS) = 9.31 TOTAL AREA(ACRES) 3.49 TOTAL RUNOFF(CFS) = 9.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE = 51 -----------------------------------------------------------------------'----- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 84.40 DOWNSTREAM NODE ELEVATION = 83.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.31 FLOW VELOCITY(FEET /SEC) = 5.70 FLOW DEPTH(FEET) = 0.62 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 9.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< • • UPSTREAM ELEVATION = 83.20 DOWNSTREAM ELEVATION = 65.50 STREET LENGTH(FEET) = 790.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.78 PRODUCT OF DEPTH &VELOCITY = 2.25 STREETFLOW TRAVELTIME(MIN) = 2.75 TC(MIN) = 12.63 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.012 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6765 SUBAREA AREA(ACRES) = 4.02 SUBAREA RUNOFF(CFS) = 10.91 SUMMED AREA(ACRES) = 7.51 TOTAL RUNOFF(CFS) = 20.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOODWIDTH(FEET) = 20.09 FLOW VELOCITY(FEET /SEC.) = 4.87 DEPTH *VELOCITY = 2.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 76.00 TO NODE 79.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< - ------------------ - - - - -- DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION = 57.70 DOWNSTREAM NODE ELEVATION = 57.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.22 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 12.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.22 12.67 4.004 7.51 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 33.24 9.70 4.687 16.75 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** . STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 48.72 9.70 4.687 2 48.62 12.67 4.004 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.72 Tc(MIN.) = 9.70 TOTAL AREA(ACRES) = 24.26 FLOW PROCESS FROM NODE 79.00 TO NODE 89.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.9 UPSTREAM NODE ELEVATION = 57.50 DOWNSTREAM NODE ELEVATION = 56.50 FLOWLENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 48.72 TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 10.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 8 ---------------------------------------------------------------------------- - ->> >>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.516 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6918 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 24.42 TOTAL RUNOFF(CFS) = 49.22 TC (MIN) = 10.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.34 RAINFALL INTENSITY(INCH /HR) = 4.52 TOTAL STREAM AREA(ACRES) = 24.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------=----------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 950.00 UPSTREAM ELEVATION = 80.00 DOWNSTREAM ELEVATION = 69.90 ELEVATION DIFFERENCE = 10.10 TC = 0.422 *[( 950.00 * *3) /( 10.10)] * *.2 = 16.262 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.456 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6567 SUBAREA RUNOFF(CFS) = 11.15 TOTAL AREA(ACRES) = 4.91 TOTAL RUNOFF(CFS) = 11.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 69.90 DOWNSTREAM ELEVATION = 65.50 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 21.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.30 PRODUCT OF DEPTH &VELOCITY = 1.91 STREETFLOW TRAVELTIME(MIN) = 0.83 TC(MIN) = 17.10 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.356 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8588 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.58 SUMMED AREA(ACRES) = 5.11 TOTAL RUNOFF(CFS) = 11.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET /SEC.) = 4.41 DEPTH *VELOCITY = 1.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.00 TO NODE 89.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION = 56.70 DOWNSTREAM NODE ELEVATION = 56.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.72 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 17.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.14 RAINFALL INTENSITY(INCH /HR) = 3.35 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 56.29 10.34 4.516 2 48.24 17.14 3.351 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.29 Tc(MIN.) = 10.34 TOTAL AREA(ACRES) = 29.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -FLOW PROCESS FROM NODE 89.00 TO NODE 99.00 IS CODE = 3 ---------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION = 56.50 DOWNSTREAM NODE ELEVATION = 55.20 FLOWLENGTH(FEET) = 180.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 56.29 TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 10.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES) = 29.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 TOTAL STREAM AREA(ACRES) = 5.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 49.22 10.34 4.516 24.42 2 11.72 17.14 3.351 5.11 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 56.29 10.34 4.516 2 48.24 17.14 3.351 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.29 Tc(MIN.) = 10.34 TOTAL AREA(ACRES) = 29.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -FLOW PROCESS FROM NODE 89.00 TO NODE 99.00 IS CODE = 3 ---------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION = 56.50 DOWNSTREAM NODE ELEVATION = 55.20 FLOWLENGTH(FEET) = 180.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 56.29 TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 10.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES) = 29.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 435.00 UPSTREAM ELEVATION = 67.10 DOWNSTREAM ELEVATION = 59.50 ELEVATION DIFFERENCE = 7.60 TC = 0.422 *[( 435.00 * *3) /( 7.60)] * *.2 = 10.773 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.407 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6887 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 99.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.1 UPSTREAM NODE ELEVATION = 59.50 DOWNSTREAM NODE ELEVATION = 55.20 FLOWLENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.82 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 10.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.87 RAINFALL INTENSITY(INCH /HR) = 4.38 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** .STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 56.29 10.66 4.434 29.53 2 1.82 10.87 4.383 0.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** • STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 58.08 10.66 4.434 2 57.46 10.87 4.383 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.08 Tc(MIN.) = 10.66 TOTAL AREA(ACRES) = 30.13 • • • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 950.00 UPSTREAM ELEVATION = 72.90 DOWNSTREAM ELEVATION = 64.20 ELEVATION DIFFERENCE = 8.70 TC = 0.422 *[( 950.00 * *3) /( 8.70)] * *.2 = 16.755 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.396 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6544 SUBAREA RUNOFF(CFS) = 10.91 TOTAL AREA(ACRES) = 4.91 TOTAL RUNOFF(CFS) = 10.91 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ------------------------- >> >>>COMPUTE STREETFLOW ------------------------- ------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) k******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 102.00 TO NODE 106.00 IS CODE = 6 --------------------------------------------------- TRAVELTIME THRU SUBAREA<< <<< --------------------------------------------------- --------------------------------------------------- 64.20 DOWNSTREAM ELEVATION = 59.00 220.00 CURB HEIGHT(INCHES) = 6. = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 21.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1. * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 11.25 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 15.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.59 PRODUCT OF DEPTH &VELOCITY = 1.98 STREETFLOW TRAVELTIME(MIN) = 0.80 TC(MIN) = 17.55 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.304 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8585 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.68 SUMMED AREA(ACRES) = 5.15 TOTAL RUNOFF(CFS) = 11.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET /SEC.) = 4.36 DEPTH *VELOCITY = 1.94 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.55 RAINFALL INTENSITY(INCH /HR) = 3.30 TOTAL STREAM AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.59 , ................................................. ........ .............. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 740.00 UPSTREAM ELEVATION = 61.20 DOWNSTREAM ELEVATION = 58.50 ELEVATION DIFFERENCE = 2.70 TC = 0.303 *[( 740.00 * *3) /( 2.70)] * *.2 = 13.087 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.929 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8623 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 1.64 TOTAL RUNOFF(CFS) = 5.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH /HR) = 3.92 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.56 ** CONFLUENCE DATA ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 3 RUNOFF ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< INTENSITY >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< (CFS) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 (ACRE) DEPTH OF FLOW IN 18..0 INCH PIPE IS 9.5 PIPEFLOW VELOCITY(PEET /SEC.) = 5.9 INCHES 17.55 UPSTREAM NODE ELEVATION = 54.00 5.15 2 DOWNSTREAM NODE ELEVATION = 53.80 13.14 3.919 FLOWLENGTH(FEET).= 20.00 MANNING'S N = 0.013 . ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.56 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 13.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH /HR) = 3.92 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.59 17.55 3.304 5.15 2 5.56 13.14 3.919 1.64 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.24 13.14 3.919 2 16.28 17.55 3.304 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.28 Tc(MIN.) 17.55 TOTAL AREA(ACRES) = 6.79 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 16.28 Tc(MIN.) = 17.55 TOTAL AREA(ACRES) = 6.79 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 • 40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (94 9) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 10 -year Storm Hydrology Calculation * Storn Drain System "B" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BASIN2.10 TIME /DATE OF STUDY: 11:15 10/17/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 310.00 UPSTREAM ELEVATION = 87.10 DOWNSTREAM ELEVATION = 84.00 ELEVATION DIFFERENCE = 3.10 TC = 0.533 *[( 310.00 * *3) /( 3.10)] * *.2 = 13.272 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.343 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4074 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 1.44 FLOW PROCESS FROM NODE 51.00 TO NODE 59.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.8 UPSTREAM NODE ELEVATION = 81.00 DOWNSTREAM NODE ELEVATION = 78.30 FLOWLENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.44 TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 13.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 635.00 UPSTREAM ELEVATION = 435.00 DOWNSTREAM ELEVATION = 86.80 ELEVATION DIFFERENCE = 348.20 TC = 0.533 *[( 635.00 * *3) /( 348.20)] * *.2 = 7.938 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.173 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4755 SUBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES) = 2.57 TOTAL RUNOFF(CFS) = 3.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 57.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.2 UPSTREAM NODE ELEVATION = 82.80 DOWNSTREAM NODE ELEVATION = 79.30 FLOWLENGTH(FEET) = 160.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.88 TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 8.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.31 RAINFALL INTENSITY(INCH /HR) = 3.09 TOTAL STREAM AREA(ACRES) = 2.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 580.00 UPSTREAM ELEVATION = 435.00 DOWNSTREAM ELEVATION = 86.00 ELEVATION DIFFERENCE = 349.00 TC = 0.533 *[( 580.00 * *3) /( 349.00)] * *.2 = 7.514 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.277 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4827 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 2.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 1 --------7------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.96 RAINFALL INTENSITY(INCH /HR) = 3.17 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 ** CONFLUENCE DATA ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< Tc ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 (CFS) DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES 1 PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 3.089 2.57 UPSTREAM NODE ELEVATION = 82.00 7.96 3.168 DOWNSTREAM NODE ELEVATION = 79.30 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.48 TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 7.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 1 --------7------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.96 RAINFALL INTENSITY(INCH /HR) = 3.17 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.88 8.31 3.089 2.57 2 2.48 7.96 3.168 1.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.20 7.96 3.168 2 6.30 8.31 3.089 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.30 Tc(MIN.) = 8.31 TOTAL AREA(ACRES) = 4.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 59.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 UPSTREAM NODE ELEVATION = 79.30 DOWNSTREAM NODE ELEVATION = 78.30 FLOWLENGTH(FEET) = 230.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.30 TRAVEL TIME(MIN.) = 0.88 TC(MIN.) = 9.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 11 ---------------------------------------------------------------------------- - - >>>>> CONFLUENCE - MEMORY - BANK - # -1- WITH - THE - MAIN - STREAM- MEMORY<< <<<---- - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.30 9.19 2.910 4.14 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.44 13.86 2.284 1.51 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.25 9.19 2.910 2 6.38 13.86 2.284 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.25 Tc(MIN.) = 9.19 TOTAL AREA(ACRES) = 5.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH /HR) = 2.83 TOTAL STREAM AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 410.00 UPSTREAM ELEVATION = 86.00 DOWNSTREAM ELEVATION = 81.40 ELEVATION DIFFERENCE = 4.60 TC = 0.422 *[( 410.00 * *3) /( 4.60)] * *.2 = 11.496 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.550 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6158 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 69.00 IS CODE = 3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>>USING COMPUTER - ESTIMATED FLOW PROCESS FROM NODE 59.00 TO NODE 69.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< TO 18.000 >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< IS 5.9 = 4.7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 UPSTREAM NODE ELEVATION = DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.5 73.40 UPSTREAM NODE ELEVATION = 78.30 FLOWLENGTH(FEET) = 20.00 MANNING'S DOWNSTREAM NODE ELEVATION = 73.40 ESTIMATED PIPE DIAMETER(INCH) FLOWLENGTH(FEET) = 225.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.25 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 9.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH /HR) = 2.83 TOTAL STREAM AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 410.00 UPSTREAM ELEVATION = 86.00 DOWNSTREAM ELEVATION = 81.40 ELEVATION DIFFERENCE = 4.60 TC = 0.422 *[( 410.00 * *3) /( 4.60)] * *.2 = 11.496 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.550 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6158 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 69.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ` ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 . DEPTH OF FLOW IN 18.0 INCH PIPE PIPEFLOW VELOCITY(FEET /SEC.) IS 5.9 = 4.7 INCHES UPSTREAM NODE ELEVATION = 73.60 DOWNSTREAM NODE ELEVATION = 73.40 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.36 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 11.57 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.57 RAINFALL INTENSITY(INCH /HR) = 2.54 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ------------------------------------------- --------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 660.00 UPSTREAM ELEVATION = 88.30 DOWNSTREAM ELEVATION = 81.40 ELEVATION DIFFERENCE = 6.90 TC = 0.422 *[( 660.00 * *3) /( 6.90)] * *.2 = 14.105 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.260 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .5996 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 2.77 TOTAL RUNOFF(CFS) = 3.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 69.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 73.60 DOWNSTREAM NODE ELEVATION = 73.40 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.75 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 14.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.17 RAINFALL INTENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.25 9.64 2.830 5.65 2 2.36 11.57 2.541 1.50 3 3.75 14.17 2.255 2.77 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE= 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 320.00 UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 67.90 ELEVATION DIFFERENCE = 62.10 TC'= 0.533 *[( 320.00 * *3) /( 62.10)] * *.2 = 7.428 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.300 SOIL CLASSIFICATION IS "A" ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.77 9.64 2.830 2 11.93 11.57 2.541 3 11.62 14.17 2.255 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.77 Tc(MIN.) = 9.64 TOTAL AREA(ACRES) = 9.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 8.00 IS CODE = 3 --------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME ------------ THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 26.0 UPSTREAM NODE ELEVATION =. 73.60 DOWNSTREAM NODE ELEVATION = 57.10 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ 11.77 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 9.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE= 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 320.00 UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 67.90 ELEVATION DIFFERENCE = 62.10 TC'= 0.533 *[( 320.00 * *3) /( 62.10)] * *.2 = 7.428 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.300 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4842 SUBAREA RUNOFF(CFS), = 1.44 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 53 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW« <<< >> >>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 67.90 DOWNSTREAM NODE ELEVATION = 66.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0106 CHANNEL FLOW THRU SUBAREA(CFS) = 1.44 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = 0.0106 (PER PLATE D -6.2) FLOW VELOCITY(FEET /SEC) = 0.65 (PER PLATE D -6.3) TRAVEL TIME(MIN.) = 4.09 TC(MIN.) = 11.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4261 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 1.94 TOTAL RUNOFF(CFS) = 2.57 TC(MIN) = 11.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 UPSTREAM NODE ELEVATION = 62.20 DOWNSTREAM NODE ELEVATION = 58.90 FLOWLENGTH(FEET) = 440.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.57 TRAVEL TIME(MIN.) = 1.69 TC(MIN.) = 13.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 630.00 UPSTREAM ELEVATION = 67.50 DOWNSTREAM ELEVATION = 62.40 ELEVATION DIFFERENCE = 5.10 TC = 0.422 *(( 630.00 * *3) /( 5.10)] * *.2 = 14.572 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.217 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .5971 SUBAREA RUNOFF(CFS) = 4.55 TOTAL AREA(ACRES) = 3.44 TOTAL RUNOFF(CFS) = 4.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH /HR) = 2.22 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.'2 INITIAL SUBAREA FLOW - LENGTH = 560.00 UPSTREAM ELEVATION = 81.60 DOWNSTREAM ELEVATION = 62.40 ELEVATION DIFFERENCE = 19.20 TC = 0.422 *[( 560.00 * *3) /( 19.20)] * *.2 = 10.415 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.703 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6237 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = 2.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.42 RAINFALL INTENSITY(INCH /HR) = 2.70 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.29 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.55 14.57 2.217 3.44 2 2.29 10.42 2.703 1.36 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.55 10.42 2.703 2 6.44 14.57 2.217 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.44 Tc(MIN.) = 14.57 TOTAL AREA(ACRES) = 4.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.1 UPSTREAM NODE ELEVATION = 59.10 DOWNSTREAM NODE ELEVATION = 58.90 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.44 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.63 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.44 14.63 2.213 4.80 ** MEMORY BANK # 2 CONFLUENCE DATA ** ARE AS FOLLOWS: STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.57 13.21 2.350 1.94 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) • 1 8.38 13.21 2.350 2 8.85 14.63 2.213 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.85 Tc(MIN.) = 14.63 TOTAL AREA(ACRES) = 6.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.8 UPSTREAM NODE ELEVATION = 58.90 DOWNSTREAM NODE ELEVATION = 57.10 FLOWLENGTH(FEET) = 415.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.85 TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 16.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------=------------------ ---------------------------------------------------------------------------- ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 17.09 9.67 2.825 2 17.57 16.08 2.092 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.09 Tc(MIN.) = 9.67 TOTAL AREA(ACRES) = 16.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 79.00 IS CODE = 3 • ------------------------------------------------------------- >> >> >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 57.10 ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) '(ACRE) 1 8.85 16.08 2.092 6.74 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc . INTENSITY AREA .NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.77 9.67 2.825 9.92 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 17.09 9.67 2.825 2 17.57 16.08 2.092 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.09 Tc(MIN.) = 9.67 TOTAL AREA(ACRES) = 16.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 79.00 IS CODE = 3 • ------------------------------------------------------------- >> >> >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 57.10 DOWNSTREAM NODE ELEVATION = 56.60 . FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.09 TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 10.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.764 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6267 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 16.75 TOTAL RUNOFF(CFS) = 17.25 TC(MIN) = 10.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 72.00 IS CODE = 21 -----------------------------7---------------------------------------------- - ->> >>> RATIONAL - METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 920.00 UPSTREAM ELEVATION = 510.00 DOWNSTREAM ELEVATION = 85.30 ELEVATION DIFFERENCE = 424.70 TC = 0.533 *[( 920.00 * *3) /( 424.70)] * *.2 = 9.529 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.849 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4512 SUBAREA RUNOFF(CFS) = 4.49 TOTAL AREA(ACRES) = 3.49 TOTAL RUNOFF(CFS) = 4.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE = 51 ---------------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION = 84.40 DOWNSTREAM NODE ELEVATION = 83.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.49 FLOW VELOCITY(FEET /SEC) = 4.55 FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 9.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 83.20 DOWNSTREAM ELEVATION = 65.50 STREET LENGTH(FEET) = 790.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.80 PRODUCT OF DEPTH &VELOCITY = 1.50 STREETFLOW TRAVELTIME(MIN) = 3.46 TC(MIN) = 13.43 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.327 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6035 SUBAREA AREA(ACRES) = 4.02 SUBAREA RUNOFF(CFS) = 5.64 SUMMED AREA(ACRES) = 7.51 TOTAL RUNOFF(CFS) = 10.13 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 15.32 FLOW VELOCITY(FEET /SEC.) = 4.11 DEPTH *VELOCITY = 1.78 FLOW PROCESS FROM NODE 76.00 TO NODE 79.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.6 UPSTREAM NODE ELEVATION = 57.70 DOWNSTREAM NODE ELEVATION = 57.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.13 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 13.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 79.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ** MAIN STREAM CONFLUENCE DATA' ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.13 13.48 2.322 7.51 ** MEMORY BANK # 2 CONFLUENCE DATA ** • STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.25 10.03 2.764 16.75 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 24.79 10.03 2.764 2 24.62 13.48 2.322 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.79 Tc(MIN.) = 10.03 TOTAL AREA(ACRES) = 24.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 79.00 TO NODE 89.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 57.50 DOWNSTREAM NODE ELEVATION = 56.50 FLOWLENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.79 TRAVEL TIME(MIN.) = 0.75 TC(MIN.) = 10.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------------------------------- - - - - -- -- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.649 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6209 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 24.42 TOTAL RUNOFF(CFS) = 25.05 TC(MIN) = 10.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS.CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH /HR) = 2.65 TOTAL STREAM AREA(ACRES) = 24.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> >>> RATIONAL - METHOD- INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 950.00 UPSTREAM ELEVATION = 80.00 DOWNSTREAM ELEVATION = 69.90 . ELEVATION DIFFERENCE = 10.10 TC = 0.422 *[( 950.00 * *3) /( 10.10)] * *.2 = 16.262 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.078 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .5885 SUBAREA RUNOFF(CFS) = 6.01 TOTAL AREA(ACRES) = 4.91 TOTAL RUNOFF(CFS) = 6.01 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ------------------------- >> >>> COMPUTE STREETFLOW ------------------------- ------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 81.00 TO NODE 82.00 IS CODE = 6 --------------------------------------------------- TRAVELTIME THRU SUBAREA<< <<< --------------------------------------------------- --------------------------------------------------- 69.90 DOWNSTREAM ELEVATION = 65.50 215.00 CURB HEIGHT(INCHES) = 6. 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 21.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY = 1.37 STREETFLOW TRAVELTIME(MIN) = 0.99 TC(MIN) = 17.25 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.007 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8473 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.34 SUMMED AREA(ACRES) = 5.11 TOTAL RUNOFF(CFS) = 6.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET /SEC.) = 3.73 DEPTH *VELOCITY = 1.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.00 TO NODE 89.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.1 UPSTREAM NODE ELEVATION = 56.70 DOWNSTREAM NODE ELEVATION = 56.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.35 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 17.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.30 RAINFALL INTENSITY(INCH /HR) = 2.00 INTENSITY TOTAL STREAM AREA(ACRES) = 5.11 (INCH /HOUR) PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.35 ** CONFLUENCE DATA ** 2 25.29 17.30 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 25.05 10.78 2.649 24.42 2 6.35 17.30 2.004 5.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH /HR) = 2.59 TOTAL STREAM AREA(ACRES) = 29.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 29.00 10.78 2.649 2 25.29 17.30 2.004 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.00 Tc(MIN.) = 10.78 TOTAL AREA(ACRES) = 29.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 ---------------------------------------------------------------------------- TO NODE 99.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 30.0 INCH PIPE --------------------------- IS 21.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.8 UPSTREAM NODE ELEVATION = 56.50 DOWNSTREAM NODE ELEVATION = 55.20 FLOWLENGTH(FEET) = 180.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.00 TRAVEL TIME(MIN.) = 0.39 TC(MIN.) = 11.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH /HR) = 2.59 TOTAL STREAM AREA(ACRES) = 29.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 435.00 UPSTREAM ELEVATION = 67.10 DOWNSTREAM ELEVATION = 59.50 ELEVATION DIFFERENCE = 7.60 TC = 0.422 *[( 435.00 * *3) /( 7.60)] * *.2 = 10.773 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.650 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6210 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 0.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 99.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION = 59.50 DOWNSTREAM NODE ELEVATION = 55.20 FLOWLENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.99 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 10.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.89 RAINFALL INTENSI-TY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 ** CONFLUENCE DATA ** INTENSITY AND TIME STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.00 11.17 2.594 29.53 2 0.99 10.89 2.632 0.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 29.28 10.89 2.632 2 29.98 11.17 2.594 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • PEAK FLOW RATE(CFS) = 29.98 Tc(MIN.) = 11.17 TOTAL AREA(ACRES) = 30.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 950.00 UPSTREAM ELEVATION = 72.90 DOWNSTREAM ELEVATION = 64.20 ELEVATION DIFFERENCE = 8.70 TC = 0.422 *[( 950.00 * *3) /( 8.70)] * *.2 = 16.755 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.042 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .5862 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 4.91 TOTAL RUNOFF(CFS) = 5.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION 64.20 DOWNSTREAM ELEVATION = 59.00 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 21.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ 6.08 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0:36 HALFSTREET FLOODWIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.95 PRODUCT OF DEPTH &VELOCITY = 1.44 STREETFLOW TRAVELTIME(MIN) = 0.93 TC(MIN) = 17.68 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.978 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8470 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.40 SUMMED AREA(ACRES) = 5.15 TOTAL RUNOFF(CFS) = 6.28 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET /SEC.) = 3.69 DEPTH *VELOCITY = 1.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.68 RAINFALL INTENSITY(INCH /HR) = 1.98 TOTAL STREAM AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 740.00 UPSTREAM ELEVATION = 61.20 DOWNSTREAM ELEVATION = 58.50 ELEVATION DIFFERENCE = 2.70 TC = 0.303 *[( 740.00 * *3) /( 2.70)] * *.2 = 13.087 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.363 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8509 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 1.64 TOTAL RUNOFF(CFS) = 3.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.2 UPSTREAM NODE ELEVATION = 54.00 DOWNSTREAM NODE ELEVATION = 53.80 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.30 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 13.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH /HR) = 2.36 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.28 17.68 1.978 5.15 2 3.30 13.15 2.356 1.64 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.97 13.15 2.356 2 9.05 17.68 1.978 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.05 Tc(MIN.) = 17.68 TOTAL AREA(ACRES) = 6.79 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 9.05 Tc(MIN.) = 17.68 TOTAL AREA(ACRES) = 6.79 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 • • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • 10 -year Storm Hydrology Calculation • Storm Drain System "A" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BASIN1.10 TIME /DATE OF STUDY: 11:16 10/17/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 10.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 640.00 UPSTREAM ELEVATION = 70.80 DOWNSTREAM ELEVATION = 59.60 ELEVATION DIFFERENCE = 11.20 TC = 0.422 *[( 640.00 * *3) /( 11.20)] * *.2 = 12.568 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.420 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6087 SUBAREA RUNOFF(CFS) = 5.16 TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 5.16 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 29.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES 4.2 55.60 54.30 MANNING'S N = 0.013 18.00 NUMBER OF PIPES = 1 5.16 TC(MIN.) = 13.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.79 RAINFALL INTENSITY(INCH /HR).= 2.29 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 510.00 UPSTREAM ELEVATION = 67.10 DOWNSTREAM ELEVATION = 58.10 ELEVATION DIFFERENCE = 9.00 TC = 0.422 *[( 510.00 * *3) /( 9.00)] * *.2 = 11.458 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.555 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6161 SUBAREA RUNOFF(CFS) = 3.78 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 3.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 PIPEFLOW VELOCITY(FEET /SEC.) ** UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = STREAM RUNOFF FLOWLENGTH(FEET) = 305.00 INTENSITY ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) _ (MIN.) TRAVEL TIME(MIN.) = 1.22 4.2 55.60 54.30 MANNING'S N = 0.013 18.00 NUMBER OF PIPES = 1 5.16 TC(MIN.) = 13.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.79 RAINFALL INTENSITY(INCH /HR).= 2.29 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 510.00 UPSTREAM ELEVATION = 67.10 DOWNSTREAM ELEVATION = 58.10 ELEVATION DIFFERENCE = 9.00 TC = 0.422 *[( 510.00 * *3) /( 9.00)] * *.2 = 11.458 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.555 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6161 SUBAREA RUNOFF(CFS) = 3.78 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 3.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.16 2 3.78 13.79 11.46 2.291 2.555 3.50 2.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.06 11.46 2.555 2 8.54 13.79 2.291 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.54 Tc(MIN.) = 13.79 TOTAL AREA(ACRES) = 5.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 49.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION = 54.30 DOWNSTREAM NODE.ELEVATION = 49.00 FLOWLENGTH(FEET) = 395.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.54 TRAVEL TIME(MIN.) = 0.90 TC(MIN.) =. 14.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.69 RAINFALL INTENSITY(INCH /HR) = 2.21 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 550.00 UPSTREAM ELEVATION = 59.60 DOWNSTREAM ELEVATION = 57.70 ELEVATION DIFFERENCE = 1.90 TC = 0.303 *[( 550.00 * *3) /( 1.90)] * *.2 = 11.750 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.518 • SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8523 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 49.00 IS CODE = 3 • -.--------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< ** >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< STREAM RUNOFF NUMBER . (CFS) ESTIMATED PIPE DIAMETER(INCH) -------------------------------------------- INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES 5.90 PIPEFLOW VELOCITY(FEET /SEC.) = 12.2 11.83 2.507 UPSTREAM NODE ELEVATION = 57.70 DOWNSTREAM NODE ELEVATION = 49.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.36 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - -- ----- - - - - -- - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.83 RAINFALL INTENSITY(INCH /HR) = 2.51 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.24 11.83 2.507 2 10.62 14.69 2.207 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.62 Tc(MIN.) = 14.69 TOTAL AREA(ACRES) = 7.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 10.62 Tc(MIN.) = 14.69 TOTAL AREA(ACRES) = 7.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS • 1 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER . (CFS) Tc (MIN.) INTENSITY (INCH /HOUR) AREA (ACRE) 1 8.54 14.69 2.207 5.90 2 2.36 11.83 2.507 1.10 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.24 11.83 2.507 2 10.62 14.69 2.207 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.62 Tc(MIN.) = 14.69 TOTAL AREA(ACRES) = 7.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 10.62 Tc(MIN.) = 14.69 TOTAL AREA(ACRES) = 7.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS • 1 Li • I * • �J 0 � 0 r K, • • 11 1 0 • ,0 I