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Appendix 10 Proposed Hydrology Model
Appendix 10 Proposed Hydrology Model HEC-1 1***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 14JUNOO TIME 09:50:57 * * ( 916) 756-1104 * * * * * ***************************************** *************************************** 1 x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 HEC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID Remodel of FIS for Lick Creek Draft Draft ID Origianal FIS created in NuDallas by COE in 1988 ID College Station, Texas May 2000 *DIAGRAM * IT IO * 5 5 300 * ************************************************************************** * * * Start of North Branch of Lick Creek * * * * *************************************************************************** * KK NFl PAGE 1 7 KM North Fork Drainage Area 1 (US of Victoria Ave) 8 KO 3 0 7 21 1 300 5 * 100-YEAR TYPE III SCS DISTRUBUTION 9 PB 11. 0 10 IN 30 11 PC 0 0.005 0.010 0.015 0.020 0.026 0.032 0.037 0.043 0.050 12 PC 0.057 0.065 0.072 0.081 0.089 0.102 0.115 0.130 0.148 0.167 13 PC 0.189 0.216 0.250 0.298 0.500 0.702 0.750 0.784 0. 811 0.833 14 PC 0.853 0.870 0.885 0.898 o. 911 0.919 0.928 0.935 0.943 0.950 15 PC 0.957 0.963 0.968 0 .974 0.980 0.985 0.990 0.995 1 * 16 BA 0.2941 17 LS 89 .8 18 UD 0. 672 * 19 KK -> 1 20 KM Reach 1 from Victoria Ave to US City Utility SC property 21 RD 22 RC .06 .03 .06 3000 .008 23 RX 1000 1240 1270 1272 1280 1290 1540 1650 24 RY 304 302 300 288 288 300 302 304 * * 25 KK NF2 26 KM North Fork Drainage Area 2 (US of City USC property) 27 BA 0.3343 28 LS 87 .7 29 UD 1.174 * 30 KK +@USC 31 KM Total flow upstream of use property 32 HC 2 * 1 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 33 KK -> 2 34 KM Reach 2 from US of City USC property to Hwy 6 35 RD 36 RC .07 .OS .07 2600 .0047 37 RX 1015 1040 1060 1070 1075 1080 1110 1350 38 RY 286 282 280 277 277 280 282 286 * 39 KK NF3 40 KM North Fork Drainage Area 3 (US of HWY 6) 41 BA 0.3931 42 LS 94.0 43 UD 0.908 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 1 LINE 66 67 68 69 70 71 72 73 * KK +@HWY6 KM TOTAL FLOW AT HWY 6 HC 2 * KK -> 3 KM Reach 3 from HWY 6 TO CONFLUENCE WITH SOUTH FORK RD RC .07 . 065 .075 4200 .0033 RX 1200 1300 1365 1369 1370 1375 1800 1900 RY 279.6 274.3 272. 8 268.4 268.4 274 275.2 280 * KK NF4 KM North FORK DRAINAGE AREA 4 BETWEEN HWY 6 AND CONFLUENCE WITH SOUTH FORK BA 0 .2195 LS 91. 9 UD 1.163 * KK +N@CON KM Total flow FROM NORTH FORK AT CONFLUENCE WITH SOUTH FORK HC 2 * * *************************************************************************** * * * Start of South Branch of Lick Creek * * * * *************************************************************************** * KK SFl KM SOUTH Fork Drainage Area 1 (US of WESTFEILD DETENTION) BA 0.5610 LS UD * 1.163 88 .1 HEC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK -> 4 KM Reach 4 from WESTFIELD DETENTION POND TO ALEXANDRIA DETENTION POND (ALEX AVE) RD RC RX RY * .08 900 290 KK SF2 .05 930 286 .08 955 285 .6 3140 1000 283 .0021 1003 283 1010 284 KM SOUTH Fork Drainage Area 2 (US of ALEXIANDIA AVE) 1110 288 1145 290 PAGE 3 74 BA 0.2927 75 LS 87.8 76 UD 0.635 * 77 KK +@ALEX 78 KM Total flow upstream of ALEXANDIA AVE 79 HC 2 * 80 KK -> 5 81 KM Reach 5 from ALEXANDIA AVE TO Hwy 6 82 RD 83 RC .08 .05 .08 4180 . 0041 84 RX 60 230 231 290 295 300 330 460 85 RY 280 277.2 276 274 .8 274.8 276 335 455 * 86 KK SF3 87 KM SOUTH Fork Drainage Area 3 {US of HWY 6) 88 BA 0.4175 89 LS 87.4 90 UD 1 .329 * 91 KK +@HY6S 92 KM TOTAL FLOW AT HWY 6 SOUTH FORK 93 HC 2 * 94 KK -> 6 95 KM Reach 6 from HWY 6 TO CONFLUENCE WITH NORTH FORK 96 RD 97 RC .08 .05 .08 2080 .00125 98 RX 1000 1155 1260 1290 1292 1310 1355 1440 99 RY 274 270 266 261 261 266 270 276 * 100 KK SF4 101 KM North FORK DRAINAGE AREA 4 BETWEEN HWY 6 AND CONFLUENCE WITH NORTH FORK 102 BA 0 .2080 103 LS 91. 9 104 UD 1.045 * 1 HEC-1 INPUT PAGE 4 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 105 KK +S@CON 106 KM Total flow FROM NORTH FORK AT CONFLUENCE WITH SOUTH FORK 107 HC 2 * * *************************************************************************** 1 108 109 llO lll l12 l13 l14 l15 l16 ll 7 l18 l19 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 LINE 136 137 * * * Lick Creek North and South Branch Junction * * * * *************************************************************************** * KK +@CONF KM Total flow AT CONFLUENCE FROM NORTH AND SOUTH FORKS HC 2 * * * KK -> 7 KM Reach 7 TO BOTTOM OF DA LM-1 FEET RD RC .085 . 065 .085 7700 .0019 RX 920 1390 1680 1685 1690 1710 1760 2000 RY 266 .5 263. 5 258 .5 252 252 257 .5 261 270.5 * KK LM-1 KM DRAINAGE AREA LICK MAIN BRANCH 1 BA 0.9642 LS 83.1 UD 2.555 * KK +LMl KM Total flow AT LICK MAIN BRANCH 1 HC 2 * KK -> 8 KM Reach 8 TO BOTTOM OF DA LM-2 7800 FEET RD RC .06 .055 .09 7800 .0019 RX 1750 1950 2040 2060 2065 2090 2130 2250 RY 249 242 .5 242.5 238 238 243 243.5 249 * KK LM-2 KM DRAINAGE AREA LICK MAIN BRANCH UPSTEAM OF CONFLUENCE WITH SPRING CREEK BA 0.7490 LS 83.8 UD 1. 779 * HEC-1 INPUT PAGE 5 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK +LM2 KM Total flow AT LICK MAIN BRANCH 2 UPSTREAM OF CONFLUENCE WITH SPRING CREEEK 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 1 LINE HC 2 * * *************************************************************************** * * * Copy from LOMR 99-06-1336P Start of Spring Creek by LJA Engineering Feb 1999 * * * * *************************************************************************** * KK * BA LS UD * * KK BA LS UD * KK HC * KK RD RC RX RY * KK BA LS UD * KK HC * KK BA LS UD * Existing Conditions A2B Flow 0.0785 0.554 Flow A2A 0.4248 1.198 scA2 2 ->scAl .08 1000 296 A2 0.3389 1.232 scAla 2 Al 0 .93 2.124 Point 1 79 Point 2 80.06 .06 1085 294 80.60 81 .1 1230 292 7269 0.00348 1480 1520 290 290 HEC-1 INPUT 1710 292 1820 294 1905 296 ID ....... 1. ...... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 PAGE 6 164 KK scAl 165 HC 2 * 166 KK ->scA3 167 RD 168 RC .1 .06 .1 1588 0.00289 169 RX 1000 1009 1010 1011 1095 1101 1125 1126 170 RY 276 274 272 270 270 272 274 274 * 171 KK ->scB 172 RD 173 RC .1 .06 .1 1604 0.00331 174 RX 1420 1431 1432 1436 1465 1530 1545 1690 175 RY 274 272 270 266 266 270 272 272 * 176 KK A3 177 BA 0.3692 178 LS 79.80 179 UD 1. 364 * 180 KK scB 181 HC 2 * 182 KK Bl 183 BA 0.0451 184 LS 81.79 185 UD 0.387 * 186 KK B2 187 BA 0.1605 188 LS Bl 189 UD o. 715 * 190 KK up-B 191 HC 2 * 192 KK ->scB 193 RD 194 RC .1 .06 .1 2559 0.00545 195 RX 1000 1120 1122 1127 1140 1210 1285 1300 196 RY 282 278 276 270 270 276 278 280 * * Flow Point 4 * 1 HEC-1 INPUT PAGE 7 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 197 KK B 198 BA 0.0898 199 LS 79 200 UD 0.582 * 201 KK ds-b 202 HC 2 * 203 KK seB 204 HC 2 * 205 KK ->sec 206 RD 207 RC .06 .04 .06 3158 0.00178 208 RX 1000 1150 1168 1185 1295 1338 1400 1470 209 RY 268 266 264 262 262 264 266 270 * Flow Point 5 * 210 KK Cl 211 BA 0.1522 212 LS 81. 26 213 UD 0.278 * 214 KK toseC 215 HC 2 * 216 KK C2 217 BA 0.2865 218 LS 82.66 219 UD 0.844 * 220 KK sec 221 HC 2 * 222 KK ->LC 223 RD 224 RC .1 .06 . 1 11702 0.00217 225 RX 1000 1070 1235 1308 1322 1350 1405 1520 226 RY 264 260 254 246 246 252 254 254 * 1 HEC-1 INPUT PAGE 8 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 1 LINE KK D BA 0.9844 LS 80.66 UD 2.222 * KK to LC HC 2 * * *************************************************************************** * * * Junction of Lick and Spring Creeks * * * * *************************************************************************** * KK +T@GP KM TOTAL FLOW AT GREENS PRAIRE ROAD HC 2 * KK -> 9 KM Reach 9 TO BOTTOM OF DA LM-3 8100 FEET RD RC .085 .07 .085 8100 .0019 RX 1230 1300 1600 1620 1660 1740 2000 2290 RY 235 225 220 209 209 220 221 230 * KK LM-3 KM DRAINAGE AREA LICK MAIN BRANCH AREA 3 BA 1.14 78 LS 87 .0 UD 1. 097 * KK +LM3 KM Total flow AT LICK MAIN BRANCH 3 HC 2 * KK ->10 KM Reach 10 TO BOTTOM OF DA LM-4 5900 FEET RD RC .085 .07 .085 5900 . 00139 RX 1080 1240 1600 1630 1635 1670 2150 2600 RY 223.5 216.5 216.5 205.5 205.5 215 216 221. 5 * HEC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 PAGE 9 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 1 KK LM-4 KM DRAINAGE AREA LICK MAIN BRANCH AREA 4 BA 0.6198 LS 75.0 UD 2.454 * KK +LM4 KM Total flow AT LICK MAIN BRANCH 4 UPSTREAM OF ALUM CREEK HC 2 * * ****************************************************************************** * * * START OF ALUM CREEK DRAINAGE BASIN * * * * ****************************************************************************** * KK AL-1 KM DRAINAGE AREA ALUM CREEK AREA 1 BA 2.1493 LS 84.0 UD 2.077 * KK ->Al KM Reach Al FROM HWY 6 TRIB AC-1 RD RC .09 .065 .09 9300 . 00172 RX 1000 1044 1655 1670 1700 1715 1840 2200 RY 240 234 230 226 226 230 230 240 * KK AL-2 KM DRAINAGE AREA ALUM CREEK AREA 2 BA 0.7863 LS 75.0 UD 2.339 * KK ACl-1 KM DRAINAGE AREA ALUM CREEK trib 1 (AC-1) BA 0.8551 LS 90.5 UD 1.562 * KK KM Total flow AT alum main and AC-1 HC 3 * HEC-1 INPUT PAGE 10 1 LINE 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK ->A2 KM Reach A2 from AC-1/MAIN CONFLUENCE TO CONFLUENCE OF ALUM WITH LICK CREEKS RD RC .09 . 065 .09 7500 .0028 RX 1000 1300 1810 1865 1870 1900 2000 2550 RY 230 218 218 212 212 218 221 226 * KK AL-3 KM DRAINAGE AREA ALUM CREEK AREA 3 BA 0.6026 LS 75.0 UD 1.850 * KK +ALUM KM Total flow FROM ALUM CREEK HC 2 * * ****************************************************************************** * * * CONFLUENCE OF ALUM AND LICK CREEKS * * * * ****************************************************************************** * KK +@CONA KM Total flow DOWNSTREAM OF CONFLUENCE HC 2 * KK ->11 KM Reach 11 TO BOTTOM OF DA LM-5 7000 FEET RD RC .07 .06 .07 7000 .00138 RX 1100 1200 1900 1930 1970 1990 2800 3700 RY 212 .5 208 208 195 195 207.5 207 213 * KK LM-5 KM DRAINAGE AREA LICK MAIN BRANCH AREA 5 BA 1. 5539 LS 75.0 UD 1. 562 * KK +LM5 KM Total flow AT LICK MAIN BRANCH 5 at city limits HC 2 zz SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE NO. 6 (V) ROUTING ( . ) CONNECTOR NFl v v 19 -> 1 25 NF2 30 +@USC ........... . v v 33 -> 2 39 NF3 44 +@HWY6 ........... . v v 47 -> 3 53 NF4 58 +N@CON ........... . 61 SFl 66 72 v v -> 4 (--->) DIVERSION OR PUMP FLOW (<---) RETURN OF DIVERTED OR PUMPED FLOW SF2 77 +@ALEX ........... . v v 80 -> 5 86 SF3 91 +@HY6S ........... . v v 94 -> 6 100 SF4 105 +S@CON ........... . 108 +@CONF ........... . v v 111 -> 7 117 LM-1 122 +LMl. .......... . v v 125 -> 8 131 LM-2 136 +LM2 ........... . 139 A2B 143 A2A 147 scA2 ........... . v v 149 ->scAl 154 A2 158 scAl ........... . 160 Al 164 166 171 176 180 182 186 190 192 197 201 203 205 210 214 216 220 222 seAl ........... . v v ->seA3 v v ->seB A3 seB ........... . Bl B2 up-B .......•.... v v ->seB B ds-b ........... . seB ........... . v v ->sec Cl toseC ........... . C2 sec ........... . v v ->LC 227 D 231 toLC ........... . 233 +T@GP ........... . v v 236 -> 9 242 LM-3 247 +LM3 ........... . v v 250 ->10 256 LM-4 261 +LM4 ........... . 264 AL-1 269 275 280 285 288 294 v v ->Al v v ->A2 AL-2 AL-3 299 +ALUM ........... . 302 +@CONA ........... . v v ACl-1 305 ->11 311 LM-5 316 +LM5 ........... . {***) RUNOFF ALSO COMPUTED AT THIS LOCATION 1***************************************** * * * FLOOD HYDROGRAPH PACKAGE {HEC-1) * * JUN 1998 * * VERSION 4. 1 * * * * RUN DATE 14JUNOO TIME 09 :50 :57 * * * ***************************************** 5 IO IT Remodel of FIS for Lick Creek Draft Draft Origianal FIS created in NuDallas by COE in 1988 College Station, Texas May 2000 OUTPUT CONTROL IPRNT !PLOT QSCAL HYDROGRAPH TIME VARIABLES 5 0 0. DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NMIN 5 MINUTES IN COMPUTATION INTERVAL !DATE 1 0 STARTING DATE !TIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME !CENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24 .92 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *************************************** * * * U.S . ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756-1104 * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 6 KK 8 KO 10 IN 16 BA 9 PB 11 PI ************** * * * * NFl * * ************** OUTPUT CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIMI NT TIME DATA FOR JXMIN JXDATE JXTIME SUBBASIN RUNOFF VARIABLES 3 0 0 . 7 21 1 300 5 .000 INPUT TIME 30 1 0 0 DATA SUBBASIN CHARACTERISTICS TAREA .29 PRECIPITATION DATA STORM 11. 00 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS SERIES TIME INTERVAL IN MINUTES STARTING DATE STARTING TIME SUBBASIN AREA BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .03 .03 .03 .03 .03 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .01 .03 .03 .03 .03 .03 .03 .03 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 17 LS SCS LOSS RATE ST RTL .23 INITIAL ABSTRACTION CRVNBR 89.80 CURVE NUMBER RT IMP .00 PERCENT IMPERVIOUS AREA 18 UD SCS DIMENSIONLESS UNITGRAPH TLAG .67 LAG *** UNIT HYDROGRAPH 42 END-OF-PERIOD ORDINATES 8. 26. 50. 83. 125. 163. 187. 198. 198. 189. 173. 155. 131. 104. 84. 69. 57. 48. 40. 33. 27. 23. 19. 15. 13. 10. 9. 7. 6. 5. 4. 3. 3. 2. 2. 2. 1. 1. 1. 1. 0. o. *** *** *** *** *** HYDROGRAPH AT STATION NFl TOTAL RAINFALL = 11.00, TOTAL LOSS = 1.25, TOTAL EXCESS = 9.75 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR + (CFS) (HR) (CFS) + 677. 12.75 233. 77. 74. 74. (INCHES) 7.359 9. 727 9. 727 9. 727 (AC-FT) ll5. 153. 153 . 153. CUMULATIVE AREA = . 29 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + NFl 677. 12.75 233. 77. 74. .29 ROUTED TO + -> 1 674. 12.83 233. 77. 74 . .29 HYDROGRAPH AT + NF2 585. 13.25 257. 85. 81. .33 2 COMBINED AT + +@USC 1201. 13.00 489. 161. 155. .63 ROUTED TO + -> 2 1190. 13.25 489. 161. 155. .63 HYDROGRAPH AT + NF3 820. 13.00 320. 108. 104. .39 2 COMBINED AT + +@HWY6 1980. 13 .08 808. 269. 259. 1. 02 ROUTED TO + -> 3 1936. 13. 58 808. 267. 258. 1. 02 HYDROGRAPH AT + NF4 398. 13.25 175. 59. 56. .22 2 COMBINED AT + +N@CON 2301. 13.58 981. 326. 314. 1. 24 HYDROGRAPH AT + SFl 990. 13.25 434. 143. 137. .56 ROUTED TO + -> 4 967 . 13.58 433. 141. 136. . 56 HYDROGRAPH AT + SF2 678. 12.75 228. 75. 72. .29 2 COMBINED AT + +@ALEX 1352. 13.17 656. 216. 208. .85 ROUTED TO + -> 5 1351. 13.33 656. 216. 208. .85 HYDROGRAPH AT + SF3 678. 13.42 319. 105. 101. .42 2 COMBINED AT + +@HY6S 2025. 13.33 975 . 321. 309. 1. 27 ROUTED TO + -> 6 1952. 13. 58 971. 318. 307. 1. 27 HYDROGRAPH AT + SF4 399. 13.17 166. S6. S4. .21 2 COMBINED AT + +S@CON 2297 . 13.SO 1136. 374. 360. 1. 48 2 COMBINED AT + +@CONF 4S89. 13.S8 2116. 700 . 674. 2. 72 ROUTED TO + -> 7 3924. 14.7S 2087. 68S . 660. 2. 72 HYDROGRAPH AT + LM-1 982 . 14. 67 6S8. 223. 21S. .96 2 COMBINED AT + +LMl 490S . 14.7S 274S. 909. 87S. 3.68 ROUTED TO + -> 8 47S4. lS.42 2731. 894. 861. 3.68 HYDROGRAPH AT + LM-2 978. 13.92 S42. 178 . 171. .7S 2 COMBINED AT + +LM2 S324. lS.33 3209. 1072. 1032. 4.43 HYDROGRAPH AT + A2B 174. 12.7S SS. 18. 17. .08 HYDROGRAPH AT + A2A 677 . 13.33 300. 96 . 93. .42 2 COMBINED AT + scA2 784. 13. 17 3SS. 114. 110. .so ROUTED TO + ->scAl 766. 14.17 3S4 . 110. 106. .so HYDROGRAPH AT + A2 S3S. 13.33 241. 77. 74. .34 2 COMBINED AT + scAl 11S2. 14.00 S84. 187. 180 . .84 HYDROGRAPH AT + Al 104S. 14.2S 638. 210. 202. .93 2 COMBINED AT + scAl 218S . 14 .08 1221. 397. 382. 1. 77 ROUTED TO + ->scA3 2180. 14.17 1221. 396. 381. 1. 77 ROUTED TO + ->seB 2169. 14.33 1220. 394. 380 . 1. 77 HYDROGRAPH AT + A3 543 . 13.50 259. 83. 80. .37 2 COMBINED AT + seB 2573. 14.17 1472. 477. 4 60. 2 .14 HYDROGRAPH AT + Bl 112. 12.58 33. 11. 10 . .05 HYDROGRAPH AT + B2 334. 12.83 116. 37. 36. .16 2 COMBINED AT + up-B 433. 12.75 149. 48. 46. .21 ROUTED TO + ->seB 430. 12.92 149 . 47 . 46. .21 HYDROGRAPH AT + B 196. 12 .75 63. 20. 19. .09 2 COMBINED AT + ds-b 617. 12.83 212. 68. 65. .30 2 COMBINED AT + seB 2764. 14.17 1671. 545 . 525. 2 .44 ROUTED TO + ->sec 2750. 14.33 1669. 541. 521. 2.44 HYDROGRAPH AT + Cl 393 . 12 .50 111. 35. 34 . .15 2 COMB INED AT + tosec 2801. 14.33 1754. 577. 555 . 2 .5 9 HYDROGRAPH AT + C2 565. 12.92 211 . 68. 65. .29 2 COMBINED AT + sec 3000. 14 .25 1957. 644 . 621. 2.88 ROUTED TO + ->LC 2922 . 15 .17 1940. 627 . 604 . 2.88 HYDROGRAPH AT + D 1068. 14 .33 668. 221. 213. .98 2 COMBINED AT + to LC 3883. 14 .92 2600. 847. 816. 3.86 2 COMBINED AT + +T@GP 9153. 15 .17 5806. 1919. 1849. 8 .29 ROUTED TO + -> 9 8791. 16.00 5760. 1879. 1810. 8.29 HYDROGRAPH AT + LM-3 2072. 13.17 880. 288. 277. 1.15 2 COMBINED AT + +LM3 9178 . 16.00 6400. 2167. 2087. 9.44 ROUTED TO + ->10 8827. 16.67 6296. 2142. 2063. 9.44 HYDROGRAPH AT + LM-4 578. 14. 67 381. 126. 121. . 62 2 COMBINED AT + +LM4 9161. 16 .67 6632. 2268. 2184. 10.06 HYDROGRAPH AT + AL-1 2543. 14 .17 1534. 509. 490 . 2 .15 ROUTED TO + ->Al 2324. 15.92 1508. 492. 474. 2.15 HYDROGRAPH AT + AL-2 757. 14 .50 487. 160. 154 . .79 HYDROGRAPH AT + ACl-1 1291. 13. 67 666. 223. 215 . .86 3 COMBINED AT + 3395. 15.50 2536. 876 . 843. 3.79 ROUTED TO + ->A2 3346. 16.50 2518. 860. 829. 3.79 HYDROGRAPH AT + AL-3 680 . 14.00 386. 124. 119. . 60 2 COMBINED AT + +ALUM 3617 . 16.33 2816. 984 . 948. 4.39 2 COMBINED AT + +@CONA 127 41. 16.58 9441. 3252. 3132. 14.45 ROUTED TO + ->11 12339. 17.50 9299. 3206. 3088. 14.45 HYDROGRAPH AT + LM-5 1957. 13. 67 1010. 321. 310 . 1. 55 2 COMBINED AT + +LM5 12730. 17.42 9702. 3528. 3398. 16.01 1 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) -> 1 MANE 4.79 675.27 771.63 9. 71 5.00 673. 71 770 .00 9. 71 CONTINUITY SUMMARY (AC-FT) -INFLOW= .1525E+03 EXCESS= .OOOOE+OO OUTFLOW= .1523E+03 BASIN STORAGE= .2363E+OO PERCENT ERROR= . 0 -> 2 MANE 5.00 1189.64 795.00 9 .51 5 .00 1189. 64 795 .00 9 .51 CONTINUITY SUMMARY (AC-FT) -INFLOW= .3201E+03 EXCESS = .OOOOE+OO OUTFLOW= .3190E+03 BASI N STORAGE= .9682E+OO PERCENT ERROR= .0 -> 3 MANE 5 .00 1935.92 815 .00 9.74 5 .00 1935 .92 815 .00 9 .74 CONTINUITY SUMMARY (AC-FT) -INFLOW= .5335E+03 EXCESS= .OOOOE+OO OUTFLOW= .5307E+03 BASIN STORAGE= .3806E+Ol PERC ENT ERROR= -.2 -> 4 MANE 5.00 966 .66 815.00 9.38 5.00 966.66 815.00 9.38 CONTINUITY SUMMARY (AC-FT) -INFLOW= .2831E+03 EXCESS= .OOOOE+OO OUTFLOW= .2807E+03 BASIN STORAGE= .2327E+Ol PERCENT ERROR= . 0 -> 5 MANE 5 .00 1350. 72 800.00 9. 40 5 .00 1350. 72 800.00 9.40 CONTINUITY SUMMARY (AC-FT) -INFLOW= .4286E+03 EXCESS= .OOOOE+OO OUTFLOW= . 4282E+03 BASIN STORAGE= .8595E+OO PERCENT ERROR= -.1 -> 6 MANE 5.00 1952.33 815.00 9.31 5.00 1952.33 815.00 9.31 CONTINUITY SUMMARY (AC-FT) -INFLOW= .6364E+03 EXCESS= .OOOOE+OO OUTFLOW= .6315E+03 BASIN STORAGE= .2619E+Ol PERCENT ERROR= . 4 -> 7 MANE 5 .00 3923.79 885.00 9.37 5.00 3923.79 885.00 9.37 CONTINUITY SUMMARY (AC-FT) -INFLOW= .1389E+04 EXCESS= .OOOOE+OO OUTFLOW= .1360E+04 BASIN STORAGE= .1681E+02 PERCENT ERROR= .8 -> 8 MANE 5.00 4753.77 925.00 9.02 5.00 4753.77 925.00 9.02 CONTINUITY SUMMARY (AC-FT) -INFLOW= .1803E+04 EXCESS= .OOOOE+OO OUTFLOW= .1774E+04 BASIN STORAGE= .2672E+02 PERCENT ERROR= .1 ->scAl MANE 5.00 765.98 850.00 8.10 5.00 765.98 850 .00 8.10 CONTINUITY SUMMARY (AC-FT) -INFLOW= .2256E+03 EXCESS= .OOOOE+OO OUTFLOW= .2175E+03 BASIN STORAGE= .8279E+Ol PERCENT ERROR= -.1 ->scA3 MANE 5.00 2180 .11 850.00 8.30 5.00 2180.11 850.00 8.30 CONTINUITY SUMMARY (AC-FT) -INFLOW= .7879E+03 EXCESS= .OOOOE+OO OUTFLOW= .7851E+03 BASIN STORAGE= .3398E+Ol PERCENT ERROR= -.1 ->scB MANE 5.00 2169.15 860.00 8.27 5.00 2169 .15 860.00 8.27 CONTINUITY SUMMARY (AC-FT) -INFLOW= .7851E+03 EXCESS= .OOOOE+OO OUTFLOW= .7823E+03 BASIN STORAGE= .2892E+Ol PERCENT ERROR= . 0 ->scB MANE 5.00 430.33 775.00 8 .59 5.00 430.33 775.00 8.59 CONTINUITY SUMMARY (AC-FT) -INFLOW= .9452E+02 EXCESS= .OOOOE+OO OUTFLOW= .9420E+02 BASIN STORAGE= .4317E+OO PERCENT ERROR= -.1 ->sec MANE 5.00 2750.24 860.00 8.26 5.00 2750.24 860.00 8. 26 CONTINUITY SUMMARY (AC-FT) -INFLOW= .1081E+04 EXCESS= .OOOOE+OO OUTFLOW= .1074E+04 BASIN STORAGE= .8866E+Ol PERCENT ERROR= -.2 ->LC MANE 5 .00 2922.27 910.00 8.10 5 .00 2922.27 910.00 8.10 CONTINUITY SUMMARY (AC-FT ) -INFLOW= .1279E+04 EXCESS= .OOOOE+OO OUTFLOW= .1244E+04 BASIN STORAGE= .3249E+02 PERCENT ERROR= . 2 -> 9 MANE 5.00 8791.24 960.00 8.43 5.00 8791.24 960.00 8.43 CONTINUITY SUMMARY (AC-FT) -INFLOW= .3809E+04 EXCESS= .OOOOE+OO OUTFLOW= .3730E+04 BASIN STORAGE= .6018E+02 PERCENT ERROR= . 5 ->10 MANE 5 .00 8826. 71 1000.00 8.44 5.00 8826. 71 1000.00 8.44 CONTINUITY SUMMARY (AC-FT) -INFLOW= .4301E+04 EXCESS= .OOOOE+OO OUTFLOW= .4252E+04 BASIN STORAGE= .5762E+02 PERCENT ERROR= -.2 ->Al MANE 5.00 2323.74 955.00 8.52 5.00 2323.74 955.00 8.52 CONTINUITY SUMMARY (AC-FT) -INFLOW= .1009E+04 EXCESS= .OOOOE+OO OUTFLOW= .9772E+03 BASIN STORAGE= .2291E+02 PERCENT ERROR= .9 ->A2 MANE 5.00 3345.94 990.00 8.44 5.00 3345.94 990.00 8.44 CONTINUITY SUMMARY (AC-FT) -INFLOW= .1738E+04 EXCESS= .OOOOE+OO OUTFLOW= .1707E+04 BASIN STORAGE= .2541E+02 PERCENT ERROR= .3 ->11 MANE 5.00 12339.07 1050.00 8.25 5.00 12339.07 1050.00 8.25 CONTINUITY SUMMARY (AC-FT) -INFLOW= .6455E+04 EXCESS= .OOOOE+OO OUTFLOW= .6365E+04 BASIN STORAGE= .7509E+02 PERCENT ERROR= .2 *** NORMAL END OF HEC-1 ***