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31732 (2).. �.. .r- r .. 1 TENTATIVE TRACT 31732 1 LA QUINTA, CA 1 100 —Year Storm 1 Volume and Storage Analysis, 1 for 1 Royce International Investment Company Y p Y 74 -900 Highway 111, Suite 111 1 Indian Wells, CA 92210 October 2003 Prepared by. TETRA TECH, INC. ' 42 -580 Caroline Court, Suite B Palm Desert, Ca 92211 (760) 674 -0629 ' Under the supervision of., 1 Robert G. Eisenbeisz, Y.E. ' This analysis identifies the 100 -year storm runoff volumes generated within the boundary of Tentative Tract Map No. 31732. The site is located along the east edge of Monroe ' Street and the south edge of 601h Avenue in the City of La Quinta, County of Riverside, and State of California. The site was previously used for agricultural purposes and it currently is vacant. It is bordered by Monroe Street to the west, 601h Avenue to the north, ' and vacant land to the east and to the south. The proposed subdivision will be designed to retain all of the on -site runoff as well as ' partial runoff from Monroe Street and 601h Avenue (From the centerline to the flow line fronting the site.), generated by a 100 -year storm. No other off -site runoff is anticipated to enter the site. This analysis identifies the storm runoff volumes anticipated in a 100 -year storm for purposes of evaluating the on -site storage requirements. This on -site retention will be achieved by collecting the runoff in storm drains, directing it into on -site retention areas located in the open space lots, labeled Lot "A" through Lot "C" as shown on the ' hydrology map. The method used to estimate the storm runoff volumes is the Riverside County Synthetic ' Unit Hydrograph - Shortcut Method. The rainfall intensity, soil type, and pervious area loss rate were obtained from the Riverside County Hydrology Manual Each watershed area was evaluated for a 100 -year storm with 3 -hour, 6 -hour, and 24 -hour durations. The ' runoff computations are attached in the appendix of this report. Since the 24 -hour duration storm yielded the highest runoff peak flow rates and volumes, it was used to establish the on -site storage requirements and storm drain design flow. -1- iC ADOCUM E -1 \REBECC —I .GRA \LOCALS -1 \Temp \HY DROLOGY- RPT.doc VICINITY MAP NOT TO SCALE 10 Z W N p Z 86 AIRPORT BOULEVARD TRACT NO. 3173 ui 60TH STREET N z 0 a 62ND STREET = VICINITY MAP NOT TO SCALE 1 1 1 1 I� 1 1 APPENDIX A - HYDROLOGY MAP 0 r I LA QUINTA TRACT MAP NO. 13732 UV11Dr11 tnr_V AA AD .. 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' _ ..... r = _.._..._..._..._...._.....__. .__..r_...._....._........__. -. t .. •......; _ ...... __ ......... ....: ...._.._.._.._.. ._...._....._.............. ....�...._�\ f , : ......_. I I S 4 I ............. _._. .............. I -21 i ii 1 i� .__...._.._L...._ ...... r IG. ..._...___ All - __._ ......... ....._ ....................J , �� ........., .............. -. /..• ' f .......:.. .....F.._. .. _.... ..... ........ _ t � ii rl SHJVH90HCIAH IINfl 311:IHINAS — S XI(tN:IddV 100 -YEAR 3 -HOUR UNIT HYDROGRAPHS TENTATIVE TRACT MAP NO. 13732 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 3 HR - 100 YEAR Watershed Area 1 UNIT TIME- MINUTES = DRAINAGE AREA (AC) = TOTAL ADJ. STORM RAIN (IN) = SOIL GROUP QUALITY OF COVER RUNOFF INDEX NUMBER (RI) PERVIOUS AREA LOSS RATE "Fp" ( %) = LOSS RATE "F (IN /HR) = IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = LOW LOSS RATE "Fm" (% OF RAIN) = 60TH STREET (AC) DEVELOPED AREA (AC) LANDSCAPED AREA (AC) PATTERN STORM UNIT TIME PERCENT RAIN PERIOD (DECIMAL) IN /HR 5 11.71 2.25 Plate E -5.2 A Plate C -1.37 Good 32 Plate E -6.1 74 Plate E -6.2 0.33 61 50 0.74 Ai ( %) = 9.82 Ai ( %) _ 1.15 Ai ( %) = LOSS RATE MAX. MIN. (IN /HR) 90 65 10 EFF.RAIN IN /HR FLOW CFS TIME (MIN) 1 1.3 0:351 0.333 0.215 0.215 2.515 5 2 1.3 0.351 0.333 0.215 0.215 2.515 10 3 1.1 0.297 0.333 0.182 0.182 2.128 15 4 1.5 0.405 0.333 0.248 0.248 2.901 20 5 1.5 0.405 0.333 0.248 0.248 2.901 25 6 1.8 0.486 0.333 0.297 0197 3.482 30 7 1.5 0.405 0.333 0.248 0.248 2.901 35 8 1.8 0.486 0.333 0.297 0.297, 3.482 40 9 1.8 0.486 0.333 0.297 0.297 3.482 45 10 1.5 0.405 0.333 0.248 0.248 2.901 50 11 1.6 0.432 0.333 0.264 0.264 3.095 55 12 1.8 0.486 0.333 0.297 0.297 3.482 60 13 2.2 0.594 0.333 0.363 0.363 4.255 65 14 2.2 0.594 0.333 0.363 0.363 4.255 70 15 2.2 0.594 0.333 0.363 0.363 4.255 75 16 2.0 0.540 0.333 0.330 0.330 3.869 80 17 2.6 0.702 0.333 0.429 0.429 5.029 85 18 2.7 0.729 0.333 0.446 0.446 5.223 90 19 2.4 0.648 0.333 0.396 0.396 4.642 95 20 2.7 0.729 0.333 0.446 0.446 5.223 100 21 3.3 0.891 0.333 0.545 0.558 6.539 105 22 3.1 0.837 0.333 0.512 0.512 5.996 110 23 2.9 0.783 0.333 0.479 0.479 5.609 115 24 3.0 0.810 0.333 0.496 0.496 5.803 120 25 3.1 0.837 0.333 0.512 0.512 5.996 125 26 4.2 1.134 0.333 0.694 0.801 9.385 130 27 5.0 1.350 0.333 0.826 1.017 11.914 135 28 3.5 0.945 .0.333 0.578 0.612 7.172 140 29 6.8 1.836 0.333 1.123 1.503 17.605 145 30 7.3 1.971 0.333 1.206 1.638 19.186 150 31 8.2 2.214 0.333 1.354 1.881 22.032 155 32 5.9 1.593 0.333 0.975 1.260 14.760 160 33 2.0 0.540 0.333 0.330 0.330 3.869 165 34 1.8 0.486 0.333 0.297 0.297 3.482 170 35 1.8 0.486 0.333 0.297 0.297 3.482 175 36 0.6 0.162 0.333 0'099 0.099 1.161 180 18.491 EFFECTIVE RAIN (IN) = 1.541 FLOOD VOLUME = 1.50 AC -FT 65,499 CF 'I-, is Unit Hydrograph lour, 100 -Year -shed Area No. 1 120 180 Time (min) EFFECTIVE RAIN (IN) = 1.535 FLOOD VOLUME = 1.38 AC -FT 59,992 CF RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 3 HR - 100 YEAR TENTATIVE TRACT MAP NO. 13732 Watershed Area 2 UNIT TIME - MINUTES = 5 DRAINAGE AREA (AC) = 10.77 TOTAL ADJ. STORM RAIN (IN) = 2.25 Plate E -5.2 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp" ( %) = 74 Plate E -6.2 LOSS RATE "F' (IN /HR) = 0.34 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 61 ,LOW LOSS RATE "Fm" (% OF RAIN) = 50 MONROE AVENUE (AC) 1.14 Ai ( %) = 90 DEVELOPED AREA (AC) 8.29 Ai ( %) = 65 LANDSCAPED AREA (AC) 1.34 Ai ( %) = 10 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW TIME PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS (MIN) 1 1.3 0.351 0.335 0.213 0.213 2.299 5 2 1.3 0.351 0.335 0.213 0.213 2.299 10 3 1.1 0.297 0.335 0.181 0.181 1.945 15 4 1.5 0.405 0.335 0.246 0.246 2.652 20 5 1.5 0.405 0.335 0.246 0.246 2.652 25 6 1.8 0.486 0.335 0.296 0.296 3.183 30 7 1.5 0.405 0.335 0.246 0.246 2.652 35 8 1.8 0.486 0.335 0.296 0.296 1183 40 9 1.8 0.486 0.335 0.296 0.296 3.183 45 10 1.5 0.405 0.335 0.246 0.246 2.652 50 11 1.6 0.432 0.335 0.263 0.263 2.829 55 12 1.8 0.486 0.335 0.296 0.296 3.183 60 13 2.2 0.594 0.335 0.361 0.361 3.890 65 14 2.2 0.594 0.335 0.361 0.361 3.890 70 15 2.2 0.594 0.335 0.361 0.361 3.890 75 16 2.0 0.540 0.335 0.328 0.328 3.536 80 17 2.6 0.702 0.335. 0.427 0.427 4.597 85 18 2.7 0.729 0.335 0.443 0.443 4.774 90 19 2.4 0.648 0.335 0.394 0.394 4.243 95 20 2.7 0.729 0.335 0.443 0.443 4.774 100 21 3.3 0.891 0.335 0.542 0.556 5.988 105 22 3.1 0.837 0.335 0.509 0.509 5.481 110 23 2.9 0.783 0.335 0.476 0.476 5.127 115 24 3.0 0.810 0.335 0.493 0.493 5.304 120 25 3.1 0.837 0.335 0.509 0.509 5.481 125 26 4.2 1.134 0.335 0.690 0.799 8.605 130 27 5.0 1.350 0.335 0.821 1.015 10.931 135 28 3.5 0.945 0.335 0.575 0.610 6.569 140 29 6.8 1.836 0.335 1.116 1.501 16.165 145 30 7.3 1.971 0.335 1.198 1.636 17.619 150 31 8.2 2.214 0.335 1.346 1.879 20.236 155 32 5.9 1:593 0.335 0.969 1.258 13.548 160 33 2.0 0.540 0.335 0.328 0.328 3.536 165 34 1.8 0.486 0.335 0.296 0.296 3.183 170 35 1.8 0.486 0.335 0.296 0196 3.183 175 36 0.6 0.162 0.335 0.099 0.099 1.061 180 18.414 EFFECTIVE RAIN (IN) = 1.535 FLOOD VOLUME = 1.38 AC -FT 59,992 CF Synthetic Unit Hydrograph 3 -Hour, 100 -Year Watershed Area No. 2 0 60 120 180 Time (min) 25.0 20.0 15.0 0 10.0 5.0 0.0 Synthetic Unit Hydrograph 3 -Hour, 100 -Year Watershed Area No. 2 0 60 120 180 Time (min) ' RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH ' SHORTCUT METHOD 3 HR - 100 YEAR TENTATIVE TRACT MAP NO. 13732 Watershed Area 3 ' UNIT TIME - MINUTES = DRAINAGE AREA (AC) = ' TOTAL ADJ. STORM RAIN (IN) = SOIL GROUP QUALITY OF COVER RUNOFF INDEX NUMBER (RI) ' PERVIOUS AREA LOSS RATE "Fp" ( %) = LOSS RATE "F" (IN /HR) = IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = LOW LOSS RATE "Fm" (% OF RAIN) = ' DEVELOPED AREA (AC) LANDSCAPED AREA (AC) ' PATTERN STORM UNIT TIME PERCENT RAIN PERIOD (DECIMAL) IN /HR 5 " 19.30 2.25 Plate E -5.2 A Plate C -1.37 Good 32 Plate E -6.1 74 Plate E -6.2 0.34 59 50 17.36 Ai ( %) = 1.94 Ai ( %) = LOSS RATE MAX. MIN. (IN /HR) 65 10 EFF.RAIN IN /HR FLOW CFS TIME (MIN) 1 1.3 0.351 0.344 0.209 0.209 4.029 5 ' 2 1.3 0.351 0.344 0.209 0.209 4.029 10 3 1.1 0.297 0:344 0.177 0.177 3.409 15 4 1.5 0.405 0.344 0.241 0.241 4.649 20 5 1.5 0.405 0.344 0.241 0.241 4.649 25 ' 6 1.8 0.486 0.344 0.289 0.289 5.578 30 7 1.5 0.405 0.344 0.241 0.241 4.649 35 8 1.8 0.486 0.344 0.289 0.289 5.578 40 9 1.8 0.486 0.344 0.289 0.289 5.578 45 ' 10 1.5 0.405 0.344 0.241 0.241 4.649 50 11 1.6 0.432 0.344 0.257 0.257 • 4.958 55 12 1.8 0.486 0.344 0.289 0.289 5.578 60 13 2.2 0.594 0.344 0.353 0.353 6.818 65 ' 14 2.2 0.594 0.344 0.353 0.353 6.818 70 15 2.2 0.594 0.344 0.353 0.353 6.818 75 " 16 2.0 0.540 0.344 0.321 0.321 6.198 80 17 2.6 0.702 0.344 0.417 0.417 8.058 85 • ' 18 2.7 0.729 0.344 0.434 0.434 8.367 90 19 2.4 0.648 0.344 0.385 0.385 7.438 95 20. 2.7 0.729 0.344 0.434 0.434 8.367 100 21 3.3 0.891 0.344 0.530 0.547 10.559 105 ' 22' 3.1 0.837 0.344 0.498 0.498 9.607 110 23 2.9 0.783 0.344 0.466 0.466 8.987 115 24 3.0 0.810 0.344 0.482 0.482 9.297 120 25 3.1 0.837 0.344 0.498 0.498 9.607 125 ' 26 4.2 1.134 0.344 0.674 0.790 15.249 130 27 5.0 1.350 0.344 0.803 1.006 19.417 135 28 3.5 0.945 0.344 0.562 0.601 11.601 140 29 6.8 1.836 0.344 1.092 1.492 28.797 145 ' 30 7.3 1.971 0.344 1.172 1.627 31.403 150 31 8.2 2.214 0.344 1.317 1.870 36.093 155 32 5.9 1.593 0.344 0.947 1.249 24.107 160 33 2.0 0.540 0.344 0.321 0.321 6.198 165 ' 34 1.8 0.486 0.344 0.289 0.289 5.578 170 35 1.8 0.486 0.344 0.289 0.289 5.578 175 36 0.6 0.162 0.344 0.096 0.096 1.859 180 18.143 ' EFFECTIVE RAIN (IN) = 1.512 FLOOD VOLUME = 2.43 AC -FT 105,921 CF u Synthetic Unit Hydrograph 3 -Hour, 100 -Year Watershed Area No. 3 40.0-- , 35.0 - 30.0 25.0 3 20.0 �° 15.0 - 10.0 - 5.0 - 0.0 0 60 120 180 Time (min) 100 -YEAR 6 -HOUR UNIT HYDROGRAPHS � I � I � I � I � I I I I I I I I I I I , " I I I I TENTATIVE TRACT MAP NO. 13732 Waters UNIT TIME - MINUTES - DRAINAGE AREA (AC) TOTAL ADJ. STORM RAIN (IN) _ 11.71 SOIL GROUP QUALITY OF COVER RUNOFF INDEX NUMBER (RI) Ptate E -5.4 PERVIOUS AREA LOSS RATE 'Fp' ( %) _ LOSS RATE -F- (INMR) _ A IMPERVIOUS AREA WEIGHTED AVERAGE LOW LOSS RATE'Fm' (% OF RAIN) _ 60TH STREET (AC) Good DEVELOPED AREA (AC) LANDSCAPED AREA (AC) PATTERN ST UNIT TIME PERCENT PERIOD (DECIMAL) IN 1 0.5 0.16 2 0.6 0.19 3 0.6 0.19 4 0.6 0.19 5 0.6 0.19 6 0.7 0.23 7 0.7 0.23 8 0.7 0.23 9 0.7 0.23 10 0.7 0.23 11 0.7 0.23 12 0.8 0.2 13 0.8 0.2 14 0.8 0.2 15 0.8 0.2 16 0.8 0.2 17 0.8 0.2 18 0.8 0.2 19 0.8 0.2 20 0.8 0.2 21 0.8 0.2 22 0.8 0.2 23 - 0.8 0.2 24 0.9 0.z 25 0.8 0.2 26 0.9 0.2 27 0.9 0.2 28 0.9 0.2 29 0.9 0.2 30 0.9 0.2 31 0.9 0.2 32 0.9 0.2 33 1.0 0.7 34 1.0 0.i 35 1.0 0.J 36 1.0 0.3 31 1.0 0.3 38 1.1 0.3 39 1.1 0.3 40 1.1 0.3 41 1.2 0.7 42 1.1 0.4 43 1.4 0.4 44 1.4 0.4 45 1.5 0.4 46 1.5 0.4 47 1.6 0.5 48 1.6 0.5 49 1.7 0.5 50 1.8 0.5 51 1.9 0.6 52 2.0 0.6 53 2.1 O.fi 54 2.1 0.6 55 2.2 0.7 56 2.3 0.7 57 2.4 0.7 58 2.4 0.7 59 2.5 0.8 60 2.6 0.8 61 3.1 1.0 62 3.6 1.1 63 3.9 1.2 64 4.2 1.3 65 4.7 1.5 66 5.6 1.8 67 1.9 0.6 68 0.9 0.2 69 0.6 0.1 70 0.5 0.1 71 0.3 0.0 12 0.2 0.0 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 6HR -100 YEAR had Area 1 ORM RAIN MR 5 8 8 8 8 1 1 1 1 1 1 64 64 64 64 64 64 64 64 64 64 64 64 97 64 97 97 97 97 97 97 97 30 JO 30 30 ]0 63 63 63 96 zs 62 62 95 95 28 28 61 94 27 60 93 93 26 59 92 92 25 56 23 88 87 86 51 48 27 97 98 65 99 66 EFFECTIVE RAIN (IN) _ FLOOD VOLUME= 5 11.71 2.75 Ptate E -5.4 A Plate C -1.37 Good 32 Plate E-6.1 74 Plate E-6.2 0.31 61 50 0.74 Ai ( %) = 90 9.82 AI ( %) = 65 1.15 Ai ( %) = 10 LOSS RATE MAX. MIN. EFF.RAIN FLOW TIME (INIHR) INMR CFS (MIN) 0.333 0.101 0.101 1.182 5 0.333 0.121 0.121 1.418 10 0.333 0.121 0.121 1.418 15 0.333 0.121 0.121 1.418 20 0.333 0.121 0.121 1.418 25 0.333 0.141 0.141 1.655 30 0.333 0.141 0.141 1.655 35 0.333 0.141 0.141 1.655 40 0.313 0.141 0.141 1.655 45 0.333 0.141 0.141 1.655 50 0.333 0.141 0.141 1.655 55 0.333 0 .1 62 0.162 1.891 60 0.333 0 .1 62 0.162 1.891 65 0.333 0.162 0.162 1.891 70 0.333 0.162 0.162 1.891 75 0.333 0.162 0.162 1.891 80 0.333 0.162 0.162 1.891 85 0.333 0.162 0.162 1.891 90 0.333 0.162 0.162 1.891 95 0.333 0.162 0.162 1.891 100 0.333 0.162 0.162 1.891 105 0.333 0.162 0.162 1.891 110 0.333 0.162 0 .1 62 1.891 115 0.333 0.182 0.182 2.128 120 0.133 0.162 0 .1 62 1.891 125 0.333 0.182 0.182 2.128 130 0.333 0.182 0.182 2.128 135 0.333 0.182 0.182 2.128 140 0.333 0.182 0.182 2.128 145 0.333 0.182 0.182 2.128 150 0.333 0.182 0.182 2.128 155 0.333 0.182 0.182 2.128 160 0.333 0.202 0.202 2.364 165 0.331 0.202 0.202 2.364 170 0.333 0.202 0.202 2.364 175 0.333 0.202 0.202 2.364 180 0.131 0.202 0.202 2.364 185 0.333 0.222 0.222 2.601 190 0.333 0.222 0.222 2.601 195 0.333 0.222 0.222 2.601 200 0.333 0.242 0.242 2.837 205 0.331 0.262 0.262 3.073 210 0.333 0.283 0.283 - 3.310 215 0.333 0.283 0.283 3.310 220 0.333 0.303 0.303 3.546 225 0.333 0.303 - 0.303 3.546 230 0.333 0.323 0.323 3.783 235 0.313 O.i23 0.323 3.783 240 0.333 0.343 0.343 4.019 245 0.333 0.363 0.363 4.255 250 0.333 0.384 0.384 4.492 255 0.333 0.404 0.404 4.726 260 0.333 0.424 0.424 4.965 265 0.333 0.424 0.424 4.965 270 0.333 0.444 0.444 5.201 275 0.333 0.464 0.464 5.437 280 0.333 0.485 0.485 5.674 285 0.333 0.485 0.485 5.674 290 0.333 0.505 0.505 5.910 295 0.333 0.525 0.525 6.153 300 0.333 0.626 0.690 8.085 305 0.333 0.727 0.855 10.017 310 0.333 0.787 0.954 11.177 315 0.333 0.848 1.053 12.336 320 0.333 0.949 1.218 14.268 325 0.333 1.131 1.515 17.746 330 0.333 0.384 0.384 4.492 335 0.333 0.182 0.182 2.128 340 0.333 0.121 0.121 1.418 345 0.333 0.101 0.101 1.182 350 0.333 0.061 0.061 0.709 355 0.333 0.040 0.040 0.473 360 21.410 1.784 1.74 AC-FT 75,839 CF r , Synthetic Unit Hydrograph 6 -Hour, 100 -Year ` Watershed Area No. 1 25.0 20.0 n 15.0 3 10.0 5.0 0.0 - 0 60 120 180 240 300 360 Time (min) 1 V RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD 6 HR - 100 YEAR TENTATIVE TRACT MAP NO. 13732 Watershed Area 2 UNIT TIME - MINUTES = 5 DRAINAGE AREA (AC) _ -10.77 TOTAL ADJ. STORM RAIN (IN) = 2.75 Plate E -5.4 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good RUNOFF INDEX NUMBER (RI) 32 - Plate E-6.1 PERVIOUS AREA LOSS RATE'Fp' ( %) _ 74 Plate E-6.2 LOSS RATE -F- (IN /HR) = 0.34 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 61 LOW LOSS RATE'Fm' ( %OF RAIN) _ 50 J 60TH STREET (AC) 1.14 Ai (h) = 90 DEVELOPED AREA (AC) 8.29 Ai ( %) = 65 LANDSCAPED AREA (AC) 1.34 Ai( %)= 10 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW . TIME PERIOD (DECIMAL) IN/HR (IN/HR) IN/HR CFS (MIN) 1 0.5 0.165 0.335 0.100 0.100 1.081 5 2 , 0.6 0.198 0.335 0.120 0.120 1.297 10 3 0.6 0.198 0.335 0.120 0.120 1.297 15 4 0.6 0.198 0.335 0.120 0.120 1.297 20 5 0.6 0.198 0.335 0.120 0.120 1.297 25 _ 6 0.7 0.231 0.335 0.140 0.140 1.513 30 7 0.7 0.231 0.335 0.140 0.140 1:513 35 8 0.7 0.231 0.335 0.140 0.140 1.513 40 9 0.7 0.231 0.335 0.140 0.140 1.513 45 - 10 0.7 0.231 0.335 0.140 0.140 1.511 50 11 0.7 0.231 0.135 0.140 0.140 1.513 55 12 0.8 0.264 0.335 0.161 0.161 1.729 60 13 0.8 0.264 0.335 0.161 0.161 1.729 65 14 0.8 0.264 0.335 0.161 0.161 1.729 70 15 0.8 0.264 0.335 • 0.161 0.161 1.729 75 16 0.8 0.264 0.335 0.161 0.161 1.729 80 17 0.8 0.264 0.335 0.161 0.161 1.729 85 18 0.8 0.264 0.335 0.161 0.161 1.729 90 19 0.8 0.264 0.335 0.161 0.161 1.729 95 20 0.8 0.264 0.335 0.161 0.161 1.729 100 21 0.8 0.264 0.335 0.161 0.161 1.729 105 22 0.8 0.264 0.335 0.161 0.161 1.729, 110 23 0.8 0.264 0.335 0.161 0.161 1.729 115 24 0.9 0.297 0.335 0.181 0.181 1.945 120 25 0.8 0.264 0.335 0.161 0.161 1.729 125 26 0.9 0.297 0.335 0.181 0.181 1.945 130 27 0.9 0.297 0.335 0.181 0.181 1.945 135 28 0.9 0.297 0.335 0.181 0.181 1.945 140 29 0.9 0.297 0.335 0.181 0.181 1.945 145 30 0.9 0.297 0.335 0.181 0.181 1.945 150 31 0.9 0.297 0.335 0.181 0.181.1.945 155 32 0.9 0.297 0.335 0.181 0.181 1.945 160 33 1.0 0.330 0.335 0.201 0.201 2.161 165 14 1.0 0.330 0.335 0.201 0.201 2.161 170 75 1.0 0.330 0.335 0.201 0.201 2.161 175 36 1.0 0.330 0.335 0.201 0.201 2.161 180 37 1.0 0.330 0.335 0.201 0.201 2.161 185 38 1.1 0.363 0.335 0.221 0.221 2.377 190 39 1.1 0.363 0.335 0.221 0.221 2.377 195 40 1.1 0.363 0.335 0.221 0.221 2.377 200 41 1.2 0.396 0.335 0.241 0.241 2.593 205 42 1.3 0.429, 0.335 0.261 0.261 2.809 210 41 1.4 0.462 0.335. 0.281 0.281 3.025 215 44 1.4 0.462 0.335 0.281 0.281 1025 220 45 1.5 0.495 0.335 0.301 0.301 3.242 225 46 1.5 0.495 0.335 0.301 0.301 3.242 230 47 1.6 0.528 0.335 0.321 0.321 3.458 235 48 1.6 0.528 0.335 0.321 0.321 3.458 240 49 1.7 0.561 0.335 0.341 0.341 3.674 245 50 1.8 0.594 0.335 0.361 0.361 3.890 250 51 1.9 0.627 0.335 0.381 0.381 4.106 255 52 2.0 0.660 0.335 0.401 0.401 4.322 260 53 2.1 0.693 0.335 0.421 0.421 4.538 265 54 2.1 0.693 0.335 0.421 0.421 4.538 270 55 2.2 0.726 0.335 0.441 0.441 4.754 275 56 2.3 0.759 0.335 0.461 0.461 4.970 280 57 2.4 0.792 0.335 0.482 0.482 5.186 285 58 2.4 0.792 0.335 0.482 0.482 5.186 290 59 2.5 0.825 0.335 0.502 0.502 5.403 295 60 2.6 0.858 0.335 0.522 0.523 5.632 300 61 3.1 1.023 0.335 0.622 0.688 7.409 305 62 3.6 1.188 0.335 0.722 0.853 9.186 310 63 3.9 1.287 0.335 0.783 0.952 10.252 315 64 4.2 1.386 0.335 0.843 1.051 11.319 320 65 4.7 1.551 0.335 0.943 1.216 11096 325 66 5.6 1.848 0.335 1.124 1.513 16.294 330 67 1.9 0.627 0.335 0.381 0.381 4.10d 335 68 0.9 0.297 0.335 0.181 0.181 1.945 340 69 0.6 0.198 0.335 0.120 0.120 1.297 345 70 0.5 0.165 0.335 0.100 0.100 1.081 350 71 0.3 0.099 0.335 0.060 0.060 0,648 355 72 0.2 0.066. 0.335 0.040 0.040 0.432 360 21.303 EFFECTIVE RAIN (IN) = 1.776 FLOOD VOLUME = 1.59 AC-FT 69,402 CF 1 V Synthetic Unit Hydrograph 6 -Hour, 100 -Year Watershed Area No. 2 25.0 20.0 1.5.0 0 M 10.0 5.0 0.0 0 60 120 180 240 300 360 Time (min) ' ' ' RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 8 HR - 100 YEAR TENTATIVE TRACT MAP NO. 13732 Watershed Area 3 UNIT TIME - MINUTES = 5 R .DRAINAGE AREA (AC) _ _ 19.30 TOTAL ADJ. STORM RAIN (IN) _ 2.75 Plate E -5.4 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp' ( %) _ 74 Plate E-6.2 LOSS IMPERVIOUS AREA W _ - 0.9 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 59 LOW LOSS RATE'F." (% OF RAIN) _ 50 - DEVELOPED AREA (AC) 17.36 •. Ai ( %) = LANDSCAPED AREA (AC) 1.94 Ai ( %) = PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. PERIOD (DECIMAL) INMR , (IN/HR) � 65 10 EFF.RAIN IN/HR - , FLOW CFS TIME (MIN) 1 0.5 0.165 0.344 0.098 0.098 1.894 5 2 0.6 0.198 0.344 0.118 0.118 2.273 10 3 _ 0.6 - 0.198 0.344 0.118 0.118 2.273 15 ' 4 0.6 0.198 0.344 0.118 0.118 2.273 20 5 0.6 0.198 0.344 0.118 0.118 2.273 25 6 0.7 0.231 0.344 0 .1 37 0.137 2.651 30 7 0.7 0.231 0.344 0 .1 37 0.137 2.651 35 8 0.7 0.231 0.344 0 .1 37 0 .1 37 2.651 40 0.7 0.231 0.344 0.137 0.137 2.651 45 10 0.7 0.231 0.344 0.137 0.137 - 2.651 50 11 0.7 - 0.231 0.344 0.137 0.137 2.651 55 12 0.8 0.264 0.344 0.157 0.157 3.030 80 • 13 - 0.8 0264 0.344 0.157 0.157 3.030 65 14 0.8 0.264 0.344 0.157 0.157 3.030 70 15 0.8 0.284 0.344 0.157 0.157 3.030 75 16 0.6 0.264 0.344 0.157 0.157 3.030 80 ' 17 0.8 0.264 0.344 0 .1 57 0.157 3.030 J 85 .. 18 0.8 0.264 0.344 0.157 0.157 3.030 90 19 0.8 0.264 0.344 0.157 0.157 3.030 95 ' + 20 0.8 0.264 0.344 0 .1 57 0.157 3.030 100 21 0.8 0.264 0.344 0.157 0.157 3.030 105 t 22 0.8 0.264 0.344 0.157 0.157 3.030 110 23 0.8 0.264 0.344 0.157, 0.157 3.030 115 24 0.9 0.297 0.344 0.177 0.177 3.409 120 25 0.8 0.264 0.344 0.157 0.157 3.030. 125 • 26 0.9 0.297 0.344 0.177 0.177 3.409 130 27 0.9 0.297 0.344 0.177 0.177 3.409 135 ' 28 0.9 0.297 0.344 0.177 0.177 3.409 140 29 0.9 0.297 0.344 0.177 0.177 3.409 145 30 0.9 0.297 0.344 0.177 0.177 3.409 150 31 0.9 0.297 0.344 0 .1 77 0.177 3.409 155 32 0.9 0.291 0.344 0.177 0.177 7.409 160 33 1.0 0.330 0.344 0.196 0.196 3.788 165 ' 34 1.0 0.330 0.344 0.196 0.196 3.788 170 35 1.0 0.330 0.344 0.196 0.196 3.786 175 ,. 36 1.0 0.330 0.344 0.196 0.196 3.788 180 37 - 1.0 0.330 0.344 0.196 0.196 3.788 185 38 1.1 0.363 0.344 0.216 0.218 4.167 190 39 1.1 - 0.363 0.344 0.216 0.216 4.167 195 ' 40 1.1 0.367 0.344. 0.216 0.218 4.167 200 41 1.2 0.396 0.744 0.236 0.278 4.545 205 + 42 t .1.3 0.429 0.344 0.255 0.255 4.924 "� 210 43 1.4 0.462 0.344 0.275 0.275 5.303 215 44 1.4 0.462 0.344 0.275 0.275 5.303 220 - 45 - 1.5 0.495 0.344 0.294 0.294 5.682 225 -46 1.5 0.495 0.344 0.294 0.294 5.682 230 ' 47 1.6 0.528 0.344 0.314 0.314 6.060 275 48 1.6 0.528 0.344 0.314 0.314 6.060 240 49 1.7' 0.581 0.344 0.334 0.334 6.439 245 50 1.8 0.594 0.344 0.353 0.353 8.818 250 •51 1.9 0.627 0.344 0.373 0.773 7.197 255 52 2.0 0.660 0.344 0.393 0.393 7.575 260 53 2.1 - 0.693 0.344 0.412 0.412 7.954 265 _ 54 2.1 0.693 0.344 0.412 0.412 7.954 270 ,. 55 2.2 0.726 0.344 0.432 0.432 8.333 275 ' S6 2.3 0.759 0.344 0.451 0.451 8.712 280 57 2.4 0.792 0.344 0.471 0.471 9.091 285 58 2.4 0.792 0.344 0.471 0.471 9.091 290 ' 59 2.5 0.825 0.344 0.491 0.491 9.469 295 60 2.6 0.858 0.344 0.510 0.514 9.922 300 61 3.1 1.023 0.344 0.608 0.679 13.106 305 ' 62 3.8 1.188 0.344 0.707 0.844 18.291 310 63 3.9 1.267 - 0.344 0.765 0.943 18.201 715 64 4.2 1.386 0.344 0.824 1.042 20.112 - 320 ' 65 - 4.7 1.551 0.344 0.922 1.207 23.297 325 66 4 5.6 1.848 0.344 1.099 1.504 29.029 330 • 67 1.9 0.627 0.344 0.773 0.373 7.197 335 ,. 68 0.9 0.297 0.344 0.177 0.177 3.409 340 69 0.6 .� 0.198 0.344 0.118 0.118 2.273 345 70 0.5 0.165 0.344 0.098 0.098 1.894 350 ' 71 0.3 0.099 0.344 0.059 0.059 1.136 355 72 0.2 0.066 0.344 0.079 0.039 0.758 360 - - 20.923 EFFECTIVE RAIN (IN) _ 1.744 F FLOOD VOLUME = 2.80 AC-FT _ 122,153 CF • a_ y I 25.0 20.0 15.0 0 10.0 5.0 0.0 Synthetic Unit Hydrograph 6- Hour, 100 -Year Watershed Area No. 3 0 60 120 180 240 Time (min) 300 360 17 ITENTATIVE TRACT MAP NO. 13732 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 24 HR - 100 YEAR Watershed Area 1 UNIT TIME - MINUTES = 15 DRAINAGE AREA (AC) = 11.71 TOTAL ADJ. STORM RAIN (IN) = 5.500 Plate E -5.6 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp" ( %) = 74 Plate E -6.2 LOSS RATE "F" (IN /HR) = 0.33 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 61 LOW LOSS RATE "Fm" (% OF RAIN) = 50 60TH STREET (AC) 0.74 Ai ( %) = 90 DEVELOPED AREA (AC) 9.82 Ai ( %) = 65 LANDSCAPED AREA (AC) 1.15 Ai ( %) = 10 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW TIME PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS (MIN) 0 1 0.2 0.044 0.587 0.027 0.027 0.315 15 2 0.3 0.066 0.580 0.040 0.040 0.473 30 3 0.3 0.066 0.574 0.040 0.040 0.473 45 4 0.4 0.088 0.567 0.054 0.054 0.630 60 5 0.3 0.066 0.560 0.040 0.040 0.473 75 6 0.3 0.066 0.554 0.040 0.040 0.473 90 7 0.3 0.066 0.547 0.040 0.040 0.473 105 8 0.4 0.088 0.540 0.054 0.054 0.630 120 9 0.4 0.088 0.534 0.054 0.054 0.630 135 10 0.4 0.088 0.527 0.054 0.054 0.630 150 11 0.5 0.110 0.521 0.067 0.067 0.788 165 12 0.5 0.110 0.515 0.067 0.067 0.788 180 13 0.5 0.110 0.508 0.067 0.067 0.788 195 14 0.5 0.110 0.502 0.067 0.067 0.788 210 15 0.5 0.110 0.496 0.067 0.067 0.788 225 16 0.6 0.132 0.489 0.081 0.081 0.946 240 17 0.6 0.132 0.483 0.081 0.081 0.946 255 18 0.7 0.154 0.477 0.094 0.094 1.103 270 19 0.7 0.154 0.471 0.094 0.094 1.103 285 20 0.8 0.176 0.465 0.108 0.108 1.261 300 21 0.6 0.132 0.459 0.081 0.081 0.946 315 22 0.7 0.154 0.453 0.094 0.094 1.103 330 23 0.8 0.176 0.447 0.108 0.108 1.261 345 24 0.8 0.176 0.441 0.108 0.108 1.261 360 25 0.9 0.198 0.435 0.121 0.121 1.418 375 26 0.9 0.198 0.429 •0.121 0.121 1.418 390 27 1.0 0.220 0.424 0.135 0.135 1.576 405 28 1.0 0.220 0.418 0.135 0.135 1.576 420 29 1.0 0.220 0.412 0.135 0.135 1.576 435 30 1.1 0.242 0.406 0.148 0.148 1.734 450 31 1.2 0.264 0.401 0.162 0.162 1.891 465 32 1.3 0.286 0.395 0.175 0.175 2.049 480 33 1.5 0.330 0.390 0.202 0.202 2.364 495 34 1.5 0.330 0.384 0.202 0.202 2.364 510 35 1.6 0.352 0.379 0.215 0.215 2.522 525 36 1.7 0.374 0.374 0.229 0.229 2.679 540 37 1.9 0.418 0.368 0.256 0.256 2.995 555 38 2.0 0.440 0.363 0.269 0.269 3.152 570 39 2.1 0.462 0.358 0.283 0.283 3.310 585 40 2.2 0.484 0.353 0.296 0.296 3.467 600 41 1.5 0.330 0.348 0.202 0.202 2.364 615 0 42 1.5 0.330 0.343 0.202 0.202 2.364 630 43 2.0 0.440 0.338 0.269 0.269 3.152 645 ' 44 2.0 0.440 0.333 0.269 0.269 3.152 660 45 1.9 0.418 0.326 0.256 0.256 2.995 675 46 1.9 0.418 0.323 0.256 0.256 2.995 690 47. 1.7 0.374 0.318 0.229 0.229 2.679 705 ' 48 1.8 0.396 0.314 0.242 0.242 2.837 720 49 2.5 0.550 0.309 0.336 0.336 3.940 735 50 2.6 0.572 0.304 0.350 0.350 4.098 750 51 2.8 0.616 0.300 0.377 0.377 4.413 765 ' 52 2.9 0.638 0.295 0.390 0.390 4.571 780 53 3.4 0.748 0.291 0.458 0.458 5.359 795 54 3.4 0.748 0.286 0.458 0.462 5.407. 810 55 2.3 0.506 0.282 0.310 0.310 3.625 825 56 2.3 0.506 0.278 0.310 0.310 3.625 840 ' 57 2.7 0.594 0.273 0.363 0.363 4.255 855 58 2.6 0.572 .0.269 0.350 0.350 4.098 870 59 2.6 0.572 0.265 0.350 0.350 4.098 885 60 2.5 0.550 0.261 0.336 0.336 3.940 900 ' 61 2.4 0.528 0.257 0.323 0.323 3.783 915 62 2.3 0.506 0.253 0.310 0.310 3.625 930 63 _ 1.9 0.418 0.249 0.256 0.256 2.995 945 64 1.9 0.418 0.245 0.256 0.256 2.995 960 t 65 0.4 0.088 0.242 0.054 0.054 0.630 975 66 0.4 0.088 0.238 0.054 0.054 0.630 990 67 0.3 0.066 0.234 0.040 0.040 0.473 1005 68 0.3 0.066 0.231 0.040 0.040 0.473 1020 69 0.5 0.110 0.227 0.067 0.067 0.788 1035 ` ' 70 0.5 0.110 0.224 0.067 0.067 0.788 1050 71 0.5 0.110 0.221 0.067 0.067 0.788 1065 72 0.4 0.088 0.217 0.054 0.054 0.630 1080 73 0.4 0.088 0.214 0.054 0.054 0.630 1095 ' 74 0.4 0.088 0.211 0.054 0.054 0.630 1110 75 0.3 0.066 0.208 0.040 0.040 0.473 1125 76 0.2 0.044 0.205 0.027 0.027 0.315 1140 77 0.3 0.066 0.202 0.040 0.040 0.473 1155 78 0.4 0.088 0.199 0.054 0.054 0.630 1170 ' 79 0.3 0.066 0.197 0.040 0.040 0.473 1185 80 0.2 0.044 0.194 0.027 0.027 0.315 1200 81 '0.3 0.066 0.191 0.040 0.040 0.473 1215 82 0.3 0.066 0.189 0.040 0.040 0.473 1230 ' 83 0.3 0.066 0.187 0.040 0.040 0.473 1245 84 0.2 0.044 0.184 0.027 0.027 0.315 1260 85 0.3 0.066 0.182 0.040 0.040 0.473 1275 ' 86 87 0.2 0.3 0.044 0.066 0.180 0.178 0.027 0.040 0.027 0.040 0.315 0.473 1290 1305 88 0.2 0.044 0.176 0.027 0.027 0.315 1320 89 0.3 0.066 0.174 0.040 0.040 0.473 1335 90 0.2 0.044 0.173 0.027 0.027 0.315 1350 91 0.2 0.044 0.171 0.027 0.027 0.315 1365 ' 92 0.2 0.044 0.170 0.027 0.027 0.315 1380 93 0.2 0.044 0.169 0.027 0.027 0.315 1395 94 0.2 0.044 0.168 0.027 0.027 0.315 1410 95 0.2 0.044 .0.167. 0.027 0.027 0.315 1425 ' 96 0.2 0.044 0.166 0.027 0.027 0.315 1440 13.463 ' EFFECTIVE RAIN = 3.366 (IN) FLOOD VOLUME= ' 3.28 AC -FT ' 143,073 CF 0 Synthetic Unit Hydrograph 24 -Hour, 100 -Year Watershed Area No. 1 6.0 - 5.0 4.0 3 3.0 - 0 2.0 1.0 - — 0.0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) ' RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD ' 24 HR - 100 YEAR TENTATIVE TRACT MAP NO. 13732 Watershed Area 2 ' UNIT TIME - MINUTES = 15 DRAINAGE AREA (AC) = 10.77 TOTAL ADJ. STORM RAIN (IN) = 5.500 Plate E -5.6 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good ' RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp" ( %) = 74 Plate E -6.2 LOSS RATE "F" (IN /HR) = 0.34 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 61 ' LOW LOSS RATE "Fm" (0/6 OF RAIN) = 50 MONROE AVENUE (AC) 1.14 Ai ( %) = 90 DEVELOPED AREA (AC) 8.29 Ai ( %) = 65 ' LANDSCAPED AREA (AC) 1.34 Ai ( %) = 10 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW TIME ' PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS (MIN) 0 0 1 0.2 0.044 0.592 0.027 0.027 0.288 15 2 0.3 0.066 0.585 0.040 0.040 0.432 30 ' 3 0.3 0.066 0.578 0.040 0.040 0.432 45 4 0.4 0.088 0.571 0.054 0.054 0.576 60 5 0.3 0.066 0.564 0.040 0.040 0.432 75 ' 6 0.3 7 0.3 0,066 0.066 0.558 0.551 0.040 0.040 0.040 0.040 0.432 0.432 90 105 8 0.4 0.088 0.544 0.054 0.054 0.576 120 9 .0.4 0.088 0.538 0.054 0.054 0.576 135 10 0.4 0.088 0.531 0.054 0.054 0.576 150 11 0.5 0.110 0.525 0.067 0.067 0.720 165 ' 12 0.5 0.110 0.518 0.067 0.067 0.720 .180 13 0.5 0.110 0.512 0.067 0.067 0.720 195 14 0.5 0.110 0.506 0.067 0.067 0.720 210 15 0.5 0.110 0.499 0.067 0.067 0.720 225 ' 16 0.6 0.132 0.493 0.080 0.080 0.864 240 17 0.6 0.132 0.487 0.080 0.080 0.864 255 18 0.7 0.154 0.481 0.094 0.094 1.008 270 ' 19 0.7 20 0.8 0.154 0.176 0.474 0.468 0,094 0.107 0,094 0.107 1.008 1.153 285 300 21 0.6 0.132 0.462 0.080 0.080 0.864 315 22 0.7 0.154 0.456 0.094 0.094 1.008 _ 330 23 0.8 0.176 0.450 0.107 0.107 1.153 345 24 0.8 0.176 0.444 0.107 0.107 1.153 360 ' 25 0.9 0.198 0.438 0.120 0.120 1.297 375 26 0.9 0.198 0.432 0.120 0.120 1.297 390 27 1.0 0.220 0.427 0.134 0.134 1.441 405 28 1.0 0.220 0.421 0.134 0.134 1.441 420 ' 29 1.0 0.220 0.415 0.134 0.134 1.441 435 30 1.1 0.242 0.410 0.147 0.147 1.585 450 31 1.2 0.264 0.404 0.161- 0.161 1.729 465 ' 32 1.3 33 1.5 0.286 0.330 0.398 0.393 0.174 0.201 0.174 0.201 1.873 2.161 480 495 34 1.5 0.330 0.387 0.201 0.201 2.161 510 35 1.6 0.352 0.382 0.214 0.214 2.305 525 36 1.7 0.374 0.377 0.227 0.227 2.449 540 37 1.9 0.418 0.371 0.254 0.254 2.737 555 ' 38 2.0 0.440 0.366 0.268 0.268 2.881 570 39 2.1 0.462 0.361 0.281 0.281 3.025 585 40 2.2 0.484 0.356 0.294 0.294 3.169 600 ' 41 1.5 0.330 0.350 0.201 0.201 2.161 _ 615 1.5 0.330 0.345 0.201 0.201 2.161 630 2.0 0.440 0.340 0.268 0.268 2.881 645 2.0 0.440 0.335 0.268 0.268 2.881 660 1.9 0.418 0.330 0.254 0.254 2.737 675 1.9 0.418 0.326 0.254 0.254 2.737 690 1.7 0.374 0.321 0.227 0.227 2.449 705 1.8 0.396 0.316 0.241 0.241 2.593 720 2.5 0.550 0.311 0.334 0.334 3.602 735 2.6 0.572 0.307 0.348 0.348 3.746 ( 750 2.8 0.616 0.302 0.375 0.375 4.034 765 2.9 0.638 0.297 0.388 0.388 4.178 780 3.4 0.748 0.293 0.455 0.455 4.902 795 3.4 0.748 0.288 0.455 0.460 4.949 810 2.3 0.506 0.284 0.308 0.308 3.314 825 2.3 0.506 0.280 0.308 0.308 3.314 840 2.7 0.594 0.275 0.361 0.361 3.890 855 2.6 0.572 0.271 0.348 0.348 3.746 870 2.6 0.572 0.267 0.348 0.348 3.746 885 2.5 0.550 0.263 0.334 0.334 3.602 900 2.4 0.528 0.259 0.321 0.321 3.458 915 2.3 0.506 0.255 0.308 0.308 3.314 930 1.9 0.418 0.251 0.254 0.254 2.737 945 1.9 0.418 0.247 0.254 0.254 2.737 960 0.4 0.088 0.244 0.054 0.054 0.576 975 0.4 0.088 0.240 0.054 0.054 0.576 990 0.3 0.066 0.236 0.040 0.040 0.432 1005 0.3 0.066 0.233 0.040 0.040 0.432 1020 0.5 0.110 0.229 0.067 0.067 0.720 1035 0.5 0.110 0.226 0.067 0.067 0.720 1050 0.5 0.110 0.222 0.067 0.067 0.720 1065 0.4 0.088 0.219 0.054 0.054 0.576 1080 0.4 0.088 0.216 0.054 0.054 0.576 1095 0.4 0.088 0.213 0.054 0.054 0.576 1110 0.3 0.066 0.210 0.040 0.040 0.432 1125 0.2 0.044 0.207 0.027 0.027 0.288 1140 0.3 0.066 '0.204 0.040 0.040 0.,432 1155 0.4 0.088 0.201 0.054 0.054 0.576 1170' 0.3 0.066 0.198 0.040 0.040 0.432 1185 0.2 0.044 0.195 0.027 0.027 0.288 1200 0.3 0.066 0.193 0.040 0.040 0.432 1215 0.3 0.066 0.190 0.040 0.040 0.432 1230 0.3 0.066 0.188 0.040 0.040 0.432 1245 0.2 0.044 0.186 0.027 0.027 0.288 1260 0.3 0.066 0.183 0.040 0.040 0.432 1275 0.2 0.044 0.181 0.027 0.027 0.288 1290 0.3 0.066 0.179 0.040 0.040 0.432 1305 0.2 0.044 0.178 0.027 0.027 0.288 1320 0.3 0.066 0.176 0.040 0.040 0.432 1335 0.2 0.044 0.174 0.027 0.027 0.288 1350 0.2 0.044 0.173 0.027 0.027 0.288 1365 0.2 0.044 0.171 0.027 0.027 0.288 1380 0.2 0.044 0.170 0.027 0.027 0.288. 1395 0.2 0.044 0.169 0.027 0.027 0.288 1410 0.2 0.044 0.168 0.027 0.027 0.288 1425 0.2 0.044 0.168 0.027 0.027 0.288 1440 13.382 EFFECTIVE RAIN (IN) = 3.345 FLOOD VOLUME = 3.00 AC -FT 130,790 CF Synthetic Unit Hydrograph 24 -Hour, 100 -Year Watershed Area No. 2 6.0 5.0 4.0 = w' 3.0 3 - 0 2.0 1.0 - - 0.0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) ' RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD ' 24 HR - 100 YEAR TENTATIVE TRACT MAP NO. 13732 Watershed'Area 3 UNIT TIME - MINUTES = 15 DRAINAGE AREA (AC) = 19.30 TOTAL ADJ. STORM RAIN (IN) = 5.500 Plate E -5.6 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp" ( %) = 74 Plate E -6.2 LOSS RATE "F" (IN /HR) = 0.34 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 59 LOW LOSS RATE "Fm" (% OF RAIN) = 50 DEVELOPED AREA (AC) 17.36 Ai ( %) = 65 LANDSCAPED AREA (AC) 1.94 Ai ( %) = 10 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW TIME PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS (MIN) 1 0.2 0.044 0.607 0.026 0.026 0.505 15 2 0.3 0.066 0.600 0.039 0.039 0.758 30 3 0.3 0.066 / 0.593 0.039 0.039 0.758 45 4 0.4 0.088 0.586 0.052 0.052 1.010 60 5 0.3 0.066 0.579 0.039 0.039 0.758 75 6 0.3 0.066 0.572 0.039 0.039 0.758 90 7 0.3 0.066 0.566 0.039 0.039 0.758 105 8 0.4 0.088 0.559 0.052 0.052 1.010 120 9 ' 0.4 0.088 0.552 0.052 0.052 1.010 135 10 0.4 0.088 0.545 0.052 0.052 1.010 150 11 0.5 0.110 0.539 0.065 0.065 1.263 165 12 0.5" 0.110 0.532 0.065 0.065 1.263 180 13 0.5 0.110 0.526 0.065 0.065 1.263 195 14 0.5 0.110 0.519 0.065 0.065 1.263 210 15 0.5 0.110 0.512 0.065 0.065 1.263 225 16 0.6 0.132 0.506 0.079 0.079 1.515 240 17 0.6 0.132 0.500 0.079 0.079 1.515 255 18 0.7 0.154 0.493 0.092 0.092 1.768 270 19 0.7 0.154 0.487 0.092 0.092 1.768 285 20 0.8 0.176 0.481 0.105 0.105 2.020 300 21 0.6 0.132 0.474 0.079 0.079 1.515 315 22 0.7 0.154 0.468 0.092 0.092 1.768 330 23 0.8 0.176 0.462 0.105 .0.105 2.020 345 24 0.8 0.176 0.456 0.105 0.105 2.020 360 25 0.9 0.198 0.450 0.118 0.118 2.273 375 26 0.9 0.198 0.444 0.118 0.118 2.273 390 27 1.0 0.220 0.438 0.131 0.131 2.525 405 28 1.0 0.220 0.432 0.131 0.131 2.525 420 29 1.0 0.220 0.426 0.131 0.131 2.525 435 30 1.1 0.242 0.420 0.144 0.144 2.778 450 31 1.2 0.264 0.415 0.157 0.157 3.030 465 32 1.3 0.286 0.409 0.170 0.170 3.283 480 33 1.5 0.330 0.403 0.196 0.196 3.788 495 34 1.5 0.330 0.398 0.196 0.196 3.788 510 35 1.6 0.352 0.392 0.209 0.209 4.040 525 36 1.7 0.374 0.387 0.222 0.222 4.293 540 37 1.9 0.418 0.381 0.249 0.249 4.798 555 38 2.0 0.440 0.376 0.262 0.262 5.050 570 39 2.1 0.462 0.370 0.275 0.275 5.303 585 40 2.2 0.484 0.365 0.288 0.288 5.555 600 41 1.5 0.330 0.360 0.196 0.196 3.788 615 42 1.5 0.330 0.354 0.196 0.196 3.788 630 43 2.0 0.440 0.349 0.262 0.262 5.050 645 4/ 2.0 0.440 0.344 0.262 0.262 5.050 660 45 1.9 0.418 0.339 0.249 0.249 4.798 675 46 1.9 0.418 0.334 0.249 0.249 4.798 690 47 1.7 0.374 0.329 0.222 0.222 4.293 705 4E 1.8 0.396 0.324 0.236 0.236 4.545 720 45 2.5 0.550 0.319 0.327 0.327 6.313 735 50 2.6 0.572 0.315 0.340 0.340 6.565 750 51 2.8 0.616 0.310 0.366 0.366 7.070 765 52 2.9 0.638 0.305 0.379 0.379 7.323 780 53 3.4 0.748 0.301 0.445 0.447 8.634 795 54 3.4 0.748 0.296 0.445 0.452 8.722 810 55 2.3 0.506 0.292 0.301 0.301 5.808 825 56 2.3 0.506 0.287 0.301 0.301 5.808 840 57 2.7 0.594 0.283 0.353 0.353 6.818 855 58, 2.6 0.572 0.278 0.340 0.340 6.565 870 59 2.6 0.572 0.274 0.340 0.340 6.565 885 60 2.5 0.550 0.270 0.327 0.327 6.313 900 61 2.4 0.528 0.266 0.314 0.314 6.060 915 62 2.3 0.506 0.262 0.301 0.301 5.868 930 63 1.9 0.418 0.258 0.249 0.249 4.798 945 64 1.9 0.418 0.254 0.249 0.249 4.798 960 65 0.4 0.088 0.250 0.052 0.052 1.010 975 66 0.4 0.088 0.246 0.052 0.052 1.010 990 67 0.3 0.066 0.242 0.039 0.039 0.758 1005 68 0.3 0.066 0.239 0.039 0.039 0.758 1020 69 0.5 0.110 0.235 0.065 0.065 1.263 1035 70 0.5 0.110 0.232 0.065 0.065 1.263 1050 71 0.5 0.110 0.228 0.065 0.065 1.263 1065 72 0.4 0.088 0.225 0.052 0.052 1.010 1080 73 0.4 0.088 0.222 0.052 0.052 1.010 1095 74 0.4 0.088 0.218 0.052 0.052 1.010 1110 75 0.3 0.066 0.215 0.039 0.039 0.758 1125 76 0.2 0.044 0.212 0.026 0.026 0.505 1140 77 0.3 0.066 0.209 0.039 0.039 0.758 1155 78 0.4 0.088 0,206 0.052 0.052 1.010 1170 79 0.3 0.066 0.203 0.039 0.039 0.758 1185 80 0.2 0.044 0.201 0.026 0.026 0.505 1200 81 0.3 0.066 0.198 0.039 0.039 0.758 1215 82 0.3 0.066 0.195 0.039 0.039 0.758 1230 83 0.3 0.066 0.193 0.039 0.039 0.758 1245 84 0.2 0.044 0.191 0.026 0.026 0.505 1260 85 0.3 0.066 0.188 0.039 0.039 0.758 1275 86 0.2 0.044 0.186 0.026 0.026 0.505 1290 87 0.3 0.066 0.184 0.039 0.039 0.758 1305 88 0.2 0.044 0.182 0.026 0.026 0.505 1320 89 0.3 0.066 0.180 0.039 0.039 0.758 1335 90 0.2 0.044 0.179 0.026 0.026 0.505 1350 91 0.2 0.044 0.177 0.026 0.026 0.505 1365 92 0.2 0.044 0.176 0.026 0.026 0.505 1380 93 0.2 0.044 0.175 0.026 0.026 0.505 1395 94 0.2 0.044 0.173 0.026 0.026 0.505 1410 95 0.2 0.044 0.173 0.026 0.026 0.505 1425 96 0.2 0.044 0.172 0.026 0.026 0.505 1440 13.093 EFFECTIVE RAIN (IN) = 3.273 FLOOD VOLUME = 5.26 AC-FT 229,326 CF t Synthetic Unit Hydrograph 24 -Hour, 100 -Year Watershed Area No. 3 10.0 9.0 8.0 – 7.0 w 6.0 - 3 5.0 — �° 4.0 3.0 L-1 2.0 — 1.0 — 0.0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) DRAINAGE REPORT FOR . TRACT 31732 - MIRA SOL CITY OF LA QUINTA M • era./ �I ��� iI / ��,.�,� * •. -. I { 7123�ds -JUNE 2005 PREPARED FOR: KB HOME 12235 EL CAMINO REAL, SUITE 100 SAN DIEGO, CALIFORNIA 92130 -2006 PREPARED, By �... -- MDS CONSULTING 78 -900 AVENUE 47, SUITE 208 LA QUINTA, CA 92253 Olt 4 Drainage Report Amended Tract No. 31732 - Prado De/ Sol CITY OF LA QUINTA, STATE OF CALIFORNIA TRA .SITE CT 2 AVENUE 60 AVENUE 61 AVENUE 62 VICNDTY MAP NOT TO SCALE 'M M 0 R S E 78 -900 Avenue 47, Suite 208 D La Quinta, CA 92253 W K I C H Z 86 Voice: 760 - 771 -4013 S C AIRPORT BOULEVARD FAX: 760 - 771 -4073 TRA .SITE CT 2 AVENUE 60 AVENUE 61 AVENUE 62 VICNDTY MAP NOT TO SCALE 'M M 0 R S E 78 -900 Avenue 47, Suite 208 D 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. 0 FELDR NI SPERAN EXP. DA E. 6/30/06 R.C.E. 5524 �J a DRAINAGE REPORT FOR AMENDED. TRACT NO. 31732 PRADO DEL SOL TABLE OF CONTENTS UNIT HYDROGRAPHS RETENTION BASIN CALCULATIONS 1 2 100-YEAR STORM HYDROLOGY CALCULATIONS 3 10 -YEAR. STORM HYDROLOGY CALCULATIONS 4 STREET CAPACITY /CATCH BASIN SIZING CALCULATIONS CATCH BASIN /GRATE INLET CALCULATIONS STORM DRAIN PIPE HYDRAULIC CALCULATIONS HYDROLOGY MAP UNIT HYDROLGRAPH-MAP • 5 6 7 0 Project Descril2 ion The purpose of this report is to demonstrate that the p roposed onsite retention basin and street are more than. adequate to protect the proposed development from a 100 -year storm event. One hundred and -ninety -seven (197) single4amily residential lots are proposed on this 47.8 -acre site located in the city of La Quinta. The project site is bounded by Avenue 60, Mbnroe Street, Tentative Tract. 31732 (residential site), and open area to the north, west, south, and east, respectively.. 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. Street and alley flow capacities were analyzed using Manning's Equation for open channel flow.- Design Criteria The following: parameters were used: ➢ ➢ Mannirig's "U" Soil Group ➢ Antecedent Moisture Condition ' ➢ Impervious Fraction Low Loss Rate ➢ Runoff Index ➢ Slope of Intensity Duration Curve ➢ 2-year —.1 -hour precipitation ➢ .100 -year. 1 -hour precipitation ➢ -2- year.— 3 -hour precipitation 100 -year 3 -hour precipitation 2 -year - 6 =hour precipitation ➢ 100 -year — 6 -hour precipitation 2- year. --24 -hour precipitation ➢ 100 -year - 24 -hour precipitation G: \446 \12 \GEN \DESCR0. DOC 0.20 A III 0.45 0.8.0 32 0.58. 6.76 1:60 0.70. 2.20 1.00 2.50. 1.40 4.50 ADS CONSULTING Job No:�' CANNERS • ENGINEERS • SURVEYORS 7320- Redhill Avenue, Suite 350 By: vine, CA 92614 Date: • ' SHT OF I� i N �. MDS CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Job No: m Date- MD•S -CONSULTING— PLANNERS • ENGINEERS *SURVEYORS 17320 Redhill Avenue, Suite 350 �e, CA 92614 �lN � l 1*0, 1"71 6f Job No: By: 140 (0 Date: SHL-2 —� OF • ; , 1�/i�41 oA 14) 0 hl \0 � � Z W1,UlM —= -(� , c 0 � (f C lill Q.C'-�t) CITY OF LA QUINTA, CALIFORNIA - HYDROLOGY REPORT INDEX 8/3/2006 Tract No. RTSN Description Report Type & Prepared By Contents Project Area (Acres) Retention Basin # Max. Area (Acres) Volume (Acre /Ft.) WS 100 Depth (Feet) Perculation Channel Drainage Overflow Location 30023 7634 Trilogy at La Quinta Preliminary Hydrology Report / Prepared 10/10/02 Vicinity Map / Rational Method Calculations 100 -Year Storm / Rational Method by Mainiero, Smith & Assoc. for Shae Homes Calculations 10 -Year Storm / Catch Basin Charts & Overland Flow Calculations 'County Approved Storm Drain Analysis / Synthetic Unit Hydrograph Calculations / Preliminary Sewage Disposal Feasibility Study / Rational Method Hydrology Map / Unit ' Hydrograph Hydrology Map / Storm Drain Plans 30023 -4 Terrace Lots Perimeter Revised Hydrology Report / Prepared 5/11/05 Revised Terrace Lot Perimeter Drainage Channel Hydrology Exhibit - Map Drainage Channel at The by MSA Consulting for Shae Homes ' Trilogy at La Quinta 30023 -6 7634 Trilogy at Coral Mountain Hydrology & Hydraulics Report / Prepared 2/16/05 Existing Conditions by MSA Consulting for Shea Homes JHydrology Requirements Hydrologic & Hydraulic Methods ' Proposed Flood Control Improvements Results / Conclusion Attachments: Vicinity Map / Rational Method Calculations, 100 -Year Storm Rational Method Calculations 10 -Year Storm/ Street Capacity Chart Catch Basin Capacity Charts/ Overland Channel Calculations Storm Drain Analysis & Storm Drain Plans Rational Method Hydrology Maps (reference only) Unit Hydrograph Maps (reference only) ' 31116 7519 Centre Pointe at SE corner of Hydraulics Report / Prepared 2/14/05 by MSA Depth,of Flow Calculations Washington St. & Miles Ave. Consulting, Inc.'for Centre Pointe, LLC Catch Basin Capacity Charts ' Storm CAD Analysis ' Storm Drain Plans 31116 7519 Centre Pointe at SE corner of Hydraulics Report / Prepared 9/1.5/04 by MSA FEMA Ma Washington St. & Miles Ave. Consulting, Inc. for Centre Pointe, LLC Short -cut Synthetic Unit Hydrograph Calculations for Existing Runoff Conditions Approved w/ Rough Grading Plan 11/4/04 Existing Conditions - Rational Method (10 & 100 Year Storm) ' Proposed Conditions - Rational Method (10 & 100 Year Storm) CVWD Letter dated 2/20/04 Existing Hydrology Map Proposed Hydrology Map Rough Grading Plan, dated 11 /4/04 City of LQ Plan Set No. 044131 ' 31249 7628 Village at Coral Mountain Hydrology & Hydraulics Report & Retention Basin Vicinity Ma / Storage H drogra hs for Retention Basins A thru E 24Hr/100 -Ye- 35 A Design / Prepared 10/6/05 by GVE for 3Hr /100 -Year & 6Hr /100 -Year / Catch Basin Designs / Street Capacity / B Ehline Development Company Storm Drain Design C ' D E 31681 Andalusia @ Coral Mountain Hydrology Study /Hydraulic Calculations Supplement Hydrology Study /Hydraulic Calculations Supplement Prepared 1/12/05 by Ludwig Drainage Study Calculations of 11/6/04 Drainage Study Calculations of 11/6/04 Engineering/ Plan Check No. Geotechnical Engineering Report JGeotechnical Engineering Report 5111 31732 >,'; '•, Palizada Drainage Report/ Prepared July 2006 Unit Hydrographs 47.8 1 by MDS Consulting for KB Home Coastal Retention Basin Calculations 2 100 -Year Storm Hydrology Calculations ' 10 -Year Storm Hydrology Calculations Street Capacity/Catch Basin Sizing Calculations Catch Basin /Grate'Inlet Calculations Storm Drain Pipe Hydraulic Calculations ' Hydrology Map /Unit Hydrolgraph Map 31733 Monte Vista Drainage Report / Prepared August 2005 'Retention Basin 37 L 0.71 2.46 5 Double Ring for KB Home On- site /Off -site Hydrology Calculation M 0.35 1.16 4 Double Ring Unit Hydrograph N 0.47 0.668 3 Double Ring ' Street Capacity /Catch Basin Calculation 0 0.53 1.5289 3.5 Double Ring Storm Drain Pipe Hydraulics ' r CITY OF LA QUINTA, CALIFORNIA - HYDROLOGY REPORT INDEX 8/3/2006 Hydrology Map Project No. 16427.79 31874 Carmela Hydrology & Hydraulics Report Prepared 6/6105 by Purpose & Scope Design Criteria / Summary of Calculations / Retention Basin 40 1 0.72 3.07. 6 Maxwell IV The Keith Companies TKC for Taylor Woodrow Calculations - Synthetic Unit Hydrograph 100 -Year & Nuisance Water Sandfilter Homes Calculations / Rational Method Calculations 100 -Year / Rational Method ' .Calculations 10 -Year / Catch Basin Design Storm Drain Pipe Design 32398 Hydrology & Hydraulics Report / Prepared 5/11/05 Basin Storage Capacity /Unit Hydrograph Method Hydrology Calculation Basins by MDS for Schumacher Interests //1.9/ Mainline Rational Method Hydrology Calculation/ Catch Basin Rational Method Hydrology Calculation /Hydraulic Calculations street, catch basin and storm drain/Hydrograph Hydrology,'Mainline Hydrology & Catch Basin Maps 32879 7615 Griffin Ranch Storm Drain Hydraulics Report / Prepared 5/10/05 RCFC & WCD 100 -Year - 1 Hour Precipitation Isohyetal Map 193 by MSA Consulting for TransWest Housing Storm Drain Hydraulics Analysis and Calculations Plan Check No. 05137 ' 32879 7615 Griffin Ranch Hydrology Report / Prepared 5/2/05 by MSA Retention Basin Volume Calculations 193 1 3.455 14.07' 4.9 Maxwell Plus No Consulting for TransWest Housing Street Flow Depth Calculations - 2A 3.643 15.88 5 Maxwell Plus No Catch Basin Capacity Calculations 2B 0.277 0.94 4.6 Maxwell Plus No ' Sand Filter Calculations Synthetic Unit Hydrograph Shortcut Method Calculations ' Rational Method Analysis 100 -Year Rational Method Analysis. 10 -Year Vicinity Map /FEMA Map /Soil Survey Map ' RCFC & WCD Hydrology Manual Reference Plates Hydrology Maps Plan Check No. 05138 ' Watermark Villas Preliminary Hydrology Study / Prepared 4/26/04 by Stormwater Runoff Volume Computation for Basin Sizing /Sizing Stormdrain 20 FOMOTOR Engineering for Watermark Villas Pipe System / Drainage Calculations / Pipe Sizing Calculations / ' Plan Check No. 04074 Sandal Beach Project Preliminary Geotechnical Investigation / Prepared Proposed Construction / Field Investigation & Lab Testing / Site Geotechnical 5/12/04 by Medall Aragon Geotechnical for Conditions /.Engineering Geologic Analysis / Conclusions & Recommendations ' Schumacher Interests, Inc./ Plan Check No. 05148 • • • 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 05/17/06 File: 62800a1100.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 --------------------------------------------------------------------- Amended Unit Hydrograph for Basin no.1 of Tract 31732 1 -hour duration -------------------------- 11 Drainage Area = 28.37(Ac.) 0.044 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 28.37(Ac.) _ Mi. Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.265 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 14.90(Ft.) Slope along watercourse = 56.1943 Ft. /Mi. Average Manning's 'N' = 0.200 Lag time = 0.682 Hr. Lag time = 40.94 Min. 25% of lag time = 10.24'Min. 40% of lag time = 16.38 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2]. weighting [1 *2] 28.37 6.76 191.78 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] weighting [1 *2] 28.37 1.60 45.39 STORM EVENT (YEAR) 100.00 Area Averaged 2 -Year Rainfall = 6.760(In) Area Averaged 100 -Year Rainfall = 1.600(In) Point rain (area averaged) = 1.600(In) Areal adjustment factor = 99.97 % 880.00(Ft.) 0.167 Mi. 0.044 Sq. Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------- = ---------------------------------------- - - - - -- Adjusted average point rain = Sub -Area Data: 1.600(In) a p h Area(Ac.) Runoff Index Impervious % DESERT S -Curve 28.370 32.00 0.450 Unit Hydrograph Data Total Area Entered = 28.37(Ac.) --------------------------------------------------------------------- Unit time period RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F (hrs) AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) (CFS) 32.0 52.0 0.552 0.450 0.328 1.000 0.328 0.537 0.154 Sum (F) = 0.328 24.424 Area averaged mean soil loss (F) (In /Hr) = 0.328 3 0.250 Minimum soil loss rate ((In /Hr)) = 0.164 0.713 4 (for 24 hour storm duration) 48.848 3.492 0.998 Soil low loss rate (decimal) = 0.800 61.060 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------- = ---------------------------------------- - - - - -- 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 12.212 0.537 0.154 2 0.167 24.424 1.540 0.440 3 0.250 36.636 2.495 0.713 4 0.333 48.848 3.492 0.998 5 0.417 61.060 5.623 1.608 6 0.500 73.272 9.624 2.752 7 0.583 85.484 11.716 3.350 8 0.667 97.696 9.555 2.732 9 0.750 109.908 7.369 2.107 10 0.833 122.121 5.861 1.676 11 0.917 134.333 4.470 1.278 12 1.000 146.545 3.674 1.050 13 1.083 158.757 3.168 0.906 14 1.167 170.969 2.825 0.808 15 1.250 183.181 2.400 0.686 16 1.333 195,.393 2.145 0.613 17 1.417 207.605 1.972 0.564 18 1.500 219.817 1.643 0.470 19 1.583 232.029 1.563 0.447 20 1.667 244.241 1.345 0.385 21 1.750 256.453 1.298 0.371 22 1.833 268.665 1.189 0.340 23 1.917" 280.877 1.150 0.329 24 2.000 293.089 1.003 0.287 25 2.083 305.301 0.954 0.273 26 2.167 317.513 0.772 0.221 27 2.250 329.725 0.729 0.208 28 2.333 341.938 0.693 0.198 29 2.417 354.150 0.678 0.194 30 2.500 366.362 0.607 0.174 31 2.583 378.574 0.584 0.167 32 2.667 390.786 0.550 0.157 33 2.750 402.998 0.534 0.153 34 2.833 415.210 0.450 0.129 35 2.917 427.422 0.415 0.119 36 3.000 439.634 0.415 0.119 37 3.083 451.846 0.414 0.118 38 3.167 464.058 0.353 0.101 39 40 3.250 3.333 476.270 488.482 0.318 0.318 0.091 0.091 41 3.417 500.694 0.317 0.091 42 3.500 512.906 0.263 0.075 43 3.583 525.118 0.220 0.063 44 3.667 537.330 0.220 0.063 45 3.750 549.542 0.220 0.063 46 3.833 561.755 0.175 0.050 47 3.917 573.967 0.122 0.035 48 4.000 586.179 0.122 0.035 49 4.083 598.391 0.122 0.035 50 4.167 610.603 0.131 0.038 51 4.250 622.815 0.146 0.042 52 4.333 635.027 0.147 0.042 53 4.417 647.239 0.147 0.042 54 4.500 659.451 0.147 0.042 55 4.583 671.663 0.147 0.042 56 4.667 683.875 0.147 0.042 57 4.750 696.087 0.147 0.042 58 4.833 708.299 0.130 0.037 59 4.917 720.511 0.080 0.023 60 5.000 732.723 0.076 0.022 61 5.083 744.935 0.076 0.022 62 5.167 757.147 0.076 0.022 63' 5.250 769.359 0.076 0.022 64 5.333 781.571 0.105 0.030 ----------------------------------------------------------------------- Sum = 100.000 Sum= 28.592 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low. (In /Hr) 1 0.08 3.60 0.691 0.328 - -- 0.36 2 0.17 4.20 0.806 0.328 - -- 0.48 3 0.25 4.40 0.845 0.328 - -- 0.52 4 0.33 4.60 0.883 0.328 - -- 0.55 5 0.42 5.00 0.960 0.328 - -- 0.63 6 0.50 5.60 1.075 0.328 - -- 0.75 7 0.58 6.40 1.228 0.328 - -- 0.90 8 0.67 8.10 1.555 0.328 - -- 1.23 9 0.75 13.10 2.515 0.328 - -- 2.19 10 0.83 34.50 6.622 0.328 - -- 6.29 11 0.92 6.70 1.286 0.328 - -- 0.96 12 1.00 3.80 0.729 0.328 - -- 0.40 Sum = 100.0 Sum = 15.3 Flood volume = Effective rainfall 1.27(In) times area 28.4(Ac.) /[(In) /(Ft.)] = 3.0(Ac.Ft) Total soil loss = 0.33(In) Total soil loss = 0.776(Ac.Ft) Total rainfall = 1.60(In) Flood volume = 130931.3 Cubic Feet Total soil loss = 33799.3 Cubic Feet -------------------------------------------------------------------- Peak --------------------------------------------------------------------- flow rate of this hydrograph = 37.538(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - 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 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0004 0.06 Q ' 0 +10 0.0020 0.23 Q �Q Q Q V V V Q Q �Q Q Q T_ V Q V V V V Q 0 +15 0.0058 0.55 Q 0 +20 0.0128 1.02 VQ 0 +25 0.0250 1.77 VQ 0 +30 0.0461 3.07 V Q 0 +35 0.0794 4.83 IV Q 0 +40 0.1253 6.66 IV Q 0 +45 0.1846 8.61 I V Q 0 +50 0.2640 11.53 I V 0 +55 0.3687 15.20 V 1+ 0 0.4986 18.87 V 1+ 5 0.6560 22.85 V 1 +10 0.8527 28.57 1 +15 ,1.0979 35.59 1 +20 1.3564 37.54 1 +25 1.5767 31.99 1 +30 1.7540 25.74 1 +35 1.8960 20.63 1 +40 2.0093 16.45 1 +45 2.1039 13.73 1 +50 2.1855 11.85 1 +55 2.2575 10.46 �. 2+ 0 2.3204 9.14 Q 2+ 5 2.3767 8.17 Q 2 +10 2.4275 7.37 Q 2 +15 2.4721 6.47 Q 2 +20 2.5131 5.96 Q 2 +25 2.5499 5.35 Q 2 +30 2.5844 5.01 I Q 2 +35 2.6162 4.62 Q 2 +40 2.6460 4.32 Q 2 +45 2.6728 3.90 Q 2 +50 2.6975 3.59 Q 2 +55 2.7192 3.15 Q 3+ 0 2.7394 2.94 Q 3+ 5 2.7585 2.77 Q 3 +10 2.7767 2.64 I.Q 3 +15 2.7934 2.43 Q 3 +20 2.8093 2.30 Q 3 +25 2.8241 2.16 I•Q 3 +30 2.8381 2.03 'I Q 3 +35 2.8507 1.82 IQ 3 +40 2.8624 1.70 IQ 3 +45 2.8736 1.63 IQ 3 +50 2.8843 1.55 IQ ' 3 +55 2.8938 1.39 IQ 4+ 0 2.9026 1.27 IQ 4+ 5 2.9109 1.21' IQ ;4 +10 2.9187 1.14 IQ 4 +15 2.9256 1.00 Q 4 +20 2.9317 0.89 Q 4 +25 2.9375 0.84 Q 4 +30 2.9430 0.79 Q _ 4 +35 2.9477 0.69 Q 4 +40 2.9517 0.'58 Q 4 +45 2.9557 0.57 Q 4 +50 2.9596 0.57 Q 4 +55 2.9637 0.59 Q 5+ 0 2.9679 0.61. Q 5+ 5 2.9721 0.61 Q 5 +10 2.9763 0.60 Q 5 +15 2.9803 0.59 Q 5 +20 2.9842 0.57 Q 5 +25 2.9880 0.55 Q 5 +30 2.9915 0.51 Q 5 +35 2.9945 0.43 Q 5 +40 2.9967 0.33 Q �Q Q Q V V V Q Q �Q Q Q T_ V Q V V V V Q i I . Q Q I T T V V V V V V V V V V V V V V V V V V V V V V V V V V V .V V V V V V V V V V V V V V V V V 5 +45 2.9987 0.29 Q VI 5 +50 3.0006 0.27 Q ( I I vi 5 +55 3.0023 0.25 Q I VI 6+ 0 3.0039 0.23 Q I I I vI 6+ 5 3.0054 0.22 Q I ( I vI 6 +10 3.0057 0.04 Q I I VI 6 +15 3.0058 0.01 Q I I I VI • • Mi. 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 05/17/06 File: 62800a3100.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 --------------------------------------------------------------------- Amended Unit Hydrograph for Basin no.l of Tract 31732 3 -hour duration -------- ---- - --- --- --_---------------------------------- Drainage - Area -= ------ 28.37 Ac.) 0.044 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 28.37(Ac.) _ Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.265 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 14.90(Ft.) Slope along watercourse = 56.1943 Ft. /Mi. Average Manning's 'N' = 0.200 Lag time = 0.682 Hr. Lag time = 40.94 Min. 25% of lag time = 10.24 Min. 40% of lag time = 116.38 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] 28.37 0.70 19.86 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 28.37 2.20 62.41 • 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 = 99.99.% 880.00(Ft.) 0.167 Mi. 0.044 Sq. Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 28.370 32.00 0.450 Total Area Entered = 28.37(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52'.0 0.552 0.450 0.328 1.000 0.328 Sum (F) = 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr)) = 0.164 (for 24 hour storm duration) Soil low loss rate (decimal) = --------------------------------------------------------------------- 0.800 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 12.212 0.537 0.154 2 0.167 24.424 1.540 0.440 3 0.250 36.636 2.495 0.713 4 0.333 48.848 3.492 0.998 • 5 0.417 61.060 5.623 1.608 6 0.500 73.272 9.624 2.752 7 0.583 85.484 11.716 3.350 8 0.667 97.696 9.555 2.732 9 0.750 109.908 7.369 2.107 10 0.833 122.121 5.861 1.676 11 0.917 134.333 4.470 1.278 12 1.000 146.545 3.674 1.050 13 1.083 158.757 3.168 0.906 14 1.167 170.969 2.825 0.808 15 1.250 183.181 2.400 0.686 16 1.333 195.393 2.145 0.613 17 1.417 207.605 1.972 0.564 18 1.500 219.817 1.643 0.470 19 1.583 232.029 1.563 0.447 20 1.667 244.241 1.345 0.385 21 1.750 256.453 1.298 0.371 22 1.833 268.665 1.189 0.340 23 1.917 280.877 1.150 0.329 24 2.000 293.089 1.003 0.287 25 2.083 305.301 0.954 0.273 26 2.167 317.513 0.772 0.221 27 2.250 329.725 0.729 0.208 28 2.333 341.938 0.693 0.198 29 2.417 354.150 0.678 0.194 30 2.500 366.362 0.607 0.174 31 - 2.583 378.574 0.584 0.167 32 2.667 390.786 0.550 0.157 33 2.750 402.998 0.534 0.153 34 2.833 415.210 0.450 0.129 35 2.917, 427.422 0.415 0.119 36 3.000 439.634 0.415 0.119 37 3.083 451.846 0.414 0.118 38 3.167 464.058 0.353 0.101 39 3.250 416.270 0.318 0.091. 40 3.333 488.482 0.318 0.091 • • • 41 3.417 500.694 0.317 0.091 42 .3.500 512.906 0.263 0.075 43 3.583 525.118 0.220 0.063 44 3.667 537.330 0.220 0.063 45 3.750 549.542 0.220 0.063 46 3.833 561.755 0.175 0.050 47 3.917 573.967 0.122 0.035 48 4.000 586.179 0.122 0.035 49 4.083 598.391 0.122 0.035 50 4.167 610.603 0.131 0.038 51 4.250 622.815 0.146 0.042 52 4.333 635.027 0.147 0.042 53 4.417 647.239 0.147 0.042 54 4.500 659.451 0.147 0.042 55 4.583 671.663 0.147 0.042 56 4.667 683.875 0.147 0.042 57 4.750 696.087 0.147 0.042 58 4.833 708.299 0.130 0.037 59 4.917 720.511 0.080 0.023 60 5.000 732.723 0.076 0.022 61 5.083 744.935 0.076 0.022 62 5.167. 757.147 0.076 0.022 63 5.250 769.359 0.076 0.022 64 5.333 781.571 0.105 0.030 ----------------------------------------------------------------------- Sum = 100.000 Sum= 28.592 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 0.328 - -- 0.01 2 0.17 1.30 0.343 0.328 - -- 0.01 3 0.25 1.10 0.290 0.328 0.232 0.06 4 0.33 1.50 0.396 0.328 - -- 0.07 5 0.42 1.50 0.396 0.328 - -- 0.07 6 0.50, 1.80 0.475 0.328 - -- 0.15 7 0.58 1.50 0.396 0.328 - -- 0 .07 8 0.67 1.80 0.475 0.328 - -- 0.15 9 0.75 1.80 0.475 0.328 - -- 0.15 10 0.83 1.50 0.396 0.328 - -- 0.07 11 0.92 1.60 0.422 0.328 - -- 0.09 12 1.00 1.80 0.475 0.328 - -- 0.15 13 1.08 2.20 0.581 0.328 - -- 0.25 14 1.17 2.20 0.581 0.328 - -- 0.25 15 1.25 2.20 0.581 0.328 - -- 0.25 16 1.33 2.00 0.528 0.328 - -- 0.20 17 1.42 2.60 0.686 0.328 - -- 0.36 18 1.50 2.70 0.713 0.328 - -- 0.38 19 1.58 2.40 0.634 0.328 - -- 0.31 20 1.67 2.70 0.713 0.328 - -- 0.38 21 1.75 3.30 0.871 0.328 - -- 0.54 22 1.83 3.10 0.818 0.328 - -- 0.49 23 1.92 2.90 0.766 0.328 - -- 0.44 24 2.00 3.00 0.792 0.328 - -- 0.46 25 2.08 3.10 0.818 0.328 - -- 0.49 26 2.17 4.20 1.109 0.328 - -- 0.78 27 2.25 5.00 1.320 0.328 - -- 0.99 28 2.33 3.50 0.924 0.328 - -- 0.60 29 2.42 6.80 1.795 0.328 - -- 1.47. 30 2.50 7.30 1.927 0.328 - -- 1.60 31 2.58 8.20 2.165 0.328 - -- 1.84 32 2.67 5.90 1.557 0.328 - -- 1.23 33 2.75 2.00 0.528 0.328 - -- 0.20 34 2.83 1.80 0.475 0.328 - -- 0.15 35 2.92 1.80 0.475 0.328 - -- 0.15 36 3.00 0.60 0.158 -- 0.328 0.127 0.03 Sum = 100.0 Sum = 14.9 Flood volume = Effective rainfall 1.24(In) times area 28.4(Ac.) /[(In) /(Ft.)) = 2.9(Ac.Ft) Total soil loss = 0.96(In) Total soil loss = 2.269(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 127689.3 Cubic Feet Total soil loss = 98845.4 Cubic Feet ----------------------7--------------------------------------------- Peak flow rate of this hydrograph = 23.836(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 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q 0 +10 0.0001 0.01 Q 0 +15 0.0003 0.03 Q 0 +20 0.0007 0.06 Q 0 +25 0.0015 0.12 Q 0 +30 0.0031 0.22 Q 0 +35 0.0056 0.38 Q 0 +40 0.0097 0.58 Q 0 +45 0.0155 0.84 VQ 0 +50 0.0232 1.11 VQ ' 0 +55 0.0327 1.39 VQ 1+ 0 0.0440 1.63 V Q 1+ 5 0.0568 1.87 V Q 1 +10 0.0716 2.14 V Q 1 +15 0.0876 2.33 IV Q 1 +20 0.1049 2.51 IV Q 1 +25 0.1246 2.86 IV Q 1 +30 0:1480 3.40 I V Q 1 +35 0.1754 3.99 I V Q 1 +40 0.2064 4.50 I V Q 1 +45 0.2407 4.98 I V Q 1 +50 0.2793 5.60 I V Q 1 +55 0.3228 6.31 I V Q 2+ 0 0.3704 6.92 I V QI 2+ 5 0.4223 7.53 I V Q 2 +10 0.4799 8.36 I V IQ 2 +15 0.5434 9.23 I V I Q 2 +20 0.6120 9.95 I V I Q 2 +25 0.6860 10.74 I VI Q I I I 2 +30 0.7682 11.94 I V Q I I 2 +35 0.8629 13.75 I IV Q I I 2 +40 0.9728 15.95 I I V IQ I Ik 2 +45 1.0963 17.92 I I V I Q I 2 +50 1.2339 19.98 I I V I Q I 2 +55 1.3877 22.34 I I V I QI 3+ 0 1.5519 23.84 I I IV IQ I 3+ 5 1.7135 23.47 I I I V IQ 3 +10 1.8577 20.94 I I I V Q I 3 +15 3 +20 1.9785 2.0795 17.53 .14.66 I I QI Q V V I 3 +25 2.1643 12.32 I I Q I VI 3 +30 2.2362 10.43 Q 3 +35 2.2982 9.00 I I Q I IV 3 +40 2.3525 7.89 I Q I I V 3 +45 2.4007 6.99 I QI I I V 3 +50 2.4434 6.21 I Q I I I V 3 +55 2.4820 5.61 Q V 4+ 0. 2.5168 5.05 Q ` V 4+ 5 2.5485 4.60 Q V 4 +10 2.5775 4.21 Q V 4 +15 2.6042 3.88 Q V 4 +20 2.6288 3.57 Q �. V 4 +25 2.6516 3.31 Q I I V 4 +30 2.6725 3.03 Q I ( V 4 +35 2..6915 2.77 I Q I V - 4 +40 2.7090 2.53 I Q V 4 +45 2.7252 2.35 I Q I I V 4 +50 2.7403 2.20 I Q V 4 +55 2.7545 2.06 Q I V 5+ 0 2.7677 1.92 I Q I V 5+ 5 2.7801 1.80 I Q I I V 5 +10 2.7917 1.68 Q I V 5 +15 2.8025 1.56 I Q I V 5 +20 2.8124 1.44 IQ I I V 5 +25 2.8216 1.35 IQ V 5 +30 2.8304 1.27 IQ I I I V I 5 +35 2.8385 1.18 IQ I I I V I =5 +40 2.8460 1.09 IQ I I V I 5 +45 2.8530 1.01 IQ I I I V I 5 +50 2.8595 0.95 IQ I I I VI 5 +55 2.8656 0.88 IQ I I VI 6+ 0 2.8711 0.80 IQ I I I VI. 6+ 5 2.8761 0.73 Q I I I VI 6 +10 2.8808 0.68 Q I I I VI 6 +15 2.8851 0.63 Q I I I VI �. 6 +20 2.8891 0.57 Q I I I VI 6 +25 2.8926 0.52 Q I I I VI 6 +30 2.8960 0.49 Q I I I VI 6 +35 2.8993 0.48 Q I I I VI 6 +40 2.9026 0.47 Q I I I VI 6 +45 2.9058 0.47 Q I I I VI 6 +50 2.9089 0.45` Q I I I VI 6 +55 2.9120 0.44 Q I I I VI 7+ 0 2.9148 0.42 Q, I I I VI 7+ 5 2.9175 0.39 Q I I I VI 7 +10 2.9199 0.36 Q I I I VI 7 +15 2.9221 0.32 Q I I I VI 7 +20 2.9240 0.28 Q I I I VI 7 +25 2.9257 0..23 Q I I I VI 7 +30 2.9270 0.20 Q I I I VI 7 +35 2.9282 0.17 Q I I .I VI 7 +40 2.9293 0.16 Q I I I VI 7 +45 2.9302 0.13 Q I I I VI 7 +50 2.9308 0.09 Q I I .I VI 7 +55 2.9312 0.05 Q. I I I VI 8+ 0 2.9312 0.01 Q I I I VI 8+ 5 2.9313 0.01 Q I I I VI 8 +10 2.9313„ 0.01 Q I I I VI 8 +15 ----------------------------------------------------------------------- 2.9313 0.00 Q I I I• 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 7.01 Study date 05/17/06 File: 62800a6100.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 ----------------------------=--------------------------------------- Amended Unit Hydrograph for Basin no.l of Tract 31732 6 -hour duration ------------- - ------------ ----------------------------------------- - Drainage Area = 28.37(Ac.) 0.044 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 28.37(Ac.) _ Mi. Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = 880.00(Ft.) Length along longest watercourse = 0.265 Mi. Length along longest watercourse measured to centroid = 0.167 Mi. Difference in elevation = 14.90(Ft.) Slope along watercourse = 56.1943 Ft. /Mi. Average Manning's 'N' = 0.200 Lag time = 0.682 Hr. Lag time = 40.94 Min. 25% of lag time = 10.24 Min. 40% of lag time = 16.38-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) 28.37 1.00 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2) 28.37 2.50 J Weighting[1 *2) 28.37 Weighting[1 *2) 70.92 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 = 99.99 % I 0.044 Sq Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 28.370 32.00 0.450 Total Area Entered = 28..37(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.450 0.328 1.000 0.328 Sum (F) = 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr)) = 0.164 (for 24 hour storm duration) Soil low.loss rate ---------------------------------------------------------------------- (decimal) = 0.800 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 12.212 0.537 0.154 2 0.167 24.424 1.540 0.440 3 0.250 36.636 2.495 0.713 4 0.333 5 0.417 48:848 61.060. 3.492 5.623 0.998 1.608 6 0.500. 73.272 9.624 2.752 7 0.583 85.484 11.716 3.350 8 0.667 97.696 9.555 2.732 9 0.750 109:908 7.369 2.107 10 0.833 122.121 5.861 1.676 11 0.917 134.333 4.470 1.278 12 1.000 146.545 3.674 1.050 13 1.083 158.757 3.168 0.906 14 1.167 170.969 2.825 0.808 15 1.250 183.181 2.400 0.686 16 1.333 195.393 2.145 0.613 17 1.417 207.605 1.972 0.564 18 1.500 219.817 1.643 0.470 19 1.583 232.029 1.563 0.447 20 1.667 244.241 1.345 0.385 21 1.750 256.453 1.298 0.371 22 1.833 268.665 1.189 0.3.40 23 1.917 280.877 1.150 0.329 24 2.000 293.089 1.003 0.287 25 2.083 305.301 0.954 0.273 26 2.167 317.513 0.772 0.221 27 2.250 329.725 0.729 0.208 28 2.333 341.938 0.693 0.198 29 2.417 354.150 0.678 0.194 30 2.500 366.362 0.607' 0.174 31 2.583 378.574 0.584 0.167 32 2.667 390.786 0.550 0.157 33 2.750 34 2.833 402.998 415.210 0.534 0.450 0.153 0.129 35 2.917 427.422 0.415 0.119 36 3.000 439:634 0.415 0.119 37 3.083 451.846 0.414 0.118 38 3.167 464.058 0.353 0.101 39 3.250 476.270 0.318 0.091 40 3.333 488.482 0.318 0.091 41 3.417 500.694 0.317 0.091 42 3.500 512.906 0.263 0.075 43 3.583 525.118 0.220 0.063 44 3.667 537.330 0.220 0.063 45 3.750 549.542 0.220 0.063 46 3.833 561.755 0.175 0.050 47 3.917 573.967 0.122 0.035 48 4.000 586.179 0.122 0.035 49 4.083 598.391 0.122 0.035 50 4.167 610.603 0.131 0.038- 51 4.250 622.815 0.146 0.042 52 4.333 635.027 0.147 0.042 53 4.417 647.239 0.147 0.042 54 4.500 659.451 0.147 0.042 55 4.583 671.663 0.147 0.042 ' 56 4.667 683..875 0.147 0.042 57 4.750 696.087 0.147 0.042 58 4.833 708.299 0.130 0.037 59 4.917 720.511 0.080. 0.023 60 5.000 732.723 0.076 0.022 61 5.083 744.935 0.076 0.022 62 5.167 757.147 0.076 0.022 63 5.250 769.359 0.076 0.022 64 5.333 781.571 0.105 0.030 -------------- -------------------------------------------------------- Sum = 100.000 Sum= 28.592 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 0.328 0.120 0.03 2 0.17 0.60 0.180 0.328 0.144 0.04 3 0.25 0.60 0.180 0.328 0.144 0.04 4 0.33 0.60 0.180 0.328 0.144 0.04 5 0.42 0.60 0.180 0.328 0.144 0.04 6 0.50 0.70 0.210 0.328 0.168 0.04 7 0.58 0.70 0.210 0.328 0.168 0.04 8 0.67 0.70 0.210 0.328 0.168 0.04 9 0.75 0.70 0.210 0.328 0.168 0.04 10 0.83 0.70 0.210 0.328 0.168 0.04 11 0.92 0.70 0.210 0.328 0.168 0.04 12 1.00 0.80 0.240 0.328 0.192 0.05 13 1.08 0.80 0.240 0.328 0.192 0.05 14 1.17 0.80 0.240 0.328 0.192 0.05 15 1.25 0.80 0.240 0.328 0.192 0.05 16 1.33 0.80 0.240 0.328 0.192 0.05 17 1.42 0.80 0.240 0.328 0.192 0.05 18 1.50 0.80 0.240 0.328 0.192 0.05 19 1.58 0.80 0.240 0.328 .0.192 0.05 20 1.67 0.80 0.240 0.328 0.192 0.05 21 1.75 0.80 0.240 0.328 0.192 0.05. 22 1.83 0.80 0.240 0.328 0.192 0.05 23 1.92 0.80 0.240 0.328 0.192 0.05 24 2.00 0.90 0.270 0.328 0.216 0.05 25 2.08 0.80 0.240 0.328 0.192 0.05 26 2.17 0.90 0.270 0.328 0.216 0.05 27 2.25 0.90 0.270 0.328 0.216 0.05 28 2.33 0.90 0.270 0.328 0.216 0.05 29 30 2.42 2.50 0.90 0.90 0.270 0.270 0.328 0.328 0.216 0.216 0.05 0.05 31 2.58 0.90 0.270 0.328 0.216 0.05 32 2.67 0.90 0.270 0.328 0.216 0.05 33 2.75 1.00 0.300 0.328 0.240 0.06 34 2.83 1.00 0.300 0.328 0.240 0.06 35 2.92 1.00 0.300 0.328 0.240 0.06 36 3.00 1.00 0.300 0.328 0.240 0.06 37 3.08 1.00 0.300 0.328 0.240 0.06 38 3.17 1.10 0.330 0.328 0.00 39 3.25 1.10 0.330 0.328 0.00 40 3.33 1.10 0.330 0.328 - -- 0.00 41 3.42 1.20 0.360 0.328 - -- 0.03 42 3.50 1.30 0.390 0.328 - -- 0.06 43 3.58 1.40 0.420 0.328 - -- 0.09 44 3.67 1.40 0.420 0.328 - -- 0.09 45 3.75 1.50 0.450 0.328 - -- 0.12 46 3.83 1.50 0.450 0.328 - -- 0.12 47 3.92 1.60 0.480 0.328 - -- 0.15 48 4.00 1.60 0.480 0.328 - -- 0.15 49 4.08 1.70 0.510 0.328 - -- 0.18 50 4.17 1.80 0.540 0.328 - -- 0.21 51 4.25 1.90 0.570 0.328 - -- 0.24 52 4.33 2.00 0.600 0.328 - -- 0.27 53 4.42 2.10 0.630 0.328 - -- 0.30 54 4.50 2.10. 0.630 0.328 - -- 0.30 55 4.58 2.20 0.660 0.328 - -- 0.33 56 4.67 2.30 0.690 0.328 - -- 0.36 57 4.75 2.40 0.720 0.328 - -- 0.39 58 4.83 2.40 0.720 0.328 - -- 0.39 59 4.92 2.50 0.750 0.328 - -- 0.42. 60 5.00 2.60 0.780 0.328 - -- 0.45 61 5.08 3.10 0.930 0.328 - -- 0.60 62 5.17 3.60 1.080 0.328 - -- 0.75 63 5.25 3.90 1.170 0.328 - -- 0.84 64 5.33 4.20 1.260 0.328 - -- 0.93 65 5.42 4.70 1.410 0.328 - -- 1.08 66 67 5.50 5.58 5.60 1.90 1.680 0.570 0.328 - -- 0.328 - -- 1.35 0.24 68 5.67 0.90 0.270 0.328 0.216 0.05 69 5.75 0.60 0.180 0.328 0.144 0.04 70 5.83 0.50 0.150 0.328 0.120 0.03 71 5.92 0.30 0.090 0.328 0.072 0.02 72 6.00 0.20 0.060 0.328 0.048 0.01 - Sum = 100.0 Sum = 12.4 Flood volume = Effective rainfall 1.04(In) times area 28.4 (Ac. ) / [ (In) / (Ft.) ] = 2.4 (Ac.Ft) Total soil loss = 1.46(In) Total soil loss = 3.462(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 106619.8 Cubic Feet Total soil loss = 150812.8 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 16.915(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) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q 0 +10 0.0002 0.02 Q 0 +15 0 +20 0.0005 0.0010 0.04 Q 0.08 Q 0 +25 0.0019 0.13 Q 0 +30 0.0034 0.22 Q 0 +35 0.0058 0.34 Q 0 +40 0.0089 0.45 Q 0 +45 0.0126 0.54 VQ 0 +50 0.0168 0.61 VQ j Q Q Q V V V V Q V Q V Q Q Q Q i V 0 +55 0.0214 0.67 VQ 1+ 0 0.0265 0.73 VQ 1+ 5 0.0319 0.79 VQ I, 1 +10 0.0376 0.83 VQ 1 +15 0.0437 0.87 VQ 1 +20 0.0500- 0.91 VQ 1 +25 0.0566 0.96 VQ .1 +30 0.0635 1.00 IVQ 1 +35 0.0706 1.04 IVQ 1 +40 0.0780 1.07 IVQ 1 +45 0.0855 1.10 IVQ 1 +50 0.0932 1.12 IVQ 1 +55 0.1011 1.14 IVQ 2+ 0 0.1091 1.16 IVQ 2+ 5 0.1172 1.18 IVQ 2 +10 0.1254 1.20 I Q 2 +15 0.1338 1.21 I Q 2 +20 0.1423 1.23 I Q 2 +25 0.1510 1.26 I Q 2 +30 0.1598 1.28 I Q 2 +35 0.1688 1.31 I Q 2 +40 0.1780 1.33 I Q 2 +45 0.1873 1.35 I QV 2 +50 0.1968 1.38 I QV 2 +55 0.2064 1.40 I QV 3+ 0 0.2161 1.42 I QV 3+ 5 0.2260 1.44 I QV 3 +10 0.2361 1.46 QV 3 +15 0.2461 1.46 I Q V 3 +20 3 +25 0.2561 0.2658 1.44 1.41 QV I Q V I 3 +30 0.2751 1.35 I Q V 3 +35 0.2837 1.25 I Q V - 3 +40 0.2914 1.13 I Q V 3 +45 0.2989 1.08 I Q V 3 +50 0.3068 1.15 I Q V 3 +55 0.3158 1.31 I Q V 4+ 0 0.3265 1.56 I Q V 4+ 5 0.3391 .1.82 I Q V 4 +10 0.3535 2.10 I QV : 4 +15 0.3701 2.40 I Q V 4 +20 0.38,88 2.72 I QV 4 +25 0.4099 3.07 I Q 4 +30 0.4337 3.45 I QV 4 +35 0.4605 3.89 I Q-1 4 +40 0.4906 4.37 I Q I 4 +45 0.5243 4.89 I VQI 4 +50 0.5617 5.42 I VQ 4 +55 0.602.6 5.94 I VIQ 5+ 0 0.6470 6.45 I V Q 5+ 5 0.6952 7.01 I IV Q 5 +10 0.7479 7.64 I I V Q 5 +15 0.8053 8.34 I I V Q 5+20 0.8683 9.15 I I V Q 5 +25 0.9382 10.15 I I V S 5 +30 1.0174 11.50 I I V 5 +35 1.1073 13.06 I I V 5 +40 1.2071' 14.49' I I V 5 +45 1:3150 15.66 5 +50 1.4292 16.59 I I 5 +55 1.5457 16.91 6+ 0 1.6538 15.71 6+ 5 1.7447 13.19 6 +10 1.8196 10.88 6 +15 1.8822 9.09 I I Q 6 +20 1.9351 7.67 I I Q Q Q Q V V V V Q V Q V Q Q Q Q i V 6 +25 1.9808 6.65 I Q I V 6 +30 2.0211 5.85 IQ V 6 +35 2.0568 5.19 I Q I I V 6 +40 2.0886 4.61 QI I I V 6 +45 2.1171 4.14 I Q I I I V 6 +50 2.1429 3.75 I Q I I I V 6 +55 2.1662 3.39 I Q I I I V 7+ 0 2.1877 3.11 I Q I I I V 7+ 5 2.2073 2.85 I Q I I I V' 7 +10 2.2256 2.64 , Q I I I V 7 +15 2.2423 2.43 I Q I I I V 7 +20 2.2578 2.24 I Q I I I V 7 +25 2.2719 2.05 I Q I I I V 7 +30 2.2849 1.88 I Q I I I V 7 +35 , 2.2967 1.72 I Q I I I V 7 +40 2.3078 1.61 I Q I I I V 7 +45 2.3182 1.51 I Q I I I V 7 +50 2.3279 1.41 I Q I I I V. 7 +55 2.3370 1.31 I Q I I I V 8+ 0 2.3454 1.23 I Q I I I V 8+ 5 2.3533 1.14 I Q I I I V 8 +10 2.3606 1.06 I Q I I I V 8 +15 2.3674 0.98 IQ I I I V 8 +20 2.3737 0.91 IQ I I I V 8 +25 2.3796 0.86 IQ I I I V 8 +30 2.3851 0.80 IQ I I I V" 8 +35 2.3902 0.74 IQ I I I V 8 +40 2.3950 0.69 IQ I I I V 8 +45 2.3994 0.64 IQ I I I V 8 +50 2.4035 0.60 IQ I I ( V 8 +55 2.4072 0.54 IQ I I I V 4 9+ 0 2.4106 0.49 Q I I I V 9+ 5 2.4138 0.46 Q I I I V 9 +10 2.4167 0.43 Q I I I V 9 +15 2.4194 0'.39 Q I I I V 9 +20 2.4219 0.36 Q I I I V 9 +25 2.4243 0.35 Q I I I V 9 +30 2.4267 0.34 Q I I I' V 9 +35 2.4290 0.34 Q I I I V. 9 +40 2.4313 0.33 Q I I I V 9 +45 2.4335 0.32 Q I I I V 9 +50 2.4355 0.30 Q ( I I V 9 +55 2.4375 0.28 Q I I I V 10+ 0 .2.4393 0.26 Q I I I V •10+ 5 2.4409 0.23 Q I I I V 10+10 2.4423 0.21 Q I I I V 10 +15 2.4435 0.17 Q I I I V 10 +20 2.4445 0.14 Q I I I V 10 +25 2.4453 0.13 Q I I I V 10 +30 2.4461 0.11 Q I I I V 10 +35 2.4467 0.09 Q i I I. V 10 +40 2.4472 0.07 Q I I I V 10 +45 2.4475 0.05 Q I I I V 10 +50 2.4476 0.01 Q I I I V 10 +55 2.4476 0.00 Q I I I V 11+ 0 2.4476 0.00 Q I I I V 11+ 5 2.4476 0.00 Q I I I V 11 +10 2.4477 0.00 Q I I I V ___11 +15 2.4477 0.00 Q I I I 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 05/30/06 File: 62800a24100.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 Amended Unit - Hydrograph for Basin #1 of Tract 31732 24 -hour duration U�i� 4a c i 19 W W7YQ -o. 5¢ - -- - - - - - -- -------------------------------- Drainage Area = 28..04(Ac.) = 0.044 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 28.04(Ac.) _ Mi. Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.265 Mi. Length along longest watercourse'measured to centroid = Difference in elevation = 14.90(Ft.) Slope along watercourse = 56.1943 Ft. /Mi. Average Manning's 'N' = 0.200 Lag time = 0.682 Hr. Lag time = 40.94 Min. 25% of lag time = 10.24 Min. 40% of lag time = 16.38 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] 28.04 1.40 39.26 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 28.04 4.50 126.18 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 % Adjusted average point rain = 4.500(In) 880.00(Ft.) 0.167 Mi. 0:044 Sq. Sub -Area Data: Area(Ac.) Runoff Index Impervious 28.040 32.00 0.450 Total Area Entered = 28.04(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.450 0.328 1.000 0.328 Sum (F) = 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328. Minimum soil loss rate ((In /Hr)) = 0.164 (for 24 hour./storm duration) Soil low loss rate --------------------------------------------------------------------- (decimal) = 0.540 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 12.212 0.537 0.152 2 0.167 24.424 1.540 0.435 3 0.250 36.636 2.495 0.705 4 0.333 48.848 3.492 0.987 5 .0.417 61.060 5.623 1.589 6 0.500 7 0.583 73.272 85.484 9.624 11.716 2.720 3.311 8 0.667 97.696 9.555 2.. 70.0 9 0.750 109.908 7.369 2.082 10 0.833 122.121 5.861 1.656 11 0.917 134.333 4.470 1.263 12 1.000 146.545 3.674 1.038 13 1.083 158.757 3.168 0.895 14 1.167 170.969 2.825 0.798 15 1.250 183.181 2.400 0.678 16 1.333 195.393 2.145 0.606 17 1.417 207.605 1.972 0.557 18 1.500 219.817 1.643 0.464 19 1.583 232.029 1.563 0.442 20 1.667 244.241 1.345 0.380 21. 1.750 256.453 1.298 0.367 22 1.833 268.665 1.189 0.336 23 1.917 280.877 1.150 0.325 24 2.000 293.089 1.003 0.284 25 2.083 305.301 0.954 0.270 26 2.167 317.513 0.772 0.218 27 2.250 329.725 0.729 0.206 28 2.333 341.938 0.693 0.196 29 2.417 354.150 0.678 0.192 30 2.500 366.362 0.607 0.172 31 2.583 378.574 0.584 0.165 32 2.667 390.786 0.550 0.155 33 2.750 402.998 0.534 0.151 34 2.833 415.210 .0.450 0.127 35 2.917 427.422 0.415 0.117 36 3.000 439.634 0.415 0.117 37 3.083 451.846 0.414 0.117 38 3.167 464.058 0.353 0.100 39 3.250 476.270 0.318 0.090 40 3.333 488.482 0.318 0.090 41 3.417 500.694 0.317 0.090 42 3.500 512.906 0.263 0.074 43 3.583 525.118 0.220 0.062 44 3.667 537.330 0.220 0.062 45 3.750 549.542 0.220 0.062 46 3.833 561.755 0.175 0.049 47 3.917 573.967 0..122 0.035 48 4.000 586.179 0.122 0.035 49 4.083 598.391 0.122 0.035 50 4.167 610.603 0.131 0.037 51 4.250 622.815 0.146 0.041 52 4.333 635.027 0.147 0.041 53 4.417 647.239 0.147 0.041 54 4.500 659.451 0.147 0.041 55 4.583 671.663 0.147 0.041 56 4.667 683.875 0.147 0.041 57 4.750 696.087 0.147 0.041 58 4.833 708.299 0.130 0.037 59 4.917 720.511 0.080 0.023 60 5.000 732.723 0.076 0.022 61 5.083 744.935 0.076 0.022 62 5.167 757.147 0.076 0.022 63 5.250 769.359 0.076 0.022 64 5.333 781.571 0.105 0.030 ----------------------------------------------------------------------- Sum = 100.000 Sum= 28.259 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 0.582 0.019 0.02 .' 2 3 0.17 0.25 0.07 0.07 0.036 0.036 0.580 0.577 0.019 0.019 0.02 0.02 4 0.33 0.10 0.054 0.575 0.029 0.02 5 0.42 0.10 0.054 0.573 0.029 0.02 6 0.50 0.10 0.054 0.571 0.029 0.02 7 0.58 0.10 0.054 0.568 0.029 0.02 8 0.67 0.10 0.054 0.566 0.029 0.02 9 0.75 0.10 0.054 0.564 0.029 0.02 10 0.83 0.13 0.072 0.562 0.039 0.03 11 0.92 0.13 0.072 0.560 0.039 0.03 12 1.00 0.13 0.072 0.557 0.039 0.03 13 1.08 0.10 0.054 0.555 0.029 0.02 14 1.17 0.10 0.054 0.553 0.029 0.02 15 1.25 0.10 0.054 0.551 0.029 0.02 16 1.33 0.10 0.054 0.549 0.029 0.02 17 1.42 0.10 0.054 0.546 0.029 0.02 18 1.50 0.10 0.054 0.544 0.029 0.02 19 1.58 0.10 0.054 0.542 0.029 0.02 20 1.67 0.10 0.054 0.540 0.029 0.02 21 1.75 0.10 0.054 0.538 0.029 0.02 22 1.83 0.13 0.072 0.535 0.039 0.03 23 1.92 0.13 0.072 0.533 0.039 0.03 24 2.00 0.13 0.072 0.531 0.039 0.03 25 2.08 0.13 0.072 0.529 0.039 0.03 26 2.17 0.13 0.072 0.527 0.039 0.03 27 2.25 0.13 0.072 0.525 0.039 0.03 28 2.33 0.13 0.072 0.523 0.039 0.03 29 2.42 0.13 0.072 0.520 0.039 0.03 30 2.50 0.13 0.072 0.518 0.039 0.03' 31 2.58 0.17 0.090 0.516 0.049 0.04 32 2.67 0.17 0.090 0.514 0.049 0.04 33 2.75 0.17 0.090 .0.512 0.049 0.04 34 2.83 0.17 0.090 0.510 0.049 0.04 35 2.92 .0.17 0.090 0.508 0.049 0.04 36 3.00 0.17 0.090 0.506 0.049 0.04 37 3.08 0.17 0.090 0.504 0.049 0.04 38 3.17 0.17 0.090 0.501 0.049 0.04 39 3.25 0.17 0.090 0.499 0.049 0.04 40 3.33 0.17 0.090 0.497 0.049 0.04 41 3.42 0.17 0.090 0.495 0.049 0.04 42 3.50 0.17 0.090 0.493 0.049 0.04 43 3.58 0.17 0.090 0.491 0.049 0.04 44 3.67 0.17 0.090 0.489 0.049 0.04 45 3.75 0.17 0.090 0.487 0.049 0.04 46 3.83 .0.20 0.108 0.485 0.058 0.05 47 3.92 0.20 0.108 0.483 0.058 0.05 48 4.00 0.20 0.108 0.481 0.058 0.05 49 4.08 0.20 0.108 0.479 0.058 0.05 50 4.17 0.20 0.108 0.477 0.058 0.05 51 4.25 0.20 0.108 0.475 0.058 0.05 52 4.33 0.23 0.126 0.473 0.068 0.06 53 4.42 0.23 0.126 0.471 0.068 0.06 54 4.50 0:23 0.126 0.469 0.068 0.06 55 4.58 0.23 0.126 0.467 0.068 0.06 56 4.67 0.23 0.126 0.465 0.068 0.06 57 4.75 0.23 0.126 0.463 0.068 0.06 58 4.83 0.27 0.144 0.461 0.078 0.07 59 4.92 0.27 0.144 0.459 0.078 0.07 60 5.00 0.27 0.144 0.457 0.078 0.07 61 5.08 0.20 0.108 0.455 0.058 0.05 62 5.17 0.20 0.108 0.453 0.058 0.05 63 5.25 0.20 0.108 0.451 0.058 0.05 64 5.33 0.23 0.126 0.449 0.068 0.06 65 5.42 0.23 0.126 0.447 0.068 0.06 66 5.50 0.23 0.126 0.445 0.068 0.06 67 5.58 0.27 0.144 0.443 0.078. 0.07 68 5.67 0.27 0.144 0.441 0.078 0.07 69 5.75 0.27 0.144 0.439 0.078 0.07 70 5.83 0.27 0.144 0.437 0.078 0.07 71 5.92 0.27 0.144 0.435 0.078 0.07 72 6.00 0.27 0.144 0.433 0.078 0.07 73 6.08 0.30 0.162 0.431 0.087 0.07 74 6.17 0.30 0.162 0.429 0.087 0.07 75 6.25 0.30 0.162 0.427 0.087 0.07 76 6.33 0.30 0.162 0.426 0.087 0.07 77 6.42 0.30 0.162 0.424 0.087 0.07 78 6.50 0.30 0.162 0.422 0.087 0.07 79 6.58 0.33 0.180 0.420 0.097 0.08 80 6.67 0.33 0.180 0.418 0.097 0.08 81 6.75 0.33 0.180 0.416 0.097 0.08 82 6.83 0.33 0.180 0.414 0.097 0.08 83 6.92 0.33 0.180 0.412 0.097 0.08 84 7.00 0.33 0.180 0.410 0.097 0.08 85 7.08 0.33 0.180 0.409 0.097 0.08 86 7.17 0.33 0.180 0.407 0.097 0.08 87 7.25 0.33 0.180 0.405 0.097 0.08 88 7.33 0.37 0.198 0.403 0.107 0.09 89 7.42 0.37 0.198 0.401 0.107 0.09 90 7.50 0.37 0.198 0.399 0.107 0.09 91 7.58 0.40 0.216 0.398 0.117 0.10 92 7.67 0.40 0.216 0.396 0.117 0.10 93 7.75 0.40 0.216 0.394 0.117 0.10 94 7.83 0.43 0.234 0.392 0.126 0.11 95 7.92 0.43 0.234 0.390 0.126 0.11 96 8.00 0.43 0'.234 0.388 0.126 0.11 97 8.08 0.50 0.270 0.387 0.146 0.12 98 8.17 0.50 0.270 0.385 0.146 0.12 99 8.25 0.50 0.270 0.383 0.146 0.12 100 8.33 0.50 0.270 0.381 0.146 0.12 101 8.42 0.50 0.270 0.379 0.146 0.12 102 8.50 0.50 0.270 0.378 0.146 0.12 103 8.58 0.53 0.288 0.376 0.156 0.13 104 8.67 0.53 0.288 0.374 0.156 0.13 105. 8. 75 0.53 0.288 0.372 0.156 0.13 106 8.83 0.57 0.306 0.371 0.165 0.14, 107 8.92 0.57 0.306 0.369 0.165 0.14 108 9.00 0.57 0.306 0.367 0.165 0.14 109 9.08 0.63 0.342 0.365 0.185 0.16 110 9.17 0.63 0.342 0.364 0.185 0.16 111 9.25 0.63 0.342 0.362 0.185 0.16 .112 9.33 0.67 0.360 0.360 0.194 0.17 113 9.,42 0.67 0.360 0.358 - -- 0.00 114 9.50 0.67 0.360 0.357 - -- 0.00 115 9.58 0.70 0.378 0.355 - -- 0.02 116 9.67 0.70 0.378 0.353. - -- 0.02 117 9.75 0.70 0.378 0.352 - -- 0.03 118 9.83 0.73 0.396 0.350 - -- 0.05 119 9.92 0.73 0.396 0.348 - -- 0.05 120 10.00 0.73 0.396 0.347 - -- 0.05 121 10.08 0.50 0.270 0.345 x0.146 0.12. 122 10.17 0.50 0.270 0.343 0.146 0.12 123 10.25 0.50 0.270 0.342 0.146 0.12 124 10.33 0.50 0.270 0.340 0.146 0.12 125 10.42 0.50 0.270 0.338 0.146 0.12 126 10.50 0.50 0.270 0.337 0.146 0.12 127 .10.58 0.67 0.360 0.335 - -- 0.03 128 10.67 0.67 0.360 0.333 - -- 0.03 129 10.75 0.67 0.360 0.332 - -- 0.03' 130 10.83 0.67 0.360 0.330 - -- 0.03 131 10.92 0.67 0.360 0.328 - -- 0.03 132 11.00 0.67 0.360 0.327 - -- 0.03 133 11.08 0.63 0.342 0.325 - -- 0.02 134 11.17 0,63 0,342 0,324 - -- 0.02 135 11.25 0.63 0.342 0.322 0.02 136 11.33 0.63 0.342 .0.320 - -- 0.02 137 11.42 0.63 0.342 0.319 - -- 0.02 138 11.50 0.63 0.342 _0.317 - -- 0.02 139 11.58 0.57 0.306 0.316 0.165 0.14 140 11.67 0.57 0.306 0.314 0.165 0.14 141 11.75 0.57 0.306 0.313 0.165 0.14 142 11.83 0.60 0.324 0.311 - -- 0.01 143 11.92 0.60 0.324 0.309 - -- 0.01 144 12.00 0.60 0.324 0.308 - -- 0.02 145, 12.08 0.83 0.450 0.306 - -- 0.14 146 12.17 0.83 0.450 0.305 - -- 0.15 147 12.25 0.83 0.450 0.303 - -- 0.15 148 '12.33 0.87 0.468 0.302 - -- 0.17 149 12•.42 0.87 0.468 0.300 - -- 0.17 150 12.50 0.87 0.468 0.299 - -- 0.17 151 12.58 0.93 0.504 0.297 - -- 0.21 152 12.67 0.93 0.504 0.296 - -- 0.21 153 12.75 0.93 0.504 0.294 - -- 0.21 154 12.83 0.97 0.522 0.293 - -- 0.23 155 12.92. 0.97 0.522 0.291 - -- 0.23 156 13.00 0.97 0.522 0.290 - -- 0.23 157 13.08 1.13 0.612 0.288 - - -. 0.32 158 13.17 1.13 0.612 0.287 - -- 0.33 159 13.25 1.13 0.612 0.285 - -- 0.33 160 13.33 1.13 0.612 0.284 - -- 0.33 161 13.42 1.13 0.612 0.283 - -.- 0 .33 162 13.50 1.13 0.612 0.281 - -- 0.33 163 13.58 0.77 0.414 0,.280 - -- 0.13 164 13.67 0.77 0.414 0.278 0.14 165 13.75 0.77 0.414 0.277 - -- 0.14 166 13.83 0.77 0.414 .0.275 - -- 0.14 .167 13.92 0.77 0.414 0.274 - -- 0.14 168' 14.00 0.77 0.414 0.273 - -- 0.14. 169' 14.08 0.90 0.486 0:271 - -- 0.21 170 14.17 0.90 0.486 0.270 - -- 0.22 171 14.25 0.90 0.486 0.268 - -- 0.22 172 14.33 0.87 0.468 0.267 - -- 0.20 173 14.42 0.87 0.468 0.266 0.20 174 14.50 0.87 0.468 0.264 - -- 0.20 175 14.58 0.87 0.468 0.263 - -- 0.20 176 14.67 0.87 0.468 0.262 - -- 0.21 177 14.75 0.87 0.468 0.260 - -- 0.21 178 14.83 0.83 0.450 0.259 - -- 0.19 179 14.92 0.83 0.450 0.258 - -- 0.19 180 15.00 0.83 0.450 0.256 - -- 0.19 181 15.08 0.80 0.432 0.255 - -- 0.18 182 15.17 0.80 0.432 0.254 - -- 0.18 183 15.25 0.80 0.432 0.252 - -- 0.18 184 15.33 0.77 0.414 0.251 - -- 0.16 185 15.42 0.77 0.414 0.250 - -- 0.16 186 15.50 0.77 0.414 0.249 - -- 0.17 187 15.58 0.63 0.342 0.247 - -- .0.09 188 15.67 0.63 0.342 0.246 - -- 0.10 189 15.75 0.63 0.342 0.245 - -- 0.10 190 15.83 0.63 0.342 0.243 - -- 0.10 191 15.92 0.63 0.342 0.242 - -- 0.10 192 16.00 0.63 0.342 0.241 - -- 0.10 193 16.08 0.13 0.072 0.240 0.039 0.03 194 16.17 0.13 0.072 0.239 0.039 0.03 195 16.25 0.13 0.072 0.237 0.039 0.03 196 16.33 0.13 0.072 0.236 0.039 0.03 197 16.42 0.13 0.072 0.235 0.039 0.03 198 16.50 0.13 0.072 0.234 0.039 0.03 199 16.58 0.10 0.054 0.233 0.029 0.02 200 16.67 0.10 0.054 0.231 0.029 0.02 201 16.75 0.10 0.054 0.230 0.029 0.02 202 16.83 0.10 0.054 0.229 0.029 0.02 203 16.92 0.10 0.054 0.228 0.029 0.02 204 17.00 0.10 0.054 0.227 0.029 0.02 205 17.08 0.17 0.090 0.226 0.049 0.04 206 17.17 0.17 0.090 0.224 0.049 0.04 207 17.25 0.17 0.090 0.223 0.049 0.04 208 17.33 0.17 0.090 0.222 0.049 0.04 209 17.42 0.17 0.090 0.221 0.049 0.04 210 17.50 0.17 0.090 0.220 0.049 0.04 211 17.58 0.17 0.090 0.219 0.049 0.04 212 17.67 0.17 0.090 0.218 0.049 0.04 213 17.75 0.17 0.090 0.217 0.049 0.04 214 17.83 0.13 0.072 0.216 0.039 0.03 215 17.92 0.13 0.072 0.215 0.039 0.03 216 18.00 0.13 0.072 0.213 0.039 0.03 217 18.08 0.13 0.072 0.212 0.039 0.03 218 18.17 0.13 0.072 0.211 0.039 0.03 219 18.25 0.13 0.072 0.210 0.039 0.03 220 18.33 0.13 0.072 0.209 0.039 0.03 221 18.42 0.13 0.072 0.208 0.039 0.03 222 18.50 0.13 0.072 0.207 0.039 0.03 223 18.58 0.10 0.054 0.206 0.029 0.02 224 18.67 0.10 0.054 0.205 0.029 0.02 225 18.75 0.10 0.054 0.204 0.029 0.02 226 18.83 0.07 0.036 0.203 0.019 0.02 227 18.92 0.07 0.036 0.202 0.019 0.02 228 19.00 0.07 0.036 0.201 0.019 0.02 . 229 230 19.08 19.17 0.10 0.10 0.054 0.054 0.200 0.200 0.029 0.029 0.02 0.02 231 19.25 0.10 0.054 0.199 0.029 0.02 232 19.33 0.13 0.072 0.198 0.039 0.03 233 19.42 0.13 0.072 0.197 0.039 0.03 234 19.50 0.13 0.072 0.196 0.039 0.03 235 19.58 0.10 0.054 0.195 0.029 0.02 236 19.67 0.10 0.054 0.194 0.029 0.02 • • 237 19.75 0.10 0.054 0.193 0.029 0.02 238 19.83 0.075 0.036 0.192 0.019 0.02 239 19.92 0.07 0.036 0.191 0.019 0.02 240 20.00 0.07 0.036 0.191 0.019 0.02 241 20.08 0.10 0.054 0.190 0.029 0.02 242 20.17 0.10 0.054 0.189 0.029 0.02 243 20.25 0.10 0.054 0.188 0.029 0.02 244 20.33 0.10 0.054 0.187 0.029 0.02 245 20.42 0.10 0.054 0.186 0.029 0.02 246 20.50 0.10 0.054 0.186 0.029 0.02 247 20.58 0.10 0.054 0.185 0.029 0.02 248 20.67 0.10 0.054 0.184 0.029 0.02 249 20.75 0.10 0.054 0.183 0.029 0.02 250 20.83 0.07 0.036 0.183 0.019 0.02 251 20.92 0.07 0.036 0.182 0.019 0.02 252 21.00 0.07 0.036 0.181 0.019 0.02 253 21.08 0.10 0.054 0.180 0.029 0.02 254 21.17 0.10 0.054 0.180 0.029 0.02 255 21.25 0.10 0.054 0.179 0.029 0.02 256 21.33 0.07 0.036 0.178 0.019 0.02 257 21.42 0.07 0.036 0.178 0.019 0.02 258 21.50 0.07 0.036 0.177 0.019 0.02 259 21.58 0.10 0.054 0.176 0.029 0.02 260 21.67 0.10 0.054 0.176 0.029 0.02 261 21.75 0.10 0.054 0.175 0.029 0.02 262 21.83 0.07 0.036 0.174 0.0.19 0.02 263 21.92 0.07 0.036 0.174 0.019 0.02 264 22.00 0.07 0.036 0.173 0.019 0.02 265 22.08 0.10 0.054 0.173 0.029 0.02 266 22.17 0.10 0.054 0.172 0.029, 0.02 267 22.25 0.10 0.054 0.172 0.029 0.02 268 22.33 0.07 0.036 0.171 0.019 0.02 269 22.42 0.07 0.036 0.171 0.019 0.02 270 22.50 0.07 0.036 0.170 0.019 0.02 271 22.58 0.07 0.036 0.170 0.019 0.02 272 22.67 0.07 0.036 0.169 0.019 0.02 273 22.75 0.07 0.036 0.169 0.019 0.02 274 22.83 0.07 0.036 0.168 0.019 0.02 275 22.92 0.07 0.036 0.168 0.019 0.02 276 23.00 0.07 0.036 0.167 0.019 0.02 277 23.08 0.07 0.036 0.167 0.019 0.02 .278 23.17 0.07 0.036 0.167 0.019 0.02 279 23.25 0.07 0.036 0.166 0.019 0.02 280 23.33 0.07 0.036 0.166 0.019 0.02 281 23.42 0.07 0.036 0.166 0.019 0.02 282 23.50 0.07 0.036 0.165 0.019 0.02 283 23.58 0.07 0.036 0.165 0.019 0.02 284 23.67 0.07 0.036 0.165 0.019 0.02 285 23.75 0.07 0.036 0.165 0.019 0.02 286 23.83 0.07 0.036 0.164 0.019 0.02 287 23.92 0.07 0.036 0.164 0.019 0.02 288 24.00 0.07 0.036 0.164 0.019 0.02 Sum = 100.0 Sum = 20.5 Flood volume = Effective rainfall 1.71(In) times area 28.0(Ac.) /[(In) /(Ft.)] = 4.0(Ac.Ft) Total soil loss = 2.79(In) Total soil loss = 6.518(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 174065.3 Cubic Feet Total soil loss = 283943.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.730(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)) -------------------------------------------------------------------- xime(h +m) Volume Ac.Ft Q(CFS) • 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q '0+10 0.0001 0.01 Q 0 +15 0.0002 0.02 Q 0 +20 0.0005 0.04 Q 0 +25 0.0010 0.07 Q 0 +30 0.0018 0.12 Q 0 +35 0.0031' 0.18 Q 0 +40 0.0047 0.24 Q 0 +45 0.0068 0.30 VQ 0 +50 0.0092 0.35 VQ 0 +55 0.0120 0.40 VQ 1+ 0 0.0150 0.44 VQ 1+ 5 0.0183 0.48 VQ 1 +10 0.0218 0.51 V Q 1 +15 0.0256_ 0.55 V Q 1 +20 0.0296 0.58 V Q 1 +25 0.0338 0.61 V Q 1 +30 0.0380 0.62 V Q. 1 +35 0.0422 0.61 V Q 1 +40 0.0465 0.61 V Q 1 +45 0.0507 0.62 V Q 1 +50 0.0550 0.62 V Q 1 +55 0.0593 0.63 V Q 2+ 0 0.0637 0.64 V Q 2+ 5 0.0682 0.65 V Q 2 +10 0.0728 0.67 V Q 2 +15 0.0776 0.70 V Q 2 +20 0.0826 0.73 V Q 2 +25 0.0878 0.75 V Q 2 +30 0.0931 0.77 V Q 2 +35 0.0985 0.79 V Q 2 +40 0.1041 0.81 IV Q 2 ±45 0.1098 0.83 IV Q 2 +50 0.1156 0.85 IV Q 2 +55 0.1216 0.87 IV Q 3+ 0 0.1278 0.90 IV Q 3+ 5 0.1342 0.93 IV Q 3 +10 0.1409 0.96 IV Q I 3 +15 0.1477 0.99 IV Q 3 +20• 0.1546 1.01 IV Q 3 +25 0.1616 1.02 IV Q 3 +30 0.1688 1.03 IV Q 3 +35 0.1760 1.05 IV. Q 3 +40 0.1832 1.06 IV Q 3 +45 0.1906 1.07 IV Q 3 +50 0.1980 1.08 IV Q 3 +55 0.2055 1.09 I V Q 4+ 0 0.2131 1.10 I V Q 4+ 5 0.2207 1.11 I V Q 4 +10 0.2285 1.13 I V Q 4 +15 0.2365 1.16 I V Q 4 +20 0.2448 1.19 I V Q 4 +25 0.2532 1.22 I V Q 4 +30 0.2618 1.25 I V Q 4 +35 0.2706 1.28 I V Q 4 +40 0.2796 1.31 I V Q 4 +45 0.2888 1.34 I V Q 4 +50 0.2983 1.38 I V Q 4 +55- 0.3081 1.42 I V Q 5+ 0 0.3181 1.45 I V Q I i 5+ 5 0.3282 1.47 { V Q { 5 +10 0.3385 1.50 { V Q { 5 +15 0.3490 1.52 I V Q { •5 +20 0.3597 1.55 { V Q. 5 +25 0.3704 1.56 { V Q { 5 +30 0.3811 1.55 { V Q { 5 +35 0.3916 1.53 { V Q { 5 +40 0.4021 1.52 V Q { 5 +45 0.4126 1.53 { V Q { 5 +50 0.4233 1.55 { V Q { 5 +55 0.4341 1.58 { V Q { 6+ 0 0.4452 1.61 { V Q { 6+ 5 0.4566 1.65 { V Q { 6 +10 0.4681 1.68 { V Q' { 6 +15 0.4799 1.71 { V Q { 6 +20 0.4919 1.74 {, V Q { 6 +25 0.5040 1.76 { V Q { 6 +30 0.5164 1.80 { V Q { 6 +35 0.5291 1.84 { V Q 6 +40 0.5420 1.88 { V Q { 6 +45 0.5552 1.91 { V Q { 6 +50 0.5685 1.94 V Q 6 +55 0.5821 1.97 I V Q 7+ 0 0.5959 2.01 { V Q { 7+ 5 0.'6100 2.05 { V Q { 7 +10 0.6243 2.08 { V Q { 7 +15 0.6389 2.11 { V Q { 7 +20 0.6536 2.14 { V Q { 7 +25 0.6684 2.16 { V Q { 7 +30 0.6835 2.18 { V Q { 7 +35 0.6986 2.20 { V Q 7 +40 0.7140 2.23 { VQ { 7 +45 0.7297 2.27 I V QI 7 +50 0.7457 2.32 { V QI 7 +55 0.7620 2.37 I V QI 8+ 0 0.7787 2.42 I V QI 8+ 5 0.7958 2.48 I V QI 8 +10 0.8133 2.54 I V Q 8 +15 0.8313 2.61 I V Q 8 +20 0.8498 2.68 I V Q 8 +25 0.8687 2.75 I V IQ 8 +30 0.8883 2.84 I V IQ 8 +35 0.9084 2.92 I VIQ 8 +40 0.9291 3.00 I VI'Q 8 +45 0.9501 3.06 I VI Q 8 +50 0.9716 3.12 I VI Q 8 +55 0.9935 3.17 I VI Q 9+ .0 1.0157 3.24 I V Q 9+ 5 1.0385 3.30 I V Q 9 +10 1.0617 3.37 I V Q 9 +15 1.0854 3.45 I V Q 9 +20 1.1097 3.53 I IV Q 9 +25 1.1344 3.58 I IV Q 9 +30 1.1593 3.61 I IV Q 9 +35 1.1840 3.59 I IV Q 9 +40 1.2083 3.53 I I V Q 9 +45 1.2315 3.37 I I VQ 9 +50 1.2524 3.03 { I Q 9 +55 1.2703 2.60 Q V 10+ 0 1.2861 2.29 I QI V 10+ 5 1.3006 2.11 I Q I V 10 +10 1.3144 2.01 I Q I V 10 +15 1.3282 2.00 I Q I V 10 +20 1.3423 2.05 I Q I V 10 +25 1.3571 2.15 I Q I V 10 +30 1.3731 2.32 I QI V I i Q V Q V Q V Q V Q V QI v QI V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V QI V Q I V Q I V Q I V Q I V QI V Q V Q V Q V Q V Q V Q V QV Qj VQ VIQ V Q V Q IV Q IV Q IV Q I V Q V Q IQ Q Q V Q V Q V Q V IQ V IQ V IQ V IQ V IQ V IQ V V I Q V Q V IQ V IQ Vi IQ VI IQ Q Q Q QI Q i r V V V 10 +35 1.3906 2.53 10 +40 1.4089 2.67 10 +45 1.4277 2.72 10 +50 1.4465 2.73 10 +55 1.4647 2.65 11+ 0 1.4816 2.44 11+ 5 1.4965 2.17 11 +10 1.5099 1.95 11 +15 1.5222 1.78 11 +20- 1.5335 1.65 11 +25 1.5442 1.55 11 +30 1.5542 1.45 11 +35 1.5636 1.37 11 +40 1.5728 1.34 11 +45 1.5822 1.36 11 +50 1.5920 1.41 11 +55 1.6024 1.51 12+ 0 1.6141 1.71 12+ 5 1.6276 1.95 12 +10 1.6420 2.10 12 +15 1.6562 2.06 12 +20 1.6696 1.94 12 +25 1.6830 1.94 12 +30 1.6978 2.15 12 +35 1.7149 2.49 12 +40 1.7343 2.81 12 +45 1.7557 3.11 12 +50 1.7790 3.38 12 +55 1.8040 3.64 13+ 0 1.8309 3:90 13+ 5 1.8597 4.19 13 +10 1.8905 4.47 13 +15 1.9234 4.77 13 +20 1.9584 5.08 13 +25 1.9957 5.42 13 +30 2.0358 5.82 13 +35 2.0788 6.23 13 +40 2.1236 6.51 13 +45 2.1696 6.67 13 +50 2.2159 6.73 13 +55 2.2616 6.63 14+ 0 2.3049 6.28 14+ 5 2.3448 5.81 14 +10 2.3824 5.46 14 +15 2.4185 5.24 14 +20 2.4537 5.11 14 +25 2.4887 5.09 14 +30 2.5244 5.18 14 +35 2.5612 5.34 14 +40 2.5987 5.45 14 +45 2.6366 5.51 14 +50 2.6748 5.54 14 +55 2.7131 5.56 15+ 0 2.7516 5.58 15+ 5 2.7900 5.59 15 +10 2.8285 5.59 15 +15 2.8668 5.55 15 +20 2.9047 5.51 15 +25 2.9422 5.45 15 +30 2.9793 5.38 15 +35 3.0158 5.30 15 +40 3.0516 5.20 15 +45 3.0866 5.09 15 +50 3.1207 4.95 15 +55 3.1536 4.78 16+ 0 3.1850 4.55 Q V Q V Q V Q V Q V QI v QI V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V Q I V QI V Q I V Q I V Q I V Q I V QI V Q V Q V Q V Q V Q V Q V QV Qj VQ VIQ V Q V Q IV Q IV Q IV Q I V Q V Q IQ Q Q V Q V Q V Q V IQ V IQ V IQ V IQ V IQ V IQ V V I Q V Q V IQ V IQ Vi IQ VI IQ Q Q Q QI Q i r V V V Q Q Q Q Q Q Q v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v' v v v v v v v v v v v v v v v v v v v v v v v v v v 0 16+ 5 3.2145 4.28 16 +10 3.2424 4.05 16 +15 3.2688 3.84 16 +20 3.2940 3.65 16 +25 3.3178 3.45 16 +30 3.3398 3.19 16 +35 3.3597 2.90 16 +40 3.3780 2.65 16 +45 3.3949 2.46 Q 16 +50 3.4107 2.29 Q 16 +55 3.4254 2.14 I Q 17+ 0 3.4393 2.01 Q 17+ 5 3.4523 1.89 Q 17 +10 3.4646 1.79 I Q 17 +15 3.4764 1.71 Q 17 +20 3.4877 1.65 Q 17 +25 3.4988 1.61 Q ' 17 +30 3.5098 1.59 Q 17 +35 3.5207 1.59 Q 17 +40 3.5316 1.58 Q 17 +45 3.5424 1.57 I Q 17 +50. 3.5531 1.55 Q 17 +55 3.5636 1.52 Q 18+ 0 3.5739 1.49 Q 18+ 5 3.5839 1.46 I Q 18 +10 3.5937 1.42 Q 18 +15 3.6032 1.38 Q 18 +20 3.6124 1.33 I Q 18 +25 3.6213 1.29 I Q 18 +30 18 +35 3.6300 3.6384 1.26 1.22 Q Q 18 +40 3.6466 1.19 Q 18 +45 3.6547 1.17 Q 18 +50 3.6625 1.13 Q 18 +55 3.6700 1.10 I Q 19+ 0 3.6773 1.06 Q 19+ 5 3.6842 1.01 I Q 19+10 3.6909 0.96 Q 19 +15 3.6972 0.92 I Q 19 +20 3.7032 0.87 Q 19 +25 3.7090 0.85 I Q 19 +30 3.7148 0.84 Q 19 +35 3.7206 0.84 Q 19 +40 3.7265 0.85 Q 19 +45 3.7324 0.86 Q 19 +50 3.7384 0.87 Q 19 +55 3.7444 0.87 Q 20+ 0 3.7503 0.85 ( Q 20+ 5 3.7559 0.82 Q 20 +10 3.7614 0.79 Q 20 +15 3.7667 0.76 Q 20 +20 3.7717 0.73 Q 20 +25 3.7766 0.71 Q 20 +30 3.7814 0.71 Q 20 +35 3.7863 0.71 I Q 20 +40 3.7912 0.71 Q 20 +45: 3.7962 0.72 ` Q 20 +50 3.8011 0.71 Q 20 +55 3.8060 0.71 Q _ . 21+ 0 3.8108 0.70 Q 21+ 5 3.8156 0.70 Q 21 +10 3.8203 ,0.68 I Q 21 +15 3.8249 0.67 Q 21 +20 3.8293 0.64 Q 21 +25 3.8337 0.63 Q 21 +30 3.8380 0.63 Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v' v v v v v v v v v v v v v v v v v v v v v v v v v v 0 V V V V V V V V V V V V V. V V V V V V V V. V. V V V V V V V V V V V V V V V V V VI VI VI VI VI V VI VI VI VI VI VI VI VI VI VI VI VI VI VI Vi VI VI VI VI V1 21 +35 3.8424 0.64 Q 21 +40 3.8468 0.64 I Q 21 +45 3.8511 0.63 Q 21 +50 3.8554 0.62 Q 21 +55 3.8595 0.61 I Q 22+ 0. 3.8637 0.61 I Q 22+ 5 3.8680 0.62 Q I 22 +10 3.8723 0.62 Q '22 +1.5 3.8765 0.62 Q 22 +20 3.8807 0.60 I Q 22 +25 3.8848 0.60 Q 22 +30 3.8889 0.60 Q 22 +35 3.8931 0.61 I Q 22 +40 3.8973 0.61 Q 22 +45 3.9014 0.60 Q 22 +50 3.9053 0.58 ( Q 22 +55 3.9092 0.56 Q 23+ 0 3.9129 0.55 Q 23+ 5 3.9166 0.54 I Q .23 +10 3.9203 0.53 Q 23 +15 • 3.9239 0.52 I Q 23 +20 3.9274 0.52 Q 23 +25 3.9309 0.51 Q 23 +30 3.9344 0.51 I.Q 23 +35 3.9379 0.50 I Q 23 +40 3.9414 0.50 Q 23 +45 3.9448 0.50 IQ 23 +50 3.9482 .0.50 IQ 23 +55 3.9516 0.49 IQ 24+ 0 2.4+ 5 3.9550 3.9584 0.49 0.49 IQ IQ 24 +10 3.9617 0.48 IQ 24 +15 3.9649 0.47 IQ 24 +20 3.9680 0.45 IQ 24 +25 3.9708 0:.42 IQ 24+30 3.9734 0.37 IQ 24 +35 3.9756 0.32 IQ 24 +40 3.9775 0.27 IQ 24 +45 3.9791 0.24 Q 24 +50 3.9806 0.21 Q 24 +55 3.9818 0.19 Q 25+ 0 3.9830 0.17 Q 25+ 5 3.9841 0.15 Q • 25 +10 3.9850 0.14 Q 25 +15 3.9859 0.13 Q 25 +20 3.9867 0.12 Q 25 +25 3.9874 0.11. Q 25 +30 3.9881 0.10 Q 25 +35 3.9887 0:09 Q 25 +40 3.9893 0.08 Q 25 +45 3.9898 0.08 Q 25 +50 3.9903 0.07 Q 25 +55 3.9908 0.07 Q - 26+ 0 3.9912 0.06 Q 26+ 5 3.9916 0.06 Q '26 +10 3.9920 0.05 Q 26 +15 3.9923 0.05 Q 26 +20 3.9926 0.05 Q • 26 +25 3.9929 0.04 Q I 26 +30 3.9932 0.04 Q 26 +35• 3.9934 0.04 Q 26 +40 3.9936 0.03 Q 26 +45 3.9939 0.03 Q 26 +50 3.9941 0.03 Q 26 +55 3.9942 0.03 Q 27+ 0 3.9944 0.02 Q V V V V V V V V V V V V V. V V V V V V V V. V. V V V V V V V V V V V V V V V V V VI VI VI VI VI V VI VI VI VI VI VI VI VI VI VI VI VI VI VI Vi VI VI VI VI V1 • 4 • 27+ 5 3.9945 0.02 'Q I I V 27 +10 3.9947 0.02 Q V 27 +15 3.9948 0.02 Q V 27 +20 3.9949 0.02 Q V 27 +25 3.9950 0.02 Q I V 27 +30 3.9951 0.01 Q I V 27 +35 3.9952 0.01 Q I V 27 +40 3.9953 0.01 Q V 27 +45 3.9954 0.01 Q V 27 +50 3.9955 0.01 Q I V 27 +55 .3.9955 0.01 Q V 28+ 0 3.9956 0.01 Q ( V 28+ 5 3.9956 0.01 Q V 28 +10 3.9957 0.01 Q I I V 28 +15 3.9957 0.01 Q I I V 28 +20 3.9958 0.01 Q I V 28 +25 3.9958 0.01 Q I V 28 +30 3.9959 0.00 Q V 28 +35 3.9959 0.00 Q I I V 28 +40 3.9959 0.00 Q V 28 +45 3.9959 0.00 Q I I V 28 +50 3.9959 0.00 Q V 28 +55 3.9960 0.00 Q V 29+ 0 3.9960 0.00 Q V 29+ 5 3.9960 0.00 Q I V 29 +10 3.9960 0.00 Q V. 29 +15 ----------------------------------------------------------------- 3.9960 0.00 Q V - - - - -- • 4 • i 17 n i t H y d r o g r.a 'p h A n a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, .1989 - 2004, Version 7.0 Study date 02/17/05 File: 62800ce1100.out • +++++++++++ F+++±++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ ++ +-i ++ ------------------------------------------------------------ ------ - - - - -- 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 Tr 62800 Bashi #2 1 -hour, 100 -year Storm Drainage Area, 16.04(Ac.) = 0.025 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 16.04(Ac.) _. Length along longest watercourse = 2100.00(Ft.) Length along longest watercourse measured to.centroid = 760.00(Ft.) Length along longest watercourse 0.398 Mi. Length along longest watercourse measured to centroid = 0:144 Mi: Difference in elevation= 13.00(Ft.) Slope along watercourse = 32.6857 Ft. /Mi. Average Manning's 'N' = 0.200 'Lag time = 0.835 Hr. Lag time = 50.07 Min. 25% of lag time = 12.52 Min. 40% of lag time 20.03 Min. Unit'time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] .16..04 6.76 100 YEAR-Area rainfall data: Area (Ac. ) [1) Rainfall (In) (2) 16.04 1.60 Weighting[1 *2] 108.43 Weighting[1 *2)' 25.66 `STORM EVENT (YEAR) 100.00 Area Averaged 2 -Year Rainfall = 6.760(In) Area Averaged 100 -Year Rainfall = 1.600(In) Point rain (area averaged) = 1.600(In) Areal adjustment-factor = 99.99 % Adjusted average point rain = 1.600(In) 0.025 Sq. Mi. • • Sub -Area Data: Area(Ac.) Runoff Index Impervious 16.040 32.00 0.450 Total Area Entered = 16.04(Ac.) RI RI Infil. Rate Impervious Adj..Infil AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) 32.0 52.0 0.552 0.450 0.328 Rate Area% F (Dec.) (In /Hr) 1.000 0.328 Sum (F) = 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr))- = 0.164 (for 24 hour storm duration) Soil low .loss rate (decimal) = 0.800 -------------- =;-----=---=- - - - - -- ----------------------------------- Slope of intensity- duration curve for a 1 hour storm = 0.5800 --------=------------------------------------------------------- - - - - =- 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 9.985 0.439 0.071 2 0.167 19.970 1.102 0.178 3 0.250 29.955 1.751 0.283. 4 0.333 39.941 2.401 0.368 5 0.417 49.926 3.104 0.502 6 0.500 59.911 4.850 0.784 7 0.583 69.896 7.442 1.203 8 0.667 79:881 9:8.95 1.600 9 0.750 89.866 8.706 1.407 10 0.833 99.852 7.018 1.135 11 0.917 109.837 5.809 0.939 12 .1.000 119.822 4.827" 13 1.083 129..807 3.799 0.614 14 1.167 139.792 3.199 0.517 15 .1.250 149.777 2.778 0.449 16. 1.333 159.762 2.522 0.408 17 1.417 169.748 2.291 0.370 18 1.500 179.733 1.985 0.321 19 1.583 189.118 1.789 0.289 20 1.667 199.703 1.702 0.275 21 1.750 209.688 1.508 0.244 22 1.833 219.673 1.318 01213 23. 1:917 229.659 1.292 0.209' 24. 2:000 239.644 1.112 0.180 25. 2.083 249.629 1.078 0.174 26 2.167 259.614 1.023 0.165 27 2 :250 269.599 .0:959 0.155 28 2.333 279.584 0.942 0.152 29 2.417 289.569 0.822 0.133 30 2.500 299.555 0.799 0.129 31 2..583 309.540 0.708 0.114. 32 2:667' 319.525 0.599. 0.097 33 2.750 329.510 0.595 0.096 34 2.833 339.495 0.565 0.091 35 2.917 349.480 .0.559 0:090 36 3.000 359.466 0.523 0.085 37 3.083 369.451 0.479 0.077 38 3.167 379.436 0.475 0.077 39 3..250 389.421 0.446 0.072 40 3.333 399.406 0.439 0.071 41 3.417 409.391 0.395 0.064 42 3.500 419.377 .0.340 0.055 43 3.583 429.362 .0.339 0.055 44 3.667' 439.347 0.339 0.055 45 3.750 449.332 0.339 0.055 46, 3..833 459.317 0.305 0.049 47 3.917 469.302 0.260 0.042 48 4.000 479.287 0.260 0.042 49 4.083 489.273 0.260 0.042 50 4.167 499.258 0.260 0.042 j 51 4.250 509.243 0.225 0.036 52 4.333 519.228 0.180 0.029 53 4.417 529.213. 0.180 0.029 54 4.500 539.198 .0.180 0.029 55 4.583 549.184 0.180 0.029 .56 4.667 559'.169 0.146 0.024 57 4.750 569.154 0.100 0.016 58 4.833 579.139 0.100 0.016 59 4.917 589.124 0.100 0.016 60 5.000• 599.109 0.100 0.016 61 5.083 609.094 0.108 0.017 62 5.167. 619.080 0.120 0.019 63 5.250 629.065 0.120 0.019 :..; 64 5.333 639.050 0.120 0.019 65 5.417 649.035 0.120 0. 01,9 6.6 5.500 659.020' 0.120 0.019 67 5.583 669.005 0.120 0.019 68 5.667 678.991 0.120 0.019 69 5.750 .688.976' 0.120 0.019 i 70. 5.833 698.961 0.120 0.019 71 5.917 708.946 0.097 0.016 72 6.000, 718.931 0.063 0.010 73 6.083 728.916 0.062 0.010 74 75 6.167 .6.250 738.901 748.887 0.062 0.062 0.010 76 6.333 758.872 0.062 0.010 0.010 77 6.417 768.857 0.062 0.010 i �! 78 6:500 778.842 0.062 0.010 79 6.583' 788.827 0.038 0.006 -------------- Sum - - = . - -- = 100.000 Sum= 16.165 i Unit Time Pattern Storm Rain Loss rate(In: /Hr) Effective (Hr.) .Percent (In /Hr) Max Low (In /Hr) 1. 0..08 3.60 0.691 0.328 0.36 2. 0.17 4:20 0.806 0.328 - -- 0.48 3 0.25 4.40 0.845 0.328 - -- 0.52 4 0.33 .4.60. 0..883 0.328 - -- 0.55 5' 0.42 5.00 0..960 0.328 - -- 0.6.3 .6 0.50 5.60. 1.075- 0.328 - -- 0. -75 7 0.58 6.40 1.229 0.328 - -- 0.90 8 0.67 8.10 1.555 0.328' - -- . 1.23 9 0.75 13.10 2.515 0..328 - -- 2.19 10 0.83 .34.50 6.;623 0.328 - -- 6.29 11 0.92 6.70 1.286 0.328 - - -' 0196 12 ...1.00 3.80 0.729 0.328. - -- 0.40 Sum = 100.0 Sum = 15.3 Flood-.volume = Effective rainfall. 1.27(Iri) times area' 16.0(Ac.) /[(In) /(Ft.)) = 1.7(Ac.Ft) Total soil loss = 0.33(In) Total soil loss= 0.439(Ac.Ft) Total rainfall,= 1.60(In) Flood.volume = 74037.2 Cubic Feet Total soil loss = 19109.6. Cubic Feet Feak flow rate of -------------------=--=------------------- this hydrograph -------------------------------------=------- 18.680(CFS) ±++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - 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 0+ 5 0.0002 0.03 Q 0 +10. 0.0009 0.10 Q 0 +15 0.0024 0.22 Q 0 +20 0.0052 0.41 Q I I 0 +25 0.0097 0.66. VQ 0 +3C 0.0170 1.05 V Q 0 +35 0.0284 1.66 V Q 0 +40 0.0459 2.54 IV Q I 0 +45 0.0705 3.57 IV Q 0 +50 0.1048 4.98 ( V QI 0 +55 0.1502 6.58 V Q 1+ 0 0.2064 8.16 V i Q 1+ 5 0.2734 9.73 I V QI. 1 +.10 0.3523 11:45 V I I Q 1 +15 0.4490 14._04 i V Q 1 +2C 0.5657 16.94 V i i �. 1 +25 0.6943 18.68 I I V I Q 1 +3C 0.8097 16.76 VIV I Q Q 1 +35 0.9065 14.05 I I Q I 1 +4C 0.9870 11.70 QV J 1 +45 1.0541 9.74 I Q� I I 1 +55 1.1093 8.02 I I Q I V I 1 +55 2+ 0 1 .1566 1.1979 6..85 6.01 I I Q I Q V 2+ 5 1.2352 5.41 i Q I VVI 2 +,1C 1.2687 4.88 I QI ( VI 2 +15 1.2987 4.35 Q i .2 +20 1.3259 3.95 I Q I, I IV I, 2 +25 1.3511 3.66 I IVV 2 +3C' 1.3739 3.31 i QQ i 2 +35 1.3945 3.00 I Q I I I V 2 +40 1.4139 2.82 I Q I I I V 2 +45 1.4315 2.55 I Q I I I V 2 +50 .1 .4482 2.42 I I I V 2 +55 1. .4.638 2.28 i QQ 3+ 0 1.4786 2.14 I Q li i i V 3+,S 1.4925 2.03 I Q I V 3 +10 1.5052 1.84 I Q `. ..3 +15 1.5171 1.73 Q ( I V 3 1.5280 1.57 i I V 3 +25 1.5318 1.42 I Q ( +20 ! 3 +30 1.5472 1.37 I I V I 3 +35 1.5561 1.30 i Q �. I 3 +40 1.5648 1.25 Q i. ` V 3 +45 1.5729 1.18 Q V 3 +50 1.5806 1.11 Q V 3 +55 1.5879 1.07 I Q I I I v I V 4+ of 1.5949 1.01 Q 4+ 5 1.6015 0.96 IQ I i V 4 +10 1.6076 0.89 IQ I I 4 +15 1.6132 0.81 I I V I. 4 +20 1.6187 0.79 iQ i f I VV .I 4 +25 1.6239 0.76 I 4 +30 1.6290 0.73 iQ +. ( I v I I • J 4 +35 1. 6336' :0.68 Q 4 +40 1.6379 0.61 I ! I 4 +45 1.6419 0.59 0 V 4 +50 1.6458 0.57 IQ V 4 +55 1.6495 0.54 'Q 5+ 0 5+ 5 1.6528 1.6557 0.48 0..42 Q Q I I I v V I 5 +10 1.6585 0.40 Q I I V 5 +15 1.6611 0.39 Q I I V� 5 +20 1:6637 0'.37 Q I V) 5 +25 1.6659 0.32 Q I 5 +30 1.6677 0.27 Q I V 5 +35 1.6695 0.26 Q I ( ( V 5 +40 1.6713 0.26 Q V .5 +45 1.6731 0.27 Q ` V I 5 +50 1.6751' 0.28 Q I VI. 5 +55 1.6771 0.29 Q 6+ 0 1.6791 0.29 0 . . 6+ 5 1.6810 0.29 Q I VI. 6 +.10 1.6830 0.28 Q .6 +15 1,6849 0.28 Q I I V 6 +20 1.6867 0.27 Q. I I •6 +25 1:6885 0.26 Q I VI 6 +30 1.6903 0.25 Q I I ( VI :.� 6 +35 1.6919 0.24 'Q I I V� 6 +40 1.6932• 0.20 Q vi. 6 +45 1..6943 0.15 Q I I I VI 6 +50 1.'6953 0.14 Q V� 7 +5p 1.6962 I V0..Q I 1. 6970 '0. 13 Q ( ! V 7+ 5 1.6978 0.12 Q I I VI 7 +10 1.6986 0.11 Q I ! VI 7 +15 1..6992 0.09 Q I I I 7 +20 1.6996 0.05 Q I I VI 7 +25 1.6996 0.01 Q VI 7 +36 1.6997 0.00 Q I I I V� - --------------------------------- ----------- - - - - -- • J i 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 02/17/05 File: 62800ce3100.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 --------------------------------------------------------------------- Tr 62800 Basin #2' 3 =hour, 100 -year Storm -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Drainage Area = 16.04(Ac.) = 0.025 Sq. Mi. 1 Drainage.Area for Depth -Area Areal Adjustment = 16.04(Ac.) _ Length along longest watercourse = 2100.00(Ft.) Length along longest watercourse measured to centroid = 760.00(Ft.) Length along longest watercourse = 0.398 Mi. Length along longest watercourse measured to centroid = 0.144 Mi. Difference in elevation = 13.00(Ft.) Slope along watercourse = 32.6857 Ft. /Mi. Average Manning's 'N' = 0.200 Lag time.= 0.835 Hr. Lag time = 50.07 Min_ 25% of lag time = 12.52 Min. 40% of lag time' = 20 .03 Min'. i Unit time S.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] 16.04 0.70 11.23 100 YEAR Area rainfall data: Area (Ac.) [11' Rainfall (In) [2) Weighting [1 *2] 16.04 2.20 35.29 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(ln) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.200(Iri) 0.025 Sq. Mi. Sub -Area Data: Area(Ac.) Runoff Index Impervious 16.040 32.00 0.450 Total Area Entered = 16.04(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (InjHr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.450 0.328 1:000 0.328' Sum (F) = 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr)) = 0.164 (for 24 hour storm duration) Soil low'loss rate (decimal) =. 0.800 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 9.. 985 0.439 0.071 2 0.167 19.970 1.102 0.178 3 0.250 29.955 1.7.51 0.283 4 0.333 39.94'1 2.401 0.388 .5 0.417 49.926 3.104 0.502 6 0.500 59.911 4.850 0.784 7 0.583 69.896" 7.442 1.203 8 0.667 79.881 9.895 1.600 9 0.750 89..866 8.706 1.407 10 0.833 99.852 7.018 1.135 11 0.917 109.83.7 5.809 0.939 12 1.000 119.822 4.827 0.780 13 1.083 129.807 3.799 0.614 14 1.167 139.792 3.199 0.517 i 15 1.250 149.777 2.778 0.449 16 1.333 159.762 2.522 0.408 17 1.417 169.748 2.291 0.370 18 1.500 179.133 1'.985 0.321 19 1.583 189.718 7.789 0.289 20 1.667 199.703 1.702 0.275 21 1.750 209.688 1.508; 0.244 .22 1.833 219.673 1.318 0.213. 23 1.917 229.659 1.292 0.209 24 2.000 239.644 1.112 0.180 25, 2.083 249.629 1.078 0.174 26 2:167 259.614 1.023 0.165 27 .2.250 269.599 0.959 0.155 28 .2.333 279.564 0.942 0.152 29 2.417. 289.569 0.822 0.133 30 2.500 299.555 0.799 0:129 31 .2.583 309.540 0.708 0.114 32 2.667 319.525 0.599 0.097 33 2.750 329.510 0.595: 0.096. 34 2.833 339.495 0.565 0.091. 35 2.917 349.480 0.559 0.090 36 3.000 359.466 0.523 0.085 37 3.083 369.451 0:479 0.077 38 3.167 379.436 0.475 0.077 39 3.250 389.421 0.446 0.072 • 40, 3.333 399.406 0.439 0.071 41 3.417 409.391 0:395 0.064 42 3.500 419.377 0.340 0.055 43 3.583 429.362 0.339 -0.055 44 3.667 439.347 0.339 0.655 45 3.750 449.332 0.339 0.055 46 3•.833 459.317 0.305 0.049 47 48 3.917 4.000 469.302 479.287 0.260 0.260 0.042 0.042 49 4.083 489.273 0.260 0.042 50 4.167 499.258 0.260 0:042 51 4.250 509.243 0.225 0.036 52 4.333 519.228 0.180 0.029 53 4.417 529.213 0.180 0.029 54 4.500 539.198 0.180 0.029 55 4.583 549.184 0.180 0.029" 56 4.667 559:169. 0.146 0.024 57 4.750 569.154 0.100 0.016 58 4.833 579.139 0.100. 0.016 59 4.917 589.124 0.100 0.016 60 5.000 599.109 0.100 0.016 61 5.083 609.094 0.108 0.017 62 5.167 619.080 0.126 0.019 63 5.250 629_065 0.120 0.019' 64 5.333 639.050 0.120 0.019 65 5.417. 649.035 0.120 0.019 .:.j. 66 5.500 659.020 0.120 0.019 67 5.583- 669.005 0.120 0.019 68 5.667 678.991 0.120 0.019 69 5.750 688.976 0.120 0.019 70 5.833 698.961 0.120 0.019 71 '72 5.917 708.946 0.097 0.016 j 6.000 .718.931 0.063 0.010 { 73 6:083 728.916 0.062 0.010 74 6.167 738:901 0.062 0.010 75 6.250 748.887 .0.062 0.010' '76 6.333 758.872 0.062 0.010' 77 6:417 768.857 0.062 0.010 76 6.500 778.842 0.062 0.010 79 6.583 788.827 0.038 0.006 j -- - - - - - - - - = - - - - - - - - - - - - - - - - - - - - - - - - Sum 100.000 Sum= - - - - - - - - 16.165 r Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr_). Percent (In /Hr) Max I Low (In /Hr) .1 0.08 1.30 0.343 •0.328 - -- 0.01 2 0.17 1.30 0.343 0.328 - -- 0.01 3 0.25 1.10 0.290 0.328 0.232 0.06 4'. 0.33 1'.50 0.396 0.328 - -- 0.07 5 .0.42 1.50 0..396 0.328 - -- 0.07 6 0.50 1.80 0.475 0.328 - -- 0.15 7 0.58 1.50' 0.396 0.328 - -- 0.07 8 0.67 1.80 0.475 0.328 - -- 0.15 9 0.75 1.80 0:475 0.328 - -- 0.15 10 0.83 1.50 0.396 0.328 - -- 0.07 11 0.'92 1:60 0.422 0.328 - -- 0.09 12 1.00 1.80 0.475 0.328 - -- 0.15 .I3 .1.08 ,2.20 0.581. 0.328 - -- 0.25 14 1.17 2.20 0.581 0.328 - -- 0.25 15- 1.25 2.20 0.581 0.328 - -- 0.25 16 '17 1.33 2.00 0.528 0.328 - -- 0.20 1.42 2.60 0.686 '0.328 - -- 0.36 18 1.50 2.70 0.713 0.328 - -- 0.38 19 1.58 2.40 0.634 0.328 - -- 0.31 20 1.67 2.70 0.713 0.328 21" 1.75 3.30 0.871 - -- 0.328 0.38 .22 1.83 3:10 0.818 0.328 0.54 --- 0.49 1 23 1.92 2.90 0:766 0.328 - -- 0.44 24 2.00 3.00 0.792 0.328 - -- 0.46 25 2.08 3.10 0.818 0.328 - -- 0.49 26 2.17. 4.20 1.109 0.328 - -- 0:78 .27 2.25 5.00 1.320 0.328 - -- 0.99 28 2.33 3.50 0.924 0.328 - -- 0.60 29 2.42 6.80 1.795 0.328 - -- 1.47 30 2.50 7.30 1.927 0.328 - -- 1.60 31, 2.58 8.20 2.165 0.328 - -- 1.84 32 2.67 5.90 1.557 0.328 - -- 1.23 33 2.75 2.00 0.528 0.328 - -- 0.20 34 2.83 1.80 0.475 0.328 - -- 0.15 35 2.92 1.80 0.475 0.328 - -- 0.15 36 3.00 0.60 0.158 0.328 0.127 0.03 Sum = 100.0 Sum = 14.9 Flood volume = Effective rainfall 1.24(In) times area 16.0(Ac.) /[(In) /(Ft.)] = 1.7(Ac.Ft) Total soil loss = 0.96(In) Total soil loss = 1.283(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 72200.5 Cubic Feet Total soil loss = 55885.9 Cubic Feet ..Peak -----------=--------------------------------------------=----------- flow rate of this hydrograph = 12.102(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 5.0 10.0 15.0 20.0 -------------=------------=-------------------------------------------- 0+ 5 0.0000 0.00 -Q I I I I 00 +10 0.0000 0.00 Q . 0 +15 0.0001 0.01 Q I I I 0 +20 0.0003 0.03 Q I I I I 0 +25 0.0006 0.05 Q 0 +30 0.0012 0.08 Q 0 +35 0.0021 0.14 Q 0 +40 0.0036 0.21 Q I I I 0 +45 0..0057 0.32 Q I I f y 0 +50 0.00.88 0.44 Q I I I 0 +.55 0.0127 0757 VQ I I I 1+ 0, 0.0175 0.70 VQ.. I i.. 1+ 5 0.0234 0.85 VQ j 1 +10 0..0302 0..99 VQ I I 1 +15 0.0380 1.13 V Q I I I 1 +20 0.0466 1.25 IVQ I I I I 1 +25 .0•.0560 1.36 IVQ 1 +30 0.0666 1.54 IV Q i 1 +35 0.0790 1.80 IV Q I I I 1-+40 0.0935 2.10 I V Q 1 +45 0.1099 2.38 V Q ( I I 1 +50 0.1282 2.66 V Q I I 1 +55- 0.1487 2.97 V Q 2+ 0 0.1716 3.33 V Q I 2+ 5 0.1969 3.67 V Q I I I 2 +10 0.2244 4.00 �. V Q I I 2 +15 0.2551 4.45 I V Q I I I 2 +20 0.2890 4.93 I V QI I I 2 +25 0.3260 5.37 I V Q I I I 2 +30 0.3665 5.88 I V IQ I I 2 +35 0.4117 6.57 I V VI Q I I 2 +40 0.4632 7.47 I Q I I Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q. Q. Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q- Q Q Q Q Q Q Q.. Q Q Q' L V Q V Q V S V V i I Q Q Q Q 2 I Q Q V Q QV V V V V V I V V V V V V V V V V V V V V V V V V V V V V" V V V V V V V V V V V V V V V V V "V V V V V V V V V V V V V V 2 +45 0:5212 8.43 2 +50 0.5856 9.34 2 +55 0.6559 10.21 3+ 0 0.7337 11.30 . 3+ 5 0.8169 12.08 3 +10 0.9002 12.10 3 +15 0.9771 11.16 ;. 3 +20 1.0438 9.69 3 ±25 1.1011 8.31 ' 3 +30 1.1502 7.14 3 +35 1.1922 6.10 3 +40 .1.2284 5.26 3 +45 .1.2605 4.65 3 +50 1.2892 4.17 3 +55 1.3150 3.75- ' .4+ 0 1.3384 3.40 4+ .5 • 1.3597 3 -'0 . 9 4 +10 1.3792 2.83 4 +15 1.3972 2.61 4 +20 1.4136 2.39 4 +25 1..4289 2.22 4 +30 1.4431 2.0.7 4 +35 1.4564 1.93 4 +40. 1.4689 1.82 - 4 +45 1.4806 1.70 4 +50 1.4916 1.59 4 +55' 1.5018 1.48 5+ 0 .1.5112 1:37 5+ -5 1.5200 1.28 5 +10 1.5281 1.18 5 +15 1.5358 1.12 j 5 +20 1.5432 1.06 :5 +25 1.5501 1.01 5 +30 1.5567. 0.96 5 +35 1.5629 0.90 5 +40 1.5688 0.85 5 +45 1.5744 0.81 5 +50 1.5796 0.76 5 +55 1.5845 0.72 .6+ 0 1.5891 0'.67 6+ 5 1.5935 0.63 6 +10 1.5977 0.61 6 +15 1.6016 0.57 6 +20 1:6053 0.54 6 +25 1.6088 -0.50 6 +30 1:.6120 0147 6 +35 1.6151 0.45 6 +40 1.6181 0.42 6 ±45 1.6208. 0.39 6 +50' 1.6232 0.36 6a 55 .1 . 625.6 0.34 • 7-+ 0 1:6278 0.32 7+ 5 1.6299 0.30 7 +1U -'1.6317 0.27 7 +15 1.6335 0.25 7.+20 1.6351 0.24 7 +25 1.6368 0.2.4 -7 +30 1.6384 0.24 7 +35 1.6400 0._23 7 +40 1.6416 0.23 7 +45 1.6432 0.23 7 +50 1.6447 0.22 7 +55. 1.6462 0.2.1 8+ 0 1.6476 0.21 8+ 5 1.6489 0.19 8 +10' 1.6502 0.18- Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q. Q. Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q- Q Q Q Q Q Q Q.. Q Q Q' L V Q V Q V S V V i I Q Q Q Q 2 I Q Q V Q QV V V V V V I V V V V V V V V V V V V V V V V V V V V V V" V V V V V V V V V V V V V V V V V "V V V V V V V V V V V V V V 8.15 1..6514 0.17 Q _ 8!+20 1.6524 0.15 Q V 8!+25 1.6533 0..13 Q V 84+30 1.6541 0.11 Q V 8j 35 1.6547 0.10 Q V - 81+40 1.6554 0 -09 Q V 81+45 1.65.59 0.08 Q ( V B1+50 1.6564 0.07 Q V 81+55 1.6568 0.06 Q V 9rt 0 1:6571 0.05 Q V) . 9i+ 5 1.6573 0.03 Q V 91+10 1.6574 0.01 Q V 9;+15 1.6575 0.00 Q V Y 94.2.0 1.6575 0:00 Q V 91+25 1:6575 0.00 Q V 1..6575 0.00 Q V - -- -9+30 ---------------- - - - = -- 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 02/17/05 File: 62800ce6100.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 --------------------------------------------------------------------- Tr 62800 Basin #2 6-hour, 100 -year Storm -----------=-------------------------------------------------------- Drainage Area = 16.04(Ac.) = 0.025 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 16.04(Ac.) = 0.025 Sq. Mi. Length along longest watercourse = 2100.00(Ft.) Length along longest watercourse measured to centroid.= 760.00(Ft.) Length along longest watercourse = 0.398 Mi. Length along longest watercourse measured to centroid = 0.144 Mi. Difference in elevation = 13.00(Ft.) Slope along watercourse = 32.6857 Ft.. /Mi. Average Manning's 'N' = 0.200 Lag time = 0.835 Hr. Lag time = 50.07 Min. 1 25% of lag time = 12.52 Min. j 40% of lag time = 20.03 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] 16.04 1.00 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] 16.04 2.50 Weighting[1 *2) 16.04 Weighting[1 *2] 40.10 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 = 99.99 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 16.040 .32.00 0.450 Total Area Entered = 16.04(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr), (Dec.) (In /Hr) 32.0 52.0 0.552 0.450 0.328 1.000 0.328 Sum (F) = 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr)) = 0.164, (for 24 hour storm duration) Soil low --------------------------------------------------------------------- loss rate (decimal) = 0.800 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 9.985 0.439 0.071 2 0.167 19.970 1.102 0.178 3 0.250 29.955 1.751 0.283 4 0.333 39.941 2.401 0.388 5 0.417 49.926 3.104 0.502 { 6 0.500 59.911 4.850 0.784 j 7 0.583 69.896 7.442 1.203 8 0.667 79.881 9.895 1.600 9 0.750 89.866 8.706 1.407 10 0.833 99.852 7.018 1.135 11 0.917 109.837 5.809 0.939 12 1.000 119.822 4.827 0.780 13 1.083 129.807 3.799 0.614 i 14 1.167 139.792 3.199 0.517 15 1.250 149.777 2.778 0.449 16 1.333 159.762 2.522 0.408 17 1.417 169.748 2.291 0.370 18 1:500 179.733 1.985 0.321 19 1.583 189.718 1.789 0.289 20 1.667 199.703 1.702 0.275 21 1.750 209.688 1.508 0.244 22 1.833 219.673 1.318 0.213 23 1.917 229.659 1.292 0.209 24 2.000 239.644 1.112 0.180 25- 2.083 249.629 1.078 0.174 26 2.167 259.614 1.023 0.165 27 2.250 269.599 0.959 0.155 28 2.333 279.584 0.942 0.152 29 2.417 289.569 0.822 0.133 y 30 2.500 299.555 0.799 0.129 31 2.583 309.540 0.708 0.114 32 2.667 319.525 0.599 0.097 { 33 2.750 329.510 0.595 0.096 1 34 2.833 339.495 0.565 0.091 35 2.917 349.480 0.559 0.090 36 3.000 359.466 0.523 0.085 37 3.083 369.451 0.479 0.077 38 3.167 379.436 0.475 0.077 39 3.250 389.421 0.446 0.072 40 3.333 399.406 0.439 0.071 41 3.417 909.391 0.395 0.064 42 3.500 419:377 0.340 0.055 43 3.583 429.362 0.339 0.055 44 3.667 439.347 0.339 0.055 45 3.750 449.332 0.339 0.055 46 3.833 459.317 0.305 0.049 47 3.917 469:302 0.260 0.042 48 4.000 479.287 0.260 0.042 49 4.083 489.273 0.260 0.042 50 4.167 999.258 0:260 0.042 51 4.250 509.243 0.225 0.036 52 4.333 519.228 0.180 0.029 53 4.417 529.213 0.180 0.029 54 4.500 539.198 0.180 0.029 55 4.583 549.184 0.180 0.029 56 4.667 559.169 0.146 0.024 57 4.750 569.154 0.100 0.01.6 58 4.833 579.139 0.100 0.016 59 4.917 589.124 0.100 0.016 60 5.000 599.109 0.100 0.016 61 5.083 609.094 0.108 0.017 62 5.167 619.080 0.120 0.019 63 5.250 629.065 0..120 0.019 64 5.333 639.050 0.120 0.019 65 5..417 649.035 0.120 0.019 66 5.500 659.020 0.120 0.019 67 5.583 669.005 0.120 0.019 68 5.667 678.991 0.124 0.019 69 5.750 688.976 0.120 0.019 70 5.833 698.961 0.120 0.019 71 5.917 708.946 0.097 0.016 72. 6:000 718.931 0.063 0.010 .j 73 6.083 728.916 0.062 0.010 74 6.167 738.901 0.062 0.010 75 76 6.250 6.333 748.887 758.872 0.062 0.062 0.010 0.010 77 6.417 768.857 0.062 0.010 78 6.500 778.842 0.062 0.010 79 6.583 788.827 0.038 0.006 ----------------------------------------------------------------------- Sum = 100.000 Sum= 16.165 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.150 0.328 0.120 0.03 :.; 2 0.17 0.60 0.180 0.328 0.144 0.04 3 0.25 0.60 0.180 0.328 0.144 0.04 4 0.33 0.60 0.180 0.328 0.144 0.04 5 0.42 0.60 0.180 0.328 0.144 0.04 6 0.50 0.70 0.210 0.328 0.168 0.04 7 0.58 0.70 0.210 0.328 0.168 0.09 8 0.67 0.70 0.210 0.328 0.168 0.04 9 0.75 0.70. 0.210 0.328 0.168 0.04 10 0.83 0.70. 0.210 0.328 0.168 0.04 11 0.92 0.70 0.210 0.328 0.168 0.04 12 1.00 0.80 0.240 0.328 0.192 0.05 13 1.08 0.80 0.240 0.328 0.192 0.05 14 1.17 0.80 0.240 0.32.8 0.192 0.05 15 1.25 0.80 0.240 0.328 0.192 0.05 16 1.33 0.80 0.240 0.328 0.192 0.05 17 1.42 0.80 0.240 0.328 0.192 0.05 18 1.50 0.80 0.240 0.328 0.192 0.05 19 1.58 0.80 0.240 0.328 0.192 0.05 10 20 1.67 0.80 0.240 0.328 0.192 0.05 21 1.75 0.80 0.240 0.328 0.192 0.05 22 1.83 0.80 0.240 0.328 0.192 0.05 23 1.92 0.80 0.240 0.328 0.192 0.05 24 2.00 0.90 0.270 0.328 0.216 0.05 25 2.08 0.80 0.240 0.328 0.192 0.05 26 2.17 0.90 0.270 0.328 0.216 0.05 27 2.25 0.90 0.270 0.328 0.216 0.05 28 2.33 0.90 0.270 0.328 0.216 0.05 29 2.42 0.90 0.270 0.328 0.216 0.05 30 2.50 0.90 0.270 0.328 0.216 0.05 31 2.58 0.90 0.270 0.328 0.216 0.05 32 2.67 0.90 0.270 0.328 0.216 0.05 33 2.75 1.00 0.300 0.328 0.240 0.06 34 2.83 1.00 0.300 0.328 0.240 0.06 35 2.92 1.00 0.300 0.328 0.240 0.06 36 3.00 1.00 0.300 0.328 0.240 0.06 } 37 3.08 1.00 0.300 0.328 0.240 0.06 38 3.17 1.10 0.330 0.328 - -- 0.00 39 3.25 1.10 0.330 0.328 - -- 0.00 40 3:33 1.10 0.330 0.328 - -- 0.00 41 3.42 1.20 0.360 0.328 - -- 0.03 42 3.50 1.30 0.390 0.328 - -- 0.06 43 3.58 1.40 0.420 0.328 - -- 0.09 44 3.67 1.40 0.420 0.328 - -- 0.09 45 3.75 1.50 0.450 0.328 - -- 0.12 46 3.83 1.50 0.450 0.328 - -- 0.12 47 3.92 1.60 0.480 0.328 - -- 0.15 48 4.00 1.60 0.480 0.328 - -- 0.15 49 4.08 1.70 0.510 0..328 - -- 0.18 50 4.17 1.80 0.540 0.328 - -- 0.21 51. 4.25 1.90 0.570 0.328 - -- 0.24 52 4.33 2.00 0.600 0.328 - -- 0.27 53 4.42 2.10 0.630 0.328 - -- 0.30 54 4.50 2.10 •0.630 0.328 - -- 0.30 55 4.58 2.20 0.660 0.328 - -- 0.33 56 57 4.67 4.75 2.30 2.40 0.690 0.720 0.328 0.328 - -- 0.36 0.39 58 4.83 2.40 0.720 0.328 __- 0.39 59 4.92 2.50 0.750 0.328 - -- 0.42 60 5.00 2.60 0.780 0.328 - -- 0.45 61 5.08 3.10 0.930 0.328 - -- 0.60 62 5.17 3.60 1.080 0.328 - -- 0.75 63 5.25 3.90 1.170 0.328 - -- 0.84 64 5.33 4.20 1.260 0.328 - -- 0.93 65 5.42 4.70 1.410 0.328 - -- 1.08 66 5.50 5.60 1.680 0.328 - -- 1.35 67 5.58 1.90 0.570 0.328 - -- 0.24 ;i 68 5.67 0.90 0.270 0.328 0.216 0.05 69 5.75 0.60 0.180 0.328 0.144 0.04 70 5.83 0.50 0.150 0.328 0.120 0.03 71 5.92 .0.30 0.090 0.328 0.072 0.02 72 6.00 0.20 0.060 0.328 0.048 0.01 Sum- 100.0 Sum = 12.4 Flood volume = Effective rainfall 1.04(In). times area 16.0(Ac..) /[(In) /(Ft.)] = 1.4(Ac.Ft) Total soil loss= 1.46(In) Total soil loss = 1.958(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 60285.9 Cubic Feet Total -------------------------------------------------------------------- soil loss = 852.69.0 Cubic Feet Peak -------------------------------------------------------------------- flow rate of this hydrograph = 8.676(CFS) ++++++++++++++++++++++++++++++++.+++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R R u n o f f H -y S T O d r o R M g r a p h Hydrograph in 5 Minute intervals ((CFS)) x 5.0 7.5 10.0 ------------------ - - - - -- ----------------------------------------- Time(h +m) --------------------------------------------- Volume Ac.Ft Q(CFS) 0 2.5 0+ 5 0 +10 0.0000 0.0001 0.00 0.01 Q Q { { 0 +15 0.0002 0.02 Q { 0 +20 0.0004 0.03 Q 0 +25 0.0007 0.05 Q 1 0 +30 0.0013 0.08 Q 0 +35 0.0021 0.12 Q 0 +40 0.0033 0.17 Q 1 0 +45 0.0048 0.23 Q 1 0 +50 0.0067 0.27 VQ 0 +55 0.0089 0.31 VQ ) 1+ 0 0.0113 0.35 VQ I 1+ 5 0.0139 0.38 VQ 1 1 +10 0.0168 0.41 VQ I 1 +15 0.0198 0.44 VQ { 1 +20 0.0230 0.46 VQ 1 +25 0.0263 0.49 VQ I 1 +30 0.0298 0.51 V Q I 1 +35 0.0335 0.53 V Q I 1 +40 0.0373 0.55 IVQ 1 1 +45 0.0412 0.57 IVQ I 1 +50 0.0453 0.59 IVQ I 1 +55 0.0494 0.60 IVQ 2+ 0 0.0536 0.61 )VQ I 2+ 5 0.0579 0.63 IVQ I 2 +10 0.0623 0.64 IVQ I ! 2 +15 0.0668 0.65 IVQ I 2 +20 0.0713 0.66 { Q I 2 +25 0.0759 0.67 1 Q I 2 +30 2 +35 0,.0806 0.0854 0.68 0.70 14 1 Q I I 2 +4.0 0.0903 0.71 I Q 2 +45 0.0953 6.72 1 Q I 2 +50 0.1004 0.74 I Q 1 r 2 +55 0.1056 0.75 1 Q I 3+ 0 0.1108 0.76 I Q 3+ 5 0.1.161 0.77 1 Q I 3 +10 0.1215 0.78 I Q 1 3 +15 0.1269 0.79 1 Q. 3 +20 0.1323 0.78 1 Q I 3 +25 0.1377 0.78 1 Q I 3 +30 0.1430 0.77 I QV 3 +35 0.1481 0.75 1 Q V 3 +40 0.1531 0.71 1 Q V 1 3 +45 0.1576 0.67 1 Q V I 3 +50 0.1621 0.65 1 Q V 3 +55 0.1667 0.67 1 Q V I 4+ 0 0.1719- 0.75 1 Q V I 4+ 5 0.1778 0.86 1 Q V I 4 +10 0.1847 1.00 I Q V 1 4 +15 0.1926 1.14 1 QV 1 4 +20 0.2016 1.31 I Q I 4 +25 0.2117 1.48 ( QV I' ' 4 +30 0.2232 1.66 1 Q I 4 +35 0.2360 1..86 1 VQ 1 4 +40 0.2504 2.09 1 VQ I 9 +45 0.2665 2.34 I V QI 4 +50 0.2845 2.61 1 V Q 4 +55 5+ 0 0.3044 0.3262 2.89 3.17 I V I IQ VI Q 5+ 5 0.3500 3.45 1 V Q 5 +10 0.3760 3.77 1 V x 5.0 7.5 10.0 ------------------ - - - - -- 5 +15 0.4044 4.13 ( IV Q 5 +20 0.4356 4.53 I { "V Q { 5 +25 0.4699 4.98 I I V QI I i 5 +30 0.5080 5.53 I I V I Q 5 +35 0.5505 6.16 I I V I Q I ! 5 +40 0.5975 6.83 I I V I Q I I 5 +45 0.6489 7.46 I I V I QI ► 5 +50 0.7041 8.01 I I V { Q { 5 +55 0.7625 8.98 I I I V I Q f 6+ 0 0.8222 8.68 ► ► ► V I Q I. 6+ 5 0.8795 8.32. ► ! I V I Q I ' 6 +10 0.9295 7.26 I I I V QI 6 +15 0.9720 6.16 ► 1 I Q V I I 6 +20 1.0082• 5.27 ► I IQ VI 6 +25 1.0394 4.53 ► I Q I V ► 6 +30 1.0664 3.91 I I Q I V { 6 +35 1.0901 3.45 1 I Q I IV { 6 +40 1.1114 3.09 ► I Q I ( V ► 6 +45 1.1306 2.79 I IQ I I V I 6 +50 1.1481 2.53 ► Q I I V 6 +55 1.1639 2.29 ► QI I I V { 7+ 0' 1.1783 2.10 ► Q I I I V I 7+ 5 1.1917 1.94 I Q I ( ( V ► 7 +10 1.2039 1 .78 I Q I I I V 7 +15 1.2152 1.64 ► Q I I I V 7 +20 1.2258 1.53 I Q I I I V 7 +25 1.2356 1.43 I Q I I I V• i 7 +30 1.2449 1.34 I Q I I I V { 7 +35 1.2535' 1.26 I Q I I I V I 7 +40 1.2616 1.18 I Q I I I V I 7 +45 1.2692 1.10 1 Q { { I V 7 +50 1.2762 1.02 I Q I I I V ► 7 +55 1.2828 0.95 I Q I I I V I 8+ 0 1.2889 0.89 1 Q I I. I V I. 8+ 5 1.2946 0.83 1 Q I I ► V► 8 +10 1.3000 0.79 1 Q I I;' I V► 8 +15 1.3051 0.75 ► Q I I' I V a 8 +20 1.3100 0.71 ► Q { I I. V 8 +25. 1.3146 0.67 1 Q I I i V► 8 +30 1.3190 0.63 I Q I I I V► .8 +35 1.3231 0.60 1 Q I ( I V 8 +40 1.3269 0.56 ► Q I I ) V 8 +45 1.3306 0.53 1 Q I I I V 8 +50 1.3340 0.49 ►Q ► I I V I 8 +55 1.3372 0.96 IQ { ► I V 9+ 0 1.3902 0.44 IQ I I I V I ' 9+ 5 1.3431 0.42 IQ I I I V{ 9 +10 .1.3458 0.40 IQ 1 { { V ► .9 +15 1.3483 0.37 IQ I I I V I 9 +20 1.3507 0.34 IQ I I I VI. 9 +25 1.3529 0.33 IQ I I I V► 9 +30 1.3551 0.31 IQ I ( I VI 9 +35 1.3571- 0.29 IQ I I i VI 9 +40 1.3589 0.27 IQ- ( ► I VI 9 +45 1:3606 0.25 Q I i I VI. 9 +50 1.3622 0.23 Q I I ► VI 9 +55 1.3637 0.22 Q VI 10+ 0 1.3651 0.21 Q I I I V1 10+ 5 1.3664 0.19 Q ► I { VI 10 +10 1.3677 0.18 Q I I I VI 10 +15 1.3689 0.17 Q V► 10 +20 1.3700 0.17 Q I I I VI 10 +25 .1.3712 0.17 Q 1 ► I VI 10 +30 1.3724 0.17 Q { 1 ( VI 10 +35 1.3735 0.17 Q I I i VI 10 +40 1.3746 0.16 Q VI 10 +45 .1.3757 0.16 Q I 10 +50 1.3767 0.15 Q 10 +55 1.3777 0.14 Q I 11+ 0 1.3786 0.13 Q I I 11+ 5 1.3795 "0.12 Q 11 +10 1.3802 0.11 Q. I I 11 +15 1.3809 0.10 Q 11 +20 1.3815 0.08 Q I I 11 +25 1.3819 0.07 Q I 11 +30 1.3824 0.06 Q I I 11 +35 1.3828. 0.06 Q I I 11 +40 1.3831 0.05 Q I 11 +45 1.3834 0.04 Q 11 +50 1.3837 0.03 Q 11+55 1.3838 0.02 Q I I` 12+ 0 1.3839 0.01 Q I I 12+ 5 1.3840 0.00 Q I f 12 +10 1.3840 0.00 Q f 12 +15 1.3840 0.00 Q ( I 12 +20 1.3840 0.00 Q I I .12 +25 1.3840 0.00 Q I I I 12 +30 1 1.3840 0.00 Q I I 67,- VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI 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 05/30/06 File: 62800ce24100.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 No. 1732 - Retention Basin #2 24 -hour duration using soil loss rate = 0.54 ---------------------------------_-------------------------------_-- Drainage Area = 16.04(Ac.) 0.025 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 16.04(Ac.) Mi. Length along longest watercourse = 2100.00(Ft.) Length along longest watercourse measured to centroid = 760.00(Ft.) Length along longest watercourse = 0.398 Mi. Length along longest watercourse measured to centroid = 0.144 Mi. Difference in elevation = 13.00(Ft.) Slope along watercourse = 32.6857 Ft. /Mi. Average Manning's 'N' = 0.200 Lag time = 0.835 Hr. Lag time = 50.07 Min. 25% of lag time = 12.52 Min. 40% of lag time = 20.03 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] 16.04 1.40 22.46 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2) Weighting [1 *2] 16.04 4.50 72.18 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) 0.025 Sq. Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 16.040 32.00 0.450 Total Area Entered = 16.04(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.450 0.328 1.000 0.328 Sum (F) .= 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr)) = 0.164 (for 24 hour storm duration) Soil low loss rate (decimal).= 0.540 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 9.985 0.439 0.071 2 0.167 19.970 1.102 0.178 3 0.250 4 0.333 29.955 39.941 1.751 2.401 0.283 0.388 5 0.417 49.926 3.104 0.502 6 0.500 59.911 4.850 0.784 7 0.583 69.896 7.442 1.203 8 0.667 79.881 9.895 1.600 9 0.7.50 89.866 8.706 1.407 10 0.833 99.852 7.018 1.135 11 0.917 109.837 5.809 0.939 12 1.000 119.822 4.827 0.780 13 1.083 129.807 3.799 0.614 14 1.167 139.792 3.199 0.517 15 1.250 149.777 2.778 0.449 16 1.333 159.762 2.522 0.408 17 1.417 169.748 2.291 0.370 \ 18 1.500 179.733 1.985 0.321 19 1.583 189.718 1.789 0.289 20 1.667 199.703 1.702 0.275 21 1.750 209.688 1.508 0.244 22 1.833 219.673 1.318 0.213 23 1.917 229.659 1.292 0.209 24 2.000 239.644 1.112 0.180 25 2.083 249.629 1.078 0.174 26 2.167 259.614 1.023 0.165 27 2.250 269.599 0.959 0.155 28 2.333 279.584 0.942 0.152 29 2.417 289.569 0.822 0.133 30 2:500 299.555 0.799 0.129 31 2.583 309.540 0.708 0.114 32 .2.667 33 2.750 319.525 329.510 0.599 0.595 0.097 0.096 34 2.833 339.495 0.565 0.091 35 2.917 349.480 0.559 0.090 36 3.000 359.466 0.523 0.085 37 3.083 369.451 0.479 0.077 3.8 3.167 379.436 0.475 0.077 39 3.250 389.421 0.446 0.072 40 3.333 399.406 0.439 0.071 41 3.417 409.391 0.395 0.064 42 3.500 419.377 0.340 0.055 43 3.583 429.362 0.339 0.055 44 3.667 439.347 0.339 0.055 45 3.750 449.332 0.339 0.055 46 3.833 459.317 0.305 0.049 47 3.917 469.302 0.260 0.042 48 4.000 479.287 0.260 0.042 49 4.083 489.273 0.260 0.042 50 4.167 499.258 0.260 0.042 51 4.250 509.243 0.225 0.036 52 4.333 519.228 0.180 0.029 53 4.417 529.213 0.180 0.029 54 4.500 539.198 0.180 0.029 55 4.583 549.184 0.180 0.029 56 4.667 559.169 0.146 0.024 57 4..750 569.154 0.100 0.016 58 4.833 579.139 0.100 0.016 59 4.917 589.124 0.100 0.016 60 5.000 599.109 0.100 0.016 61 5.083 609.094 0.108 0.017 62 5.167 619.080 0.120 0.019 63 5.250 629.065 0.120 0.019 64 5.333 639.050 0.120 0.019 65 5.417 649.035 0.120 0.019 66 5.500 659.020 0.120 0.019 67 5.583 669.005 0.120 0.019 68 5.667 678.991 0.120 0.019 69 5.750 688.976 0.120 0.019 70 5.833 698.961 0.120 0.019 71 5.917 708.946 0.097 0.016 72 6.000 718.931 0.063 0.010 73 6.083 728.916 0.062 0.010 74 6.167 738.901 0.062 0.010 75 6.250 748.887 0.062 0.010 76 6.333 758.872 0.062 0.010 77 6.417 768.857 0.062 0.010 78 6.500 778.842 0.062 0.010 - 79 6.583 788.827 0.038 0.006 ---------------------------------------------------------------------- Sum = 100.000 Sum= 16.165 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..582 0.019 0.02 2 0.17 0.07 0.036 0.580 0.019 0.02 3 0.25 0.07 0.036 0.577 0.019 0.02 4 0.33 0.10 0.054 0.575 0.029 0.02 5 0.42 0.10 0.054 0.573 0.029 0.02 6 0.50 0.10 0.054 0.571 0.029 0.02 7 0.58 0.10 0.054 0.568 0.029 0.02 8 0.67 0.10 0.054 0.566 0.029 0.02 9 0.75 .0.10 0.054 0.564 0.029 0.02 10 0.83 0.13 0.072 0.562 0.039 0.03 11 0.92 0.13 0.072 0.560 0.039 0.03 12 1.00 0.13 0.072 0.557 0.039 0.03 13 14 1.08 1.17 0.10 0.10 0.054 0.054 0.555 0.553 0.029 0.029 0.02 0.02 15 1.25 0.10 0.054 0.551 0.029 0.02 16 1.33 0.10 0.054 0.549 0.029 0.02 17 1.42 0.10 0.054 0.546 0.029 0.02 18 1.50 0.10 0.054 0.544 0.029 0.02 19 1.58 0.1.0 0.054 0.542 0.029 0.02 20 1.67 0.10 0.054 0.540 0.029 0.02 21 1.75 0. 10 0.054 0.538 0.029 0.02 • 22 1.83 0.13 0.072 0.535 0.039 0.03 23 1.92 0.13 0.072 0.533 0.039 0.03 24 2.00 0.13 0.072 0.531 0.039 0.03 25 2.08 0.13 0.072 0.529 0.039 0.03 26 2.17 0.13 0.072 0.527 0.039 0.03 27 2.25 0.13 0.072 0.525 0.039 0.03 28 2.33 0.13 0.072 0.523 0.039 0.03 29 2.42 0.13 0.072 0.520 0.039 0.03 30 2.50 0.13 0.072 0.518 0.039 0.03 31 2.58 0.17 0.090 0.516 0.049 0.04 32 2.67 0.17 0.090 0.514 0.049 0.04 33 2.75 0.17 0.090 0.512 0.049 0.04 34 2.83 0.17' 0.090 0.510 0.049 0.04 35 2.92 0.17 0.090 0.508 0.049 0.04 36 3.00 0.17 0.090 0.506 0.049 0.04 37 3.08 0.17 0.090 0.504 0.049 0.04 38 3.17 0.17 0.090 0.501 0.049 0.04 39 3.25 0.17 0.090 0.499 0.049 0.04 40 3.33 0.17 0.090 0.497 0.049 0.04 41 3.42 0.17 0.090 0.495 0.049 0.04 42 3.50 0.17 0.090 0.493 0.049 0.04 43 3.58 0.17 0.090 0.491 0.049 0.04 44 3.67 0.17 0.090 0.489 0.049 0.04 45 3.75 0.17 0.090 0.487 0.049 0.04 46 3.83 0.20 0.108 0.485 0.058 0.05 47 3.92 0.20 0.108 0.483 0.058 0.05 48 4.00 0.20 0.108 0.481 0.058 0.05 49 4.08 0.20 0.108 0.479 0.058 0.05 50 4.17 0.20 0.108 0.477 0.058 0.05 51 4.25 0.20 0.108 0.475 0.058 0.05 52 4.33 0.23 0.126 0.473 0.068 0.06 53 4.42 0.23 0.126 0.471 0.068 0.06 54 4.50 0.23 0.126 0.469 0.068 0.06 55 4.58 0.23 0.126 0.467 0.068 0.06 56 4.67 0.23 0.126 0.465 0.068 0.06 57 4.75 0.23 0.126 0.463 0.068 0.06 58 4.83 0.27 0.144 0.461 0.078 0.07 59 4.92 0.27 0.144 0.459 0.078 0.07 60 5.00 0.27 0.144 0.457 0.078 0.07 61 5.08 0.20 0.108 0.455 0.058 0.05 62 5.17 0.20 0.108 0.453 0.058 0.05 63 5.25 0.20 0.108 0.451 0.058 0.05 64 5.33 0.23 0.126 0.449 0.068 0.06 65 5.42 0.23 0.126 0.447 0.068 0.06 66 5.50 0.23 0.126 0.445 0.068 0.06 67 5.58 0.27 0.144 0.443 0.078 0.07 68 5.67 0.27 0.144 0.441 0.078 0.07 69 5.75 0.27 0.144 0.439 0.078 0.07 70 5.83 0.27 0.144 0.437 0.078 0.07 71 5.92 0.27 0.144 0.435 0.078 0.07 72 6.00 0.27 0.144 0.433 0.078 0.07 73 6.08 0.30 0.162 0.431 0.087 0.07 74 6.17 0.30 0.162 0.429 0.087 0.07 75 6.25 0.30 0.162 0.427 0.087 0.07 76 6.33 0.30 0.162 0.426 0.087 0.07 77 6.42 0.30 0.162 0.424 0.087 0.07 78 6.50 0.30 0.162 0.422 0.087 0.07 79 80 6.58 6.67 0.33 0.33 0.180 0.180 0.420 0.418 0.097 0.097 0.08 0.08 81 6.75 0.33 0.180 0.416 0.097 0.08 82 6.83 0.33 0.180 0.414 0.097 0.08 83 6.92 0.33 0.180 0.412 0.097 0.08 84 7.00 0.33 0.180 0.410 0.097 0.08 85 7.08 0.33 0.180 0.409 0.097 0.08 86 7•.17 0.33 0.180 0.407 0.097 0.08 87 7.25 0.33 0.180 0.405 0.097 0.08 88 7.33 0.37 0.198 0.403 0.107 0.09 89 7.42 0.37 0.198 0.401 0.107 0.09 90 7.50 0.37 0.198 0.399 0.107 0.09 91 7.58 0.40 0.216 0.398 0.117 0.10 92 7.67 0.40 0.216 0.396 0.117 0.10 93 7.75 0.40 0.216 0.394 0.117 0.10 94 7.83 0.43 0.234 0.392 0.126 0.11 95 7.92 0.43 0.234 0.390 0.126 0.11 96 8.00 0.43 0.234 0.388 0.126 0.11 97 8.08 0.50 0.270 0.387 0.146 0.12 98 8.17 0.50 0.270 0.385 0.146 0.12 99 8.25 0.50 0.270 0.383 0.146 0.12 100 8.33 0.50 0.270 0.381 0.146 0.12 101 8.42 0.50 0.270 0.379 0.146 0.12 102 8.50 0.50 0.270 0.378 0.146 0.12 103 8.58 0.53 0.288 0.376 0.156 0.13 104 8.67 0.53 0.288 0.374 0.156 0.13 105 8.75 0.53 0.288 0.372 0.156 0.13 106 8.83 0.57 0.306 0.371 0.165, 0.14 107 8.92 0.57 0.306 0.3.69 0.165 0.14 108 9.00 0.57 0.306 0.367 0.165 0.14 109 9.08 0.63 0.342 0.365 0.185 0.16 110 9.17 0.63 0.342 0.364 0.185 0.16 111 9.25 0.63 0.342 0.362 0.185 0.16 112 9.33 0.67 0.360 0.360 0.194 0.17 113 9.42 0.67 0.360 0.358 - -- 0.00 114 9.50 0.67 0.360 0.357 - -- 0.00 115 9.58 0.70 0.378 0.355 - -- 0.02 116 9.67 0.70 0.378 0.353 0.02 • 117 9.75 0.70 0.378 0.352 - -- 0.03 118 9.83 0.73 0.396 0.350 0.05 119 9.92 0.73 0.396 0.348 - -- 0.05 120 10.00 0.73 0.396 0.347 - -- 0.05 121 10.08 0.50 0.270 0.345 0.146 0.12 122 10.17 0.50 0.270 0.343 0.146 0.12 123 10.25 0.50 0.270 0.342 0.146 0.12 124 10.33 0.50 0.270 0.340 0.146 0.12 125 10.42 0.50 0.270 0.338 0.146 0.12 126 10.50 0.50 0.270 0.337 0.146 0.12 127 10.58 0.67 0.360 0.335 - -- 0.03 128 10.67 0.67 0.360 0.333 - -- 0.03 129 10.75 0.67 0.360 0.332 - -- 0.03 130 10.83 0.67 0.360 0.330 - -- 0.03 131 10.92 0.67 0.360 0.328 - -- 0.03 132 11.00 0.67 0.360 0.327 - -- 0.03 133 11.08 0.63 0.342 0.325 - -- 0.02 134 11.17 0.63 0.342 0.324 - -- 0.02 135 11.25 0.63 0.342 0.322 - -- 0.02 136 11.33 0.63 0.342 0.320 - -- 0.02 137 11.42 0.63 0.342 0.319 - -- 0.02 138 11.50 0.63 0.342 0.317 - -- 0.02 139 11.58 0.57 0.306 0.316 0.165 0.14 140 11.67 0.57 0.306 0.314 0.165 0.14 141 11.75 0.57 0.306 0.313 0.165 0.14 142 11.83 0.60 0.324 0.311 - -- 0.01 143 11.92 0.60 0.324 0.309 - -- 0.01 144 12.00 0.60 0.324 0.308 - -- 0.02 145 146 12.08 12.17 0.83 0.83 0.450 0.450 0.306 0.305 - -- 0.14 0.15 147 12.25 0.83 0.450 0.303 =_= 0.15 148 12.33 0.87 0.468 0.302 - -- 0.17 149 12.42 0.87 0.468 0.300 - -- 0.17 1150 12.50 0.87 0.468 0.299 - -- 0.17 151 12.58 0.93 0.504 0.297 - -- 0.21 152 12.67 0.93 0.504 0.296 - -- 0.21 153 12.75 0.93 0.504 0.294 - -- 0.21 154 12.83 0.97 0.522 0.293 - -- 0.23 155 12.92 0.97 0.522 0.291 - -- 0.23 156 13.00 0.97 0.522 0.290 - -- 0.23 157 13.08 1.13 0.612 0.288 - -- 0.32 158 13.17 1.13 0.612 0.287 - -- 0.33 159 13.25, 1.13 0.612 0.285 - -- 0.33 160 13.33 1.13 0.612 0.284 - -- 0.33 161 13.42 1.13 0.612 0.283 - -- 0.33 162 13.50 1.13 0.612 0.281 - -- 0.33 163 13.58 0.77 0.414 0.280 - -- 0.13 164 13.67 0.77 0.414 0.278 - -- 0.14 165 13.75 0.77 0.414 0.277 - -- 0.14 166 13.83 0.77 0.414 0.275 - -- 0.14 167 13.92 0.77 0.414 0.274 - -- 0.14 168 14.00 0.77 0.414 0.273 -. -- 0.14 169 14.08 0.90 0.486 0.271 -- 0.21 170 14.17 0.90 0.486 0.270 - -- 0.22 171 14.25 0.90 0.486 0.268 - -- 0.22 172 14.33 0.87 0.468 0.267 - -- 0.20 173 14.42 0.87 0.468 0.26.6 - -- 0.20 174 14.50 0.87 0.468 0.264 - -- 0.20 175 14.58 0.87 0.468 0.263 - -- 0.20 176 14.67 0.87 0.468 0.262 - -- 0.21 177 14.75 0.87 0.468 0.260 - -- 0.21 178 14.83 0.83 0.450 0.259 - -- 0.19 179 14.92 0.83 0.450 0.258 - -- 0.19 180 15.00 0.83 0.450 0.256 - -- 0.19 181 15.08 0.80 0.432 0.255 - -- 0.18 182 15.17 0.80 0.432 0.254 - -- 0.18 183 15.25 0.80 0.432 0.252 - -- 0.18 184 15.33 0.77 0.414 0.251 - -- 0.16 185 15.42 0.77 0.414 0.250 - -- 0.16 186 15.50 0.77 0.414 0.249 - -- 0.17 187 15.58 0.63 0.342 0.247 - -- 0.09 188 15.67 0.63 0.342 0.246 - -- 0.10 189 15.75 0.63 0.342 0.245 - -- - -0.10 190 15.83 0.63 0.342 0.243 - -- 0.10 191 15.92 0.63 0.342 0.242 - -- 0.10 192 16.00 0.63 0.342 0.241 - -- 0.10 193 16.08 0.13 0.072 0.240 0.039 0.03 194 16.17 0.13 0.072 0.239 0.039 0.03 195 16.25 0.13 0.072 0.237 0.039 0.03 196 16.33 0.13 0.072 0.236 0.039 0.03 197 16.42 0.13 0.072 0.235 0.039 0.03 198 16.50 0.13 0.072 0.234 0.039 0.03 199 16.58 0.10 0.054 0.233 0.029 0.02 200 16.67 0.10 0.054 0.231 0.029 0.02 201 16.75 0.10 0.054 0.230 0.029 0.02 202 16.83 0.10 0.054 0.229 0.029 0.02 203 16.92 0.10 0.054 0.228 0.029 0.02 204 17.00 0.10 0.054 0.227 0.029 0.02 205 17.08 0.17 0.090 0.226 0.049 0.04 206 17.17 0.17 0.090 0.224 0.049 0.04 207 17.25 0.17 0.090 0.223 0.049 0.04 208 17.33 0.17 0.090 0.222 0.049 0.04 209 17.42 0.17 0.090 0.221 0.049 0.04 210 17.5.0 0.17 0.090 0.220 0.049 0.04 211 17.58 0.17 0.090 0.219 0.049 0.04 212 17.67 0.17 0.090 0.218 0.049 0.04 213 17.75 0.17 0.090 0.217 0.049 0.04 214 17.83 0.13 0.072 0.216 0.039 0.03 215 17.92 0.13 0.072 0.215 0.039 0.03 216 18.00 0.13 0.072 0.213 0.039 0.03 21.7 18.08 0.13 0.072 0.212 0.039 0.03 218 18.17 0.13 0.072 0.211 0.039 0.03 - 219 18.25 0.13 0.072 0.210 0.039 0.03 220 18.33 0.13 0.072 0.209 0.039 0.03 221 18.42 0.13 0.072 0.208 0.039 0.03 222 18.50 0.13 0.072 0.207 0.039 0.03 223 18.58 0.10 0.054 0.206 0.029 0.02 224 18.67 0.10 0.054 0.205 0.029 0.02 225 18.75 0.10 0.054 0.204 0.029 0.02 226 18.83 0.07 0.036 0.203 0.019 0.02. 227 18.92 0.07 0.036 .0.202 0.019 0.02 228 19.00 0.07 0.036 0.201 0.019 0.02 229 19.08 0.10 0.054 0.200 0.029 0.0 ,2 230 19.17. 0.10 0.054 0.200 0.029 0.02 231 19.25 0.10 0.054 0.199 0.029 0.02 232 19.33 0.13 0.072 0.198 0.039 .0.03 233 19.42 0.13 0.072 0.197 0.039 0.03 234 19.50 0.13 0.072 0.196 0.03,9 0.03 235 19.58 0.10 0.054 0.195 0.029 0.02 236 19.67 0.10 0.054 0.194 0.029 0.02 237 19.75 0.10 0.054 0.193 0.;029 0.02 238 19.83 0.07 0.036 0.192 0.019 0.02 239 19.92 0.07 0.036 0.191 0.019 0.02 240, 20.00 0.07 0.036 0.191 0.019 0.02 241 20.08. 0.10 0.054 0.190 0.029 0.02 242 20.17 0.10 0.054 0.189 0.029 0.02 243 20.25 0.10 0.054 0.188 0.029 0.02 244 20.33 0.10 0.054 0.187 0.029 0.02 245 20.42 0.10 0.054 0.186 0.029 0.02 246 20.50 0.10 0.054 0.186 0.029 0.02 247 20.58 0.10 0.054 0.185 0.029 0.02 248 20.67 0.10 0.054 0.184 0.029 0.02 249 20.75 0.10 0.054 0.183 0.029 0.02 250 20.83 0.07 0.036 0.183 0.019 0.02 251 20.92 0.07 0.036 0.182 0.019 0.02 252 21.00 0.07 0.036 0.181 0.019 0.02 253 21.08 0.10 0.054 0.180 0.029 0.' 02 254 21.17 0.10 0.054 0.180 0.029 0.02 255 21.25 0.10 0.054 0.179 0.029 0.02 256 21.33 0.07 0:036 0.178 0.019 0.02 257 21.42 0.07 0.036 0.178 0.019 0.02 258 21.50 .0.07 0.036 0.177 0.019 0.0.2 259 21.58 0.10 0.054 0.176 0.029 0.02 260 21.67 0.10 0.054 0.176 0.029 0.02 261 21.75 0.10 0.054 0.175 0.029 0.02 262 21.83 0.07 0.036 0.174 0.019 0.02 263 21.92 0.07 0.036 0.174 0.019 0.02 264 22.00 0.07 0.036 0.173 0.019 0.02 265 22.08 0.10 0.054 .0.173 0.029 0.02 266 22.17 0.10 0.054 0.172 0.029 0.02 267 22.25 0.10 0.054 0.172 0.029 0.02 268 22.33 0.07 0.036 0.171 0.019 0.02 269 22.42 0.07, 0.036 0.171 0.019 0.02 270 22.50 0.07 0.036 0.170 0.019 0.02 271 22.58 0.07 0.036 0.170 0.019 0.02 272 22.67 0.07 0.036 0.169 0.019 0.02 273 22:75 0.07 0.036 0.169 0.019 0.02 274 22.83 0.07 0.036 0.168 0.019 0.02 275 .22.92 0.07 0.036 0.168 0.019 0.02 276 23.00 0.07 0.036 0.167 0.019 0.02 277 23.08 0.07 0.036 0.167 0.019 0.02 278 23.17 0.07 0.036 0.167 0.019 0.02 279 23.25 0.07 0.036 0.166 0.019 0.02 280 23.33 0.07 0.036 0.166 0.019 0.02 281 23.42 0.07 0.036 0.166 0.019 0.02 282 23.50 0.07 0.036 0.165. 0.019 0.02 283 23.58 0.07 0.036 0.165 0.019 0.02 284 23.67 0.07 0.036 0.165 0.019 0.02 285 23.75 0.07 0.036 0.165 0.019 0.02 286 23.83 0.07 0.036 0.164 0.019 0.02 287 23.92 0.07 0.036 0.164 0.019 0.02 288 24.00 0.07 0.036 0.164 0.019 0.02 0 +15 Sum = 100.0 Q Sum = 20.5 Flood volume = Effective rainfall 1.71(1n) 0.02 Q I times area 16.0(Ac.) /[(In) /(Ft.)] = 2.3(Ac.Ft) 0.0004 0.03 Total soil loss = 2.79(In) 0 +30 Total soil loss = 3.729(Ac.Ft) Total rainfall = 4.50(In) 0.06 Q Flood volume = 99577.0 Cubic Feet 0 +40 0.0018 0.09 Total soil loss = 162428.2 Cubic Feet p-j • ------------------------------------------------------------7------- Peak flow rate of this hydrograph = 3.641(CFS) ------------------------------------------------------ - ------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o I 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 2.5 5.0 7.5 10 0+ 5 0.0000 0.00 Q 0 +10 0.0000 0.00 Q 0 +15 0.0001 0.01 Q 0 +20 0.0002 0.02 Q I I 0 +25 0.0004 0.03 Q 0 +30 0.0007 0.04 Q 0 +35 0.0011 0.06 Q 0 +40 0.0018 0.09 Q 0 +45 0.0026 0.12 Q 0 +50 0.0037 0.15 Q I I I I 0 +55 0.0049 0.18 Q 1+ 0 0.0064 0.21 Q I I I I 1+ 5 0.0080 0.23 Q 1 +10 0.0097 0.25 VQ 1 +15 0.0116 0.27 VQ 1 +20 0.0136 0.29 VQ 1 +25 0.0157 0.31 VQ 1 +30 0.0179 0.32 VQ 1 +35 0.0202 0.33 VQ 1 +40 0:0225 0:33 VQ 1 +45 0.0248 0.33 VQ 1 +50 0.0271 0.34 VQ 1 +55 0.0295 0.34 VQ 2+ 0 0.0318 0.34 VQ 2+ 5 0.0343 0.35 VQ 2 +10 0.0367 0.36 VQ 2 +15 0.0393 0.37 VQ 2 +20 0.0419 0.38 VQ 2 +25 0.0446 0.40 VQ 2 +30 0.0474 0.41 VQ 2 +35 0.0504 0.42 VQ 2 +40 0.0533 0.43 VQ 2 +45 0.0564 0.45 VQ 2 +50 0.0596 0.46 IQ 2 +55 0.0628 0.47 IQ 3+ 0 0.0661 0.48 3+ 5 0.0695 0.49 IQ 3 +10 0.0730 0.51 IVQ 3 +15 0.0766 0.53 .IVQ 3 +20 0.0804 0.54 IVQ 3 +25 0.0842 0.55 IVQ I 3 +30 0.0881 0.56 IVQ 0 3 +35 0.0920 0.57 JVQ 3 +40 0.0960 0.58 JVQ 3 +45 0.1000 0.58' JVQ 3 +50 0.1041 0.59 JVQ 3 +55 0.1082 0.60 JVQ 4+ 0 0.1124 0.61 jVQ 4+ 5 0.1166 0.61 Q 4 +10 0.1209 0.62 Q 4 +15 0.1252 0.63 Q 4 +20 0.1297 0.65 I Q 4 +25 0.1342 0.66 Q ,4 +30 0.1389 0.68 Q 4 +35 0.1437 0.70 Q 4 +40 0.1486 0.71 -Q 4 +45 0.1536 0.73 Q 4 +50 0.1588 0.74 Q 4 +55 0.1640 0.77 VQ 5+ 0 0.1695 0.79 VQ 5+ 5 0.1750 0.80 Q - y 5 +10 0.1806 0.82 I Q 5 +15 0.1863 0.83 Q 5 +20 0.1921 0.84 Q 5 +25 0.1980 0.86 Q 5 +30 0.2040 0.86 Q 5 +35 0.2099 0.86 Q 5 +40 0.2158 0.86 Q 5 +45 0.2217 0.86 Q 5 +50 0.2276 0.86 Q 5 +55 0.2336 0.87 QV 6+ 0 0.2397 0.88 QV . 6+ 5 0.2460 0.90 QV 6 +10 0.2523 0.92 QV 6 +15 0.2588 0.94 QV 6 +20 0.2654 0.96 QV 6 +25 0.2721 0.97 QV 6 +30 0.2789 0.99 QV 6 +35 0.2859 1.01 QV 6 +40 0.2930 1.03 QV 6 +45 0.3002 1.05 I QV 6 +50 0.3076 1.07 QV 6 +55 0.3150 1.09 QV 7+ 0 0.3226 1.10 QV 7+ 5 0.3304 1.12 QV 7 +10 0.3382 1.14 QV, 7 +15 0.3463 1.16 Q V 7 +20 0.3544 1.18 Q V 7 +25 0.3626 1.19 Q V 7 +30 0.3709 1.21 Q V 7 +35 0.3794 1.22 Q V 7 +40 0.3879 1.24 I Q V 7 +45 0.3965 1.26 QV 7 +50.. 0.4053 1.28 ` Q V 7 +55 0.4143 1.30 Q V 8+ 0 0.4234 1.33 Q V 8+ 5 0.4328 1.36 Q V 8 +10 0.4424 1.39 Q V. 8 +15 0.4522 1.43 Q V 8 +20 0.4623 1.46 Q V '8 +25 0,4726 1,50 Q V 8 +30 0.4832 1.54 Q V 8 +35 0.4941 1.58 Q V 8 +40 0.5053 1.63 Q V 8 +45 0.5167 1.67 Q V µ 8 +50 0.5285 1.70' Q V 8 +55 0.5405 1.74 Q V 9+ 0 0.5527 1.77 Q V r 0.5651 9+ 5 0.5778 9 +10 0.5907 9 +15 0.6040 9 +20 0.6175 9 +25 0.6310 9 +30 0.6446 1.98 0.6582 9 +40 0.6716 9 +45 0.6845 9 +50 . 0.6964 9 +55 0.7070 10+ 0 0.7165 10+ 5 0.7253 10 +10 0.7338 10 +15 0.7420 10 +20 0.7504 10 +25 0.7591 10 +30 0.7683 10 +35 0.7781 10 +40 0.7882 10 +45 0.7986 10 +50 0.8091 10 +55 0.8193 11+ 0 0.8290 11+ 5 0.8378 11 +10 0.8458 11 +15 0.8532 11 +20 0.8600 11 +25 0.8665 11 +30 • 11 +35 0.8785 11 +40 . 11 +45 0.8902 11 +50 0.8961 11 +55 0.9022 12+ 0 0.9089 12+ 5 0.9165 12 +10 0.9246 12 +15 0.9329 12 +20 0.9409 12 +25 0.9489 12 +30 0.9576 12 +35 0.9673 12 +40 0.9781 12 +45 0.9899 12 +50 1.0028 12 +55 1.0167 13+ 0 1.0315 13+ 5 1.0475 13 +10 1.0645 13 +15 1.0827 13 +20 1.1020 13 +25 1.1224 13 +30 1.1442 13 +35 1.1673 13 +40 1.1914 13 +45 1.2161 13 +50 1.2412 13 +55 • 14+ 0 1.2902 14+ 5 1.3128 14 +10 1.3343 14 +15 1.3550 14 +20 ' 1.3752 14 +25 1.3952 14 +30 r 0.5651 1.81 0.5778 1.84 0.5907 1.88 0.6040 1.92 0.6175 1.96 0.6310 1.97 0.6446 1.98 0.6582 1.97 0.6716 1.94 0.6845 1.87 0.6964 1.73 0.7070 1.53 0.7165 1.38 0.7253 1.28 0.7338 1.23 0.7420 1.20 0.7504 1.22 0.7591 1.26 0.7683 1.33 0.7781 -1.42 0.7882 1.48 0.7986 1.51 0.8091 1.52 0.8193 1.49 0.8290 1.40 0.8378 1.27 . 0.8458 1.16 0.8532 1.07 0.8600 1.00 0.8665 0.94 0.8726 0.89 0.8785 0.86 0.8844 0.85 0.8902 0.85 0.8961 0.85 0.9022 0.89 0.9089 0.97 0.9165 1.10 0.9246 1.18 0.9329 1.20 0.9409 1.16 0.9489 1.17 0.9576 1.26 0.9673 1.41 0.9781 1.57 0.9899 1.72 1.0028 1.87 1.0167 2.01 1.0315 2.16 1.0475 2.32, 1.0645 2.48 1.0827 2-.63 1.1020 2.80 1.1224 2.97 1.1442 3.16 1.1673 3.35 1.1914 3.50 1.2161 3.59 1.2412 3.64 1.2661 3.61 1.2902 3.49 1.3128 3.29 1.3343 3.12 1.3550 3.01 1.3752 2.93 1.3952 2.90 Q VI Q V Q V Q V Q IV I Q IV I Q IV I Q IV I Q IV I Q IV I Q IV I Q IV I Q IV I Q IV I Q IV I Q V I Q V I Q V I Q V I Q V Q V I QQ V I Q V Q V I Q V I Q V I Q V I Q V Q V Q V Q V Q V �. Q V Q V Q V I Q V I Q V I Q V I Q V I Q I V I Q I V I Q I. V I QQ I V Q I V I Q VI QI V I QI V I Q VI IQ VI IQ VI IQ V Q V I Q V I Q Iv I Q IV I QQ I V I Q I V I Q I V I Q I V IQ I V IQ I V 14 +35 1 1.4154 2.93 Q Q Q Q Q Q Q Q Q QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q S C Q� Q� Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v 7 T v v v v v v v v v v v v v v v v v v v v v v v v v v v, v' v v v v v v v v v v v v v v v v v v v v 14 +40 1.4360 3.00 14 +45 1.4571 3.06 14 +50 1.4784 3.09 14 +55 1.4998 3.11 15+ 0 1.5213 3.12 15+ 5 1.5428 3.13 15 +10 1.5644 3.13 15 +15 1.5859 3.13 15 +20 1.6074 3.12 15 +25 1.6288 3.10 15 +30 1.6500 3.08 15 +35 1.6710 3.05 15 +40 1.6917 3.00 15 +45 1.7120 2.95 15 +50 1.7319 2.88 15 +55 1.7512 2.81 16+ 0 1.7700 2.73 16+ 5 1.7880 2.62 16 +10 1.8051 2.48 16 +15 1.8213 2.35 16 +20 1.8368 2.24 16 +25 1.8515 2.14 16 +30 1.8654 2.03 16 +35 1.8785 1.90 16 +40 1.8906 1.75 16+45 1.9018 1.62 16 +50 1.9122 1.51 16 +55 1.9219 1.41 17+ 0 1.9310 1.33 17+ 5 1.9397 1.25 17 +10 1.9478 1.19 17 +15 1.9556 1.13 17 +20 1.9631 1.08 17 +25 1.9703 1.04 17 +30 1.9772 1.01 17 +35 1.9841 0.99 17 +40 1.9908 0.98 17 +45 1.9975 0.97 17 +50 2.0042 0.97 17 +55 2.0108 0.95 18+ 0 2.0172 0.94 18+ 5 2.0236 0.92 18 +10 2.0298 0.91 18 +15 2.0359 0.89 18 +20 2.0419 0.87 18 +25 2.0477 0.84 18 +30 .2.0534 0.82 18 +35 2.0589 0.80 18 +40 2.0643 0.78 18 +45 2.0696 0.77 18 +50 2.0747 0.75 18 +55 2.0797 0.73 19+ 0 2.0846 0.70' 19+ 5 2.0892 0.68 19 +10 2.0937 0.65 19 +15 2.0980 0.62 19 +20 2.1021 0'.60 19 +25 2.1060 0.57 19 +30 2.1098 0.55 19 +35 2.1136 0.54 19 +40 2.1173 0.54 19 +45 2.1210 0.54 19 +50 2.1247 0.54 19 +55 2.1284 0.54 20+ 0 2.1321 0.53 Q Q Q Q Q Q Q Q Q QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q S C Q� Q� Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v 7 T v v v v v v v v v v v v v v v v v v v v v v v v v v v, v' v v v v v v v v v v v v v v v v v v v v I V V V V V V V V V V V V V" V V V V V V V V V V V V V V V V V V V VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI 20+ 5 2.1357 0.52 Q 20 +10 2.1392 0.51 Q 20 +15 2.1426 0.50 IQ 20 +20 2.1459 0.48 IQ 20 +25 2.1491 0.46 IQ 20 +30 2.1522 0.45 IQ 20 +35 2.1553 0.45 IQ. 20 +4.0 2.1583 0.45 IQ,, 20 +45 2.1614 0.45 IQ 20+50 2.1645 0.44 IQ 20 +55 2.1675 0.44 IQ 21+ 0 2.1705 0.44 IQ 21+ 5 2.1735 0.43 IQ 21 +10. 2.1764 0.43 IQ 21 +15 2.1793 0.42 IQ 21 +20 2.1822 0.41 IQ 21 +25 2.1849 0.40 IQ 21 +30 2.1875 .0.39 IQ 21 +35 2.1902 0.38 IQ 21 +40 2.1928 0.38- IQ 21 +45 2.1954 0.38 IQ 21 +50 2.1980 0.38 IQ 21 +55 2.2005 0.37 IQ. 22+ 0 2.2030 0.36 IQ 22+ 5 2.2055 0.36 IQ 22 +10 2.2079 0.36 IQ 22 +15 2.2104 0..36 IQ 22 +20 2.2129 0 .36 IQ 22 +25 2.2153 10.35 IQ 22 +30 2.2177 0.35 IQ 22 +35 2.2201 0.35 IQ 22 +40 2.2225 0.35 IQ- 22 +45 2.2249 0.35 -IQ 22 +50 2.2273 0.34 IQ,. 22 +55 2.2296 0.34 IQ 23+ 0 2.2318 0.33 IQ. 23± 5 2.2340 0.32 IQ 23 +10 2.2362 0.31 IQ. 23 +15 2.2383 0.31 IQ 23 +20 2.2404 0.31 IQ 23 +25 2.2425 0.30 IQ 23 +30 2.2446 0.30 IQ 23 +35 2.2467 0.30 IQ 23 +40 •2.2487 0.30 - IQ 23 +45 2.2507 0.29 IQ 23 +50 2.2527 0.29 IQ 23 +55 2.2547 0.29' IQ 24+ 0 2.2567 0.29 IQ " 24+ 5 2.2587 0.29 IQ 24 +10 2.2606 0.28 IQ 24 +15 2.2625 0.28 IQ 24 +20 2.2644 0.27 IQ 24 +25 2.2661 0.26. IQ 24 +30 2.2678 0.24 Q 24 +35 2.2694 0.22 Q 24 +40 2.2707 0.20 Q 24 +45 2.2719 0.17 Q 24 +50 2.2729, 0.15 Q 24' +55 2.2739 0.14 Q, 25+ 0 .2.2747 0'.12 Q = 25+ 5 2.2755 0.11 Q 25 +10 2.2762 0.10 Q 25 +15 2.2769 0.10• Q 25 +20 2.2775 0.09 Q 25 +25 2.2780 0.08 Q 25 +30 2.2786 0.08 Q V V V V V V V V V V V V V" V V V V V V V V V V V V V V V V V V V VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI -25 +35 2.2791 0.07 Q I V 25 +40 2.2795 0.07 Q I I V 25 +45 2.2799 0.06 Q V 25 +50 2.2803 0.06 Q I I V 25 +55 2.2807 0.05 Q V 26+ 0 2.2810 0.05 Q V 26+ 5 2.2814 0.05 Q V 26 +10 2.2817 0.04 d-Q I V 26 +15 2.2820 0.04 Q I V 26 +20 2.2822 0.04 Q I V 26 +25 2.2825 0.04 Q I V 26 +30 2.2827 0.03 Q V ,26 +35 2.2829 0.03 Q V 26 +40 2.2831 0.03 Q I V . 26 +45 2.2833 0.03 Q I I V 26 +50 2.2835 0.03 Q V 26 +55 2.2837, 0.03 Q �. I V 27+ 0 2.2839 0.02 Q I I V 27+ 5 2.2840 0.02 Q I V 27 +10 2:2841 0.02 Q I ( V 27 +15 2.2843 0.02 Q I V 27 +20 2.2844 0.02 Q I I V 27+25 2.2845 0.02 Q I I V 27 +30 2.2846 0.02 Q V 27 +35 2.2847 0.02 Q V 27 +40 2.2848 0.01 Q I V 27 +45 2.2849 0.01 �Q I V 27 +50 2.2850 0.01 Q I V 27 +55 2.2851 0.01 Q I V 28+ 0- 28+ 5 2.2852 2.2852 0.01 0.01 Q Q V V 28 +10 2.2853 0.01 Q I V 28 +15 2.2854 0.01 Q I V 28 +20 2.2854 0.01 Q I V 28 +25 2.2855 0.01 Q I V 28 +30 2.2855 0.01 Q I I I V 28 +35 2.2855 0.01 Q I V 28 +40 2.2856 0.01 Q I V 28 +45 2.2856 0.01 Q I I V 28 +50 2.2857 0.01 Q V 28 +55 2.2857 0.00 Q V 29+ 0 2.2857 0.00 Q I I V 29+ 5 2.2858 0.00 Q I V 29 +10 2.2858 0.00 Q I V ' 29 +15 2.2858 0.00 Q I I I V 29 +20 2.2858 0.00 Q I V 29 +25 2.2859 0.00 Q V 29 +30 2.2859 0.00 Q I V 29 +35 2.2859 0.00 Q I V 29 +40 2.2859 0.00 Q I I V 29 +45 2.2859 0.00 Q I I V 29 +50 2.2859 0.00 Q I V 29 +55 2.2859 0.00 Q I I V 30+ 0 2.2860 0.00 Q V 30+ 5 2.2860 0.00 Q I I V 30 +10 2.2860 0.00 Q I I V 30 +15 2.2860 0.00 Q V 30 +20 2.2860 0.00 Q ( I V 30 +25 30 +30 2.2860 2.2860 0.00 0.00 Q Q , I V V { FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 05/30/06 --------------------------------------------------------------------- V�kr.,� )'A0, � / - Program icense Serial Number 4027 1 &�;- I .1 Z -------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 62800a1100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * ** * * ** Number of intervals = 75 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 37.102 (CFS) Total volume = 2.971 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 4. Process from Point /Station 0.000 to Point /Station 0.000 * * ** RETARDING BASIN ROUTING * * ** Graph values: 'I'= unit inflow; `O'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth User entry of -------------------------------------------------------------------- depth - outflow- storage data Total number of inflow hydrograph intervals = 75 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- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.108 0.435 0.107 0.109 1.000 0.323 0.866 0.320 0.326 1.500 0.630 1.241 0.626 0.634 2.000 1.050 1.694 1.044 1.056 3.000 2.177 2.273 2.169 2.185 4.000 3.509 2.583 3.500 3.518 5.000 4.868 -- - - - - -- ------------------------------------------------------ Hydrograph 2.741 4.859 Detention Basin Routing 4.877 --------------------------------------------------------------- - - - - -- Graph values: 'I'= unit inflow; `O'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Ac.Ft) .0 (Hours) (CFS) (CFS) (Ft.) 0.083 0.06 0.00 JOI 0.167 0.23 0.00 3.12 0.250 0.54 0.02 I 0.333 1.00 0.04 0.009 0 0.417 1.75 0.07 0.04 0.500 3.04 0.14 2.343 0.583 4.78 0.24 I 0.667 6.58 0.39 IO 0.750 8.51 0.51 0.096 0 I 0.833 11.40 0.64 0.45 0.917 15.02 0.81 1.000 18.65 0.97 I 1.083 22.59 1.13 I 1.167 28.24 1.32 0.406 0 1.250 35.18 1.55 1.13 1.333 37.10 1.75 1.417 31.62 1.86 I 1.500 25.44 1.96 I 1.583 20.39 2.03 1.153 10 1.667 16.26 2.09 I. 2.09 1.750 13.57 2.13 I 1.833 11.71 2.17 I 1.917 10.34 2.20 I 2.000 9.03 2.23 1.817 IO 2.083 8.08 2.25 I 2.68 2.167 7.29 2.27 2.250 6.40 2.28 2.333 5.89 2.28 I 2.417 5.28 2.29 2.089 10 2.500 4.95 2.29 2.92 2.583 4.56 2.30 2.667 4.27 2.30 I 2.750 3.85 2.30 1 2.833 3.55 2.31 2.228 10 I 2.917 3.11 2.31 I 3.04 3.000 2.90 2.31 3.083 2.74 2.31 I 3.167 2.61 2.31 3.250 2.41 2.31 2.302 10 I 3.333 2.27 2.31 3.09. 3.417 2.14 2.31 3.500 2.01 2.31 3.583 1.80 2.31 3.667 1.68 2.31 3.750 1.61 2.31 3.833 1.53 2.31 3.917 1.37 2.31 4.000. 1.26 2.30 4.083 .1.19 2.30 4.167 1.13 2.30 4.250 0.99 2.30 4.333 0.88 2.30 4.417 0.83 2.29 4.500 0.79 2.29 4.583 0.68 2.29 4.667 0.58 2.29 4.750 0.56 2.28 4.833 0.57 2.28 4.917 0.59 2.28 5.000 0.61 2.28 5.083 0.60 2.27 5.167 0.59 2.27 5.250 0.58 2.26 5.333 0.57 2.26' 5.417 0.54 2:25 (Ac.Ft) .0 9.3 18.55 27.83. 37.10 (Ft.) 0.000 0 I 2.339 JOI 0.00 0.001 0 3.12 N 0.01 0.004 0 I I I I 0.02 0.009 0 I IOI I 0.04 0.018 OI I 3.12 I 2.343 0.08 0.034 O I I 3.12 0.16 0.059 0 I IO 0.2.7 0.096 0 I ') 2.341 I 0.45 0.145 0 I 3.12 '0.59 0.210 0 II I 0.74 0.296 0 I 10 I 0.94 0.406 0 I I I 1.13 0.540 0 I I I 1.35 0.707 10 I I 1.59 0.915 10 I I 1 1.84 1.153 10 I I I. 2.09 1.377 10 I I I 1 2.29 1.561 10 I I 1 2.45 1.705 '10 I II I I 2.58 1.817 IO I I 1 I I 2.68 1.905 10 I I 2.76 1.977 10 I I 2.82 2.038 10 I I 2.88 2.089 10 2.92 2.133 10 I ( 2.96 2.170 10 I I 2.99 2.202 10 I 1 3.02 2.228 10 I I I 3.04 2.251 10 I 3.06 2.270 I0, I I 3.07 2.287 10 I I 3.08 2.302 10 I I 3.09. 2.314 10 I 3.10 2.324 10 I 3.11 2 'I"i1 Inr I I I I z 10 2.335 COI I 3.11 3.12 I 2.339 JOI 3.11 2.318 10 3.12 N 2.341 JOI I I 3.12 2.304 10 2.343 IOI I I I I 3.12 M 2.343 IO 2.288 IO I 3.12 3.08 2.342 IO 3.08 3.12 ') 2.341 10 I 3.07 2.258 IO I 3.12 2.338 10 I 3.12 2.236 IO 2.334 10 I I I I '3.12 2.329 10 I I 3.11 2.324 10 I I 3.11 2.318 10 3.11 2.311 10 I I 3.10 2.304 10 I 3.10 2.296 IO 3.09 2.288 IO I 3.08 2.278 IO 3.08 2.268 IO I I I I 3.07 2.258 IO I I 3.06 2.247 IO I 3.05 2.236 IO I I 3.04 2.224 IO I I 3.04 2.212 IO I I 3.03 2.201 IO I I 3.02 2.189 IO I I 3.01 2.177 IO I I 3.00 2.166 I0 I I ( I 2.99 2.154 'I0 I I I 2.98 2.143 IO I I I 2.97 2.131 IO I l 2.96 5.500 0.50 2.24 2.119 IO 2.95 5.583 0.43 2.24 2.107 IO I 2.94 5.667 0.32 2.23 2.094 IO I 2.93 5.750 0.29 2.22 2.081 IO 2.91 5.833 0.27 2.22 2.068 IO 2.90 5.917 0.25 2.21 2.054 IO I I I 2.89 6.000 0.23 2.20 2.041 IO I 2.88 6.083 0.22 2.20 2.027 IO I 2.87 6.167 0.04 2.19 2.013 IO 2.85 6.250 0.01 2.18 1.998 IO I 2.84 6.333 0.00 2.17 1.983 IO I 2.83 6.417 0.00 2.17 1.968 IO 2.81 6.500 0.00 2.16 1.953 IO I 2.80 6.583 0.00 2.15 1.938 IO I I I 2.79 6.667 0.00 2.14 1.923 IO I I 2.77 6.750 0.00 2.14 1.909 IO ( 2.76 6.833 0.00 2.13 1.894 IO I I 2.75 6.917 0.00 2.12 1.879 IO 2.74 7.000 0.00 2.11 1.865 IO I I I 2.72 7.083 0.00 2.11 1.850 IO I 2.71 7.167 0.00 2.10 1.836 IO I 2.70 7.250 0.00 2.09 1.821 IO I 2.68 7.333 0.00 2.08 1.807 IO I I 2.67 7.417 0.00 2.08 1.793 IO 2.66 7.500 0.00 2.07 1.778 IO I I 2.65 7.583 0.00 2.06 1.764 IO I 2.63 7.667 0.00 2.05 1.750 IO 2.62 7.750 0.00 2.05 1.736 IO I I 2.61 7.833 0.00 2.04 1.722 IO I I 2.60 7.917 0.00 2.03 1'.708 IO I I 2.58 8.000 0.00 2.02 1.694 IO ` I 2.57 8.083 0.00 2.02 1.680 IO I I 2.56 8.167 0.00 2.01 1.666 IO I ( I 2.55 8.250 0.00 2.00 1.652 IO I I 2.53 8.333 0.00 2.00 1.638 IO I 2.52 8.417 0.00 1.99 1.625 IO I 2.51 8.500 0.00 1.98 .1.611 IO I I 2.50 8.583 0.00 1.98 1.597 IO I 2.49 8.667 0.00 1.97 1.584 I0 I 2.47 8.750 0.00 1.96 1.570 IO 2.46 8.833 0.00 1.95 1.557 IO I 2.45 8.917 0.00 1.95 1.543 IO ` 2.44 9.000 0.00 1.94 1.530 IO ( I I I 2.43 9.083 0.00 1.93 1.517 IO 2.41 9.167 0.00 1.93 1.503 IO I (,. I I 2.40 9.250 0.00 1.92 1.490 IO f I 2.39 9.333 0.00 1.91 1.477 IO I I 2.38 9.417 0.00 1.91 1.464 IO I 2.37 9.500 0.00 1.90 1.451 IO I 2.36 9.583 0.00 1.89 1.438 IO I I I 2.34 9.667 0.00 1.89 1.425 IO 2.33 9.750 0.00 1.88 1.412 IO I I I 2.32 9.833 0.00 1.87 1.399 IO I 2.31 9.917 0.00 1.87 1.386 IO I 2.30 10.000 0.00 1.86 .1.373 IO I 2.29 10.083 0.00 1.85 1.360 IO I I I 2.28 10.167 0.00 1.85 1.347 10 I 2.26 10.250 0.00 1.84 1.335 IO I 2.25 10.333 0.00 1.83 1.322 IO I I 2.24 10.417 0.00 1.83 1.309 IO I I I 2.23 10.500 0.00 1.82 1.297 IO 2.22 10.583 0.00 1.81 1.284 IO I 2.21 10.667 0.00 1.81 1.272 IO I 2.20 10.750 0.00 1.80 1.260 IO I 2.19 10.833 0.00 1.80 1.247 IO I 2.17 10.917 0.00 1.79 1.235 10 I I 2.16 11.000 11.083 0.00 0.00 1.78 1.78 1.222 1.210 IO IO 2.15 2.14 11.167 0.00 1.77 1.198 IO I I I 2.13 11.250. 0.00 1.76 1.186 IO 2.12 11.333 0.00 1.76 1.174 IO I ( 2.11 11.417 0.00 1.75 1.162 IO I 2.10 11.500 0.00 1.75 1.150 IO I I I 2.09 11.583 0.00 1.74 1.138 IO 2.08 11.667 0.00 1.73 1.126 IO I 2.07 11.750 0.00 1.73 1.114 IO I I I 2.06 11.833 0.00 1.72 1.102 IO 2.05 11.917 0.00 1.71 1.090 IO 2.04 " 12.000 0.00 1.71 1.078 IO I 2.03 12.083 0.00 1.70 1.066 10 2.01 12.167 0.00 1.70 1.055 IO I I 2.00 12.250 0.00 1.69 1.043 IO I I 1.99 12.333 0.00 1.67 1.032 10 1.98 12.417 0.00 1.66 1.020 IO I 1.96 12.500 0.00 1.65 1.009 IO I 1.95 12.583 0.00 1.64 0.997 10 1.94 12.667 0.00 1.63 0.986 IO I 1.92 12.750 0.00 1.61 0.975 IO I I 1.91 12.833 0.00 1.60 0.964 IO I 1.90 12.917 0.00 1.59 0.953 IO 1.88 13.000 0.00 1.58 0.942 IO I I 1.87 13.083 0.00 1.57 0.931 IO I 1.86, 13.167 0.00 1.55 0.920 IO I I 1.85 13.250 0.00 1.54 0.910 IO I 1.83 13.333 0.00 1.53 0.899 IO 1.82 13.417 13.500 0.00 0.00 1.52 1.51 0.889 0.878 IO .I0 ( I I 1.81 1.80 13.583 0.00 1.50 0.868 IO I 1.78 13.667 0.00 1.49 0.858 10 I 1.77 13.750 0.00 1.48 0.847 IO I I I 1.76 13.833 0.00 1.46 0.837 IO I 1.75 13.917 0.00 1.45 0.827 IO I 1.73 14.000 0.00 1.44 0.817 IO , 1.72 14.083 0.00 1.43 0.807 10 I 1.71 14.167 0.00 1.42 0.798 IO I I I 1.70 14.250 0.00 1.41 0.788 IO 1.69 14.333 0.00 1.40 0.778 IO 1.68 14.417 0.00 1.39 0.769 IO I 1.66 14.500 0.00 1.38 0.759 10 I 1.65 14.583 0.00 1.37 0.749 IO I I 1.64 14.667 0.00 1.36 0.740 IO I I I 1:63 14.750 0.00 1.35 0.731 10 f 1.62 14.833 0.00 1.34 0.722 IO I ( 1.61 14.917 0.00 1.33 0.712 IO I 1.60 15.000 0.00 1.32 .0.703 IO 1.59 15.083 0.00 1.31 0.694 10 I I I 1.58 15.167 0.00 1.30 0.685 IO 1.57 15.250 0.00 1.29 0.676 IO I I 1.56 15.333 0.00 1.28 0.667 IO 1.54 15.417 0.00 1.27 0.659 IO 1.53 15.500 0.00 1.26 0.650 IO I 1.52 15.583 0.00 1.25 0.641 IO 1.51 15.667 0.00 1.24 0.633 IO 1.50 15.750 0.00 1.23 0.624 IO I I 1.49 15.833 15.917 0.00 0.00 1.22 1.21 0.616 0.607 IO I IO , I I I ( 1.48 1.46 16.000 0.00 1.20 0.599 IO I 1.45 16.083 0.00 1.19 0.591 IO I I I 1.44 16.167 0.00 1.18 0.582 IO 1.42 16.250 0.00 1.17 0.574 IO I 1.41 16.333 0.00 1.16 .0.566 IO I 1.40 16.417 0.00 1.15 0.558 0 ` 1.38 16.500 0.00 1.14 0.550 0 I ( I i 1.37 • 16.583 0.00 1.13 0.543 0 I I I i 1.36 16.667' 0.00 1.12 0.535 0 I i I I 1.34 16.750 0.00 1.12 0.527 0 I i I I 1.33 16.833 0.00 1.11 0.519 0 i I, I 1.32 16.917 0.00 1.10 0.512 0 i i i ( 1.31 17.000 0.00 1.09 0.504 0 i I i i 1.30 17.083 0.00 1.08 0.497 0 I I I i 1.28 17.167 0.00 1.07 0.489 0 I I I I 1.27 17.250. 0.00 1.06 0.482 0 i I I I 1.26 17.333 0.00 1.05 0.475 0 i i i i 1.25 17.417 0.00 1.04 0.468 0 i i i I 1.24 17.500 0.00 1.03 0.460 0 i I I I 1.22 17.583 0.00 1.03 0.453 0 I I I I 1.21 17.667 0.00 1.02 0.446 0 I i I I 1.20 17.750 0.00 1.01 0.439 0 i i i I 1.19 17.833 0.00 1.00 0.432 0 I I i i 1.18 17.917 0.00 0.99 0.426 0 i I i i 1.17 18.000 0.00 0.98 0.419 0 I I I I 1.16 18.083 0.00 0.97 0.412 0 I I I i 1.15 18.167 0.00 0.97 0.405 0 I I I I 1.13 18.250 0.00 0.96 0.399 0 I I i I .1.12 18.333 0.00 0.95 0.392 0 I I i I 1.11 18.417 0.00 0.94 0.386 0 I I i I 1.10 18.500 0.00 0.93 0.379 0 i I I I 1.09 18.583 0.00 0.93 0.373 0 i I i I 1.08 18.667 0.00 0.92 0.366 0 i i I I 1.07 18.750 0.00 0.91 0.360 0 I I i I 1.06 18.833 0.00 0.90 0.354 0 I I I i 1.05 18.917 0.00 0.90 0.348 0 i I I I 1.04 19.000 0.00 0.89 0.342 0 1.03 19.083 0.00 0.88 0.335 0 I I I I 1.02 19.167 0.00 0.87 0.329 0 I I I I 1.01 19.250 0.00 0.87 0.323 0 I I I i 1.00 19.333 0.00 0.85 0.317 O I i I 0.99 19.417 0.00 0.84 0.312 0 I i I i 0.97 19.500 0.00 0.83 0.306 0 I I i I 0.96 19.583 0.00 0.82 0.300 0 i I I i 0.95 19.667 0.00 0.81 0.295 0 i I I I 0.93 19.750 0.00 0.80 0.289 0 I i i I 0.92 19.833 0.00 0.79 0.284 0 I i i I 0.91 19.917 0.00 0.78 0.278 0 I I I I 0.90 20.000 0.00 0.77 0.273 0 i I I I 0.88 20.083 .0.00 0.76 0.268 0 i I i I 0.87 20.167 0.00 0.74 0.262 0 I I I I 0.86 20.250 0.00 0.73 0.257 0 I I i I 0.85 20.333 0.00 0.72 0.252 0 i I I I 0.84 20.417 0.00. 0.71 0.247 0 I i I i 0.82 20.500 0.00 0.70 0.243 0 I I i I 0.81 20.583 0.00 0.70 0.238 0 I I I I 0.80, 20.667 0.00 0.69 0.233 0 I i I i 0.79 20.750 0.00 0.68 0.228 0 I I i I 0.78 20.833 0.00 0.67 0.224 0 ( I I 0.77 20.917 0.00 0.66 0.219 0 i I I I 0.76 21.000 0.00 0.65 0.215 0 I i i I 0.75 21.083 0.00 0.64 0.210 0 i I I I 0.74 21.167 0.00 0.63 0.206 0 I I I i 0.73 21.250 0.00 0.62 0.201 0 I I I i 0.72 21.333 21.417 0.00 0.00 0.61 0.61 0.197 0.193 0 0 I i i I I i i 0.71 I 0.70 21.500 0.00 0.60 0.189 0 I i I i 0.69 21.583 0.00 0.59 0.185 0 I i I i 0.68 21.667 0.00 0.58 0.181 0 I i I i 0.67 21.750 0.00 0.57 0.177 0 I I I I 0.66 21.833 0.00 0.57 0.173 0 I I I I 0.65 21.917 0.00 0.56 0.169 0 I I I I 0.64 - 22.000 0.00 0.55 0.165 0 I I I I 0.63 22.083 0.00 0.54 0.161 0 I I I I 0.62 22.167 0.00 0.53 0.158 0 I I I 0.62 22.250 0.00 0.53 0.154 0 I I I I 0.61 22.333 0.00 0.52 0.150 0 I I I I 0.60. 22.417 0.00 0.51 0.147 0 I I I 0.59 22.500 0.00 0.51 0.143 0 I I I I 0.58 22.583 0.00 0.50 0.140 0 I I I .' 0.57 22.667 0.00 0.49 0.137 0 I I I I 0.57 22.750 .0.00 0.49 0.133 0 I I I I 0.56 22.833 0.00 0.48 0.130 0 I I I I 0.55 22.917 0.00 0.47 0.127 0 I I I I 0.54 23.000 0.00 0.47 0.123 0 I I I I 0.54 23.083 0.00 0.46 0.120 0 I I I I 0.53 23.167 0.00 0.45 0.117 0 I I I 0.52 23.250. 0.00 0.45 0.114 0 I I I 0.51 23.333 0.00 0.44 0.111 0 I I I I 0.51 23.417 0.00 0.43 0.108 0 I I I I 0.50 23.500 0.00 0.42 0.105 0 I I I. 0.49 23.583 0.00 0.41 0.102 0 I I I I 0.47 23.667 0.00 0.40. 0.099 0 I I I 0.46 23.750 0.00 0.39 0.096 0 I I I I 0.45 23.833 0.00 0.38 0.094 O I I I I 0.43 23.917 0.00 0.37 0.091 0 I I I I 0.42 24.000 0.00 0.36 0.089 0 I I I I 0.41 24.083 0.00 0.35 0.086 O I I I I 0.40 24.167 0.00 0.34 0.084 0 I I I I 0.39 24.250 0.00 0.33 0.082 0 I I I 0.38 24.333 0.00 0.32 0.079 0 I I I I 0.37 24.417 0.00 0.31 0.077 0 I I I I 0.36 ( 24.500 0.00 0.30 0.075 0 I I I I 0.35 ` 24.583 0.00 0.29 0.073 0 I I I I 0.34 24.667 0.00 0.29 0.071 0 I I I I 0.33 24.750 0.00 0.28 0.069 0 I I I 0.32 24.833 0.00 0.27 0.067 0 I I I 0.31 24.917 0.00 0.26 0.065 0 I I I I 0.30 25.000 0.00 0.26 0.064 0 I I I I 0.29 25.083 0.00 0.25 0.062 0 I I I I 0.29 25.167 0.00 0.24 0.060 0 I I I I 0.28 25.250 0.00 0.24 0.059 0 I I I I 0.27 25.333 0.00 0.23 0.057 0 I I I I 0.26 25.417 0.00 0.22 0.055 0 I I ( I 0.26 25.500 0."00 0.22 0.054 0 I ( I I 0.25 25.583 0.00 0.21 0.052 0 I I I I 0.24 25.667 0.00 0.21 0.051 0 I I I 0.24 '25.750 0.00. 0.20 0.050 0 I I I I 0.23 25.833 0.00 0.19 0.048 O I I I I 0.22 25.917 0.00 0.19 0.047 0 I I I 0.22 26.000 0.00 0.18 0.046 0 I I I I 0.21 26.083 0.00 0.18 0.044 0 I I ( I 0.21 26.167 0.00 0.17 0:043 0 I I I I 0.20 26.250 0.00 0.17 0.042 0 I I I I 0.19 26.333 0.00 0.16 0.041 0 I I I I 0.19 26.417 0.00 0.16 0.040 O I I I I 0.18 26.500 0.00 0.16 0.039 0 I I I I 0.18 26.583 0.00 0.15 0.038 0 I I I I 0.17 26.667 0.00 0.15 0.037 O I I I I 0.17 26.75.0 0.00 0.14 0.036 0 I I I 0.16 26.833 0.00 0.14 0.035 0 I I I I 0.16 26.917 0.00 0.14 0.034 0 ( I I I 0.16 27.000 0.00 0.13 0.033 0 I I I I 0.15 27.083 0.00 0.13 0.032 0 I I I I 0.15 27.167 0.00 0.12 0.031 0 I I I I 0.14 27.250 0.00 0.12 0.030 O I I I I 0.14 27.333 0.00 0.12 0.029 O I I I I 0.14 27.417 0.00 0.11 0.028 0 I I I I 0.13 Remaining water in basin = 0.02 (Ac.Ft) ******* * * * * * * * * * * * * * ** * * * * * *HYDROGRAPH .Number of intervals = 334 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 2.312 (CPS) Total volume = 2.946 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CPS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • 27.500 0.00 0.11 0.028 O I I 0.13 27.583: 0.00 0.11 0.027 O ` I 0.12 27.667 0.00 0.11 0.026 O I I I - 0.12 27.750 0.00 0.10 0.025 O f 0.12 27.833 0.00 0.10 .0.025 O 0•.11 Remaining water in basin = 0.02 (Ac.Ft) ******* * * * * * * * * * * * * * ** * * * * * *HYDROGRAPH .Number of intervals = 334 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 2.312 (CPS) Total volume = 2.946 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CPS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 05/30/06 ""Q 't �� %r� k` 4 , i -�hIC( - !- ---- -- - - - - _ ti Program License Serial Number'4027 d:,,, -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 62800a24100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 351 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 6.730 (CFS) Total volume = 3.996 (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 = 351 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------7------------------------------------------ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------I------------------------------------------------ Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.108 0.435 0.107 0.109 1.000 0.323 0.866 0.320 0.326 1.500 0.630 1.241 0.626 0.634 2.000 1.050 1.694 1.044 1.056 3.000 2.177 2.273 2.169 2.185 4.000 3.509 2.583 3.500 3.518 5.000 4.868 2.741 4.859 4.877 --------------------------------- 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 1.7 3.37 5.05 6.73 (Ft.) 0.083 0.00 0.00 0.000 0 I I I I 0.00 0.167 0.01 0.00 0.000 0 I I I ( 0.00 0.250 0.02 0.00 0.000 0 I I I I 0.00 0.333 0..04 0.00 0.000 0 I I I I 0.00 0.417 0.07 0.00 0.001 0 I I I I 0.00 0.500 0.12 0.01 0.001 0 I I I I 0.01 -0.583 0.18 0.01 0.002 O I I I I 0.01 0.667 0.24 0.01 0.004 OI I I I I 0.02 0.750 0.30 0.02 0.005 OI I I I I 0.03 0.833 0.35 0.03 0.007. 01 I I I I 0.03 0.917 0.40 .0.04 0.010 OI I I I I 0.05 1.000 0.44 0.05 0.012 0 I I I I I 0.06 1.083 0.48 0.06 0.015 0 I I I I I 0.07 1.167 0.51 0.07 0.018 0 I I I I I 0.08 1.250 0.55 0.09 0.021 O I I I I I 0.10 1.333 0.58 0.10 0.024 0 2 I I I I 0.11 1.417 0.61 0.11 0.028 0 I I I I I 0.13 1.500 0.62 0.13 0.031 0 I I I I I 0.14 1.583 0.61 0.14 0.035 0 I I I I I 0.16 1.667 0.61 0.15 0.038 O I I' I I I 0.18 1.750 0.62 0.16 0.041 0 I I I I I 0.19 1.833 0.62 0.18 0.044 0 I I I I I 0.20 1.917 0.63 0.19 0.047 0 I I I I I 0.22 2.000 0.64 0.20 0.050 0 I I I I I 0.23 2.083 0.65 0.21 0.053 IO I I I I ( 0.25 2.167 0.67 0.23 0.056 IO I I I I. I 0.26 2.250 0.70 . 0.24 0.059 IO I I I I I 0.27 2.333 0.73 0.25 0.062 IO I I I I I 0.29 2.417 0.75 0.26 0.066 IO I I I I I 0.30 2.500 0.77 0.28 0.069 IO I I, I I I 0.32 2.583 0.79 0.29 0.073 IO I I I I I 0.34 2.667 0.81 0.31 0.076 IO I I I I I 0.35 2.750 0.83 0.32 0.079 IO I I I I I 0.37 2.833 .0.85 0..33 0.083 IO I I I I I 0.38 2.917 0.87 0.35 0.087 IO 2 I I I I 0.40 3.000 0.90 0.36 0.090 IO I I I I I 0.42 3.083 0.93 . 0.38 0.094 IO I I I I I 0.43 3.167 0.96 0.39 0.098 IO I I I I I 0.45 3.250 0.99 0.41 0.102 IO I I I I I. 0.,47 3.333 1.01 0..43 0.106 10 I I I I I 0.49 3:417 1.02 0.44 0.110 10 I I I I I 0.50 3.500 1.03 0.45 0.114 10 I I I I I 0.51 3.583 1.05 0.45 0.118 10 I I I I I 0.52 3.667 1.06 0.46 0.122 I O I I I I I 0.53 3.750 1.07 0.47 0.126 I O I I I I I 0.54 3.833 1.08 0.48 0.130 I O I I I I I 0.55 _3:917 1.09 0.49 0.134 10 I I I I I 0'.56 4.000 1.10 0.50 .0.138 I O I I I I' I 0.57 4.083 1.11 0.50 0.143 I O I I I I I 0.58 4.167 1.13 0.51 0.147 10 I I I I I 0.59 4:250 1.16 0.52 0.151 10 I I I I I 0.60 4.333 1.19 0.53 0.156 I O I I I I I 0.61 4.417 1.22 0.54 0.160 10 I( I I I 0.62 4.500 1.25 0.55 0.165 10 I I I I I 0.63 4.583 1.28 0.56 0.170 I O I I I I I 0.64 4.667 1.31 0.57 0.175 10 I I I I I 0.66 4.750 1.34 0.58 0.180 10 I I I I I 0.67 4.833 1.38 0.59 0.185 I O I I I I I 0.68 4.917 1.42 0.60 0.191 I O I I I I I 0.69 5.000 1.45 0.61 0.197 10 I I I I I 0.71 5.083 1.47 0.62 0.202 ` 0 Il 0.72 5.167 1.50 0.64 0.208 0 Il 0.73 5.250 1.52 0.65 0.214 0 II 0.75 5.333 1.55 0.66 0.220 0 I[ 0.76 5.417 1.56 .0.67 0.227 0 Il 0.78 5.500 1.55 0.68 0.233 0 II 0.79 5.583 1.53 0.70 0.238 0 II 0.80 5.667 1.52 0.71 0.244 0 Il 0.82 5.750 1.53 0.72 0.250 0 Il I 0.83 5.833 1.55 0.73. 0.255 0 II I 0.84 5.917 1.58 0.74 0.261 0 Il 0.86 6.000 1.61 0.75 0.267 0 Il 0.87 6.083 1.65 0.77 0.273 I 0 Il I 0.88 6.167 1.68 0.78 0.279 I 0 Il 0.90 6.250 1.71 0.79 0.285 0 I 0.91 6.333 1.74 0.80 0.292 0 I 0.93 6.417 1.76 0.82 0.298 0 I 0.94 6.500 1.80 0.83 0.305 0 I 0.96 6.583 1.84 0.84 0.311 0 I I 0.97 6.667 1.88 0.86 0.318 0 I 0.99 6.750 1.91 0.87 0.325 0 1I 1.00 6.833 1.94 0.88 0.333 I 0 1I ` 1.02 6.917 1.97 0.89 0.340 0 II 1.03 7.000 2.01 0.90 0.348 0 II 1.04 7.083 2.05 0.91 0.355 0 11 1.05 7.167 2.08 0.92 0.363 I 0 II 1.07 7.250 2.11 0.93 0.371 0 I I 1.08 7.333 2.14 0.94 0.380 0 I 1.09 7.417 2.16 0.95 0.388 0 I ` I 1.11 7.500 7.583 2.18 2.20 0.96 0.97 0.396 0.405 0 0 I I I I I 1.12 1.13 7.667 2.23 0.98 0.413 0 I 1.15 7.750 2.27 0.99 0.422 I 0 I 1.16 7.833 2.32 1.00 0.431 0 I I 1.18 7.917 2.37 1.01 0.440 0 I 1.19 8.000 2.42 1.02 0.450 0 I I I I 1.21 8.083 2.48 1.03 0.460 I 0 I 1.22 8.167 2.54 1.05 0.470 0 I 1.24 8.250 2.61 1.06 0.480 0 I 1.26 8.333 2.68 1.07 0.491 0 I I 1.27 8.417 2.75 1.09 0.503 0 I I I 1.29 8.500 2.84 1.10 0.514 0 I I ( 1.31 8.583 2.92 1.11 0.527 0 I 1.33 8.667 3.00 1.13 0.539 0 I 1.35 8.750 3.06 1.15 0.552 I 0 I I 1.37 8.833 3.12 1.16 0.566 0 I 1.40 8.917 3.17 1.18 0.579 0 1.42' 9.000 3.24 1.20 0.593 0 1.44 9.083 3.30 1.21 0.607 ( 0 1.46 9.167 3.37 1.23 0.622 0 I ` 1.49 9.250 3.45 1.25 0.637 0 I 1.51 9.333 3.53 1.26 0.652 0 I I 1.53 9.417 3.58 1.28 0..668 0 1.55 9.500 3.61 1.30 0.684 0 (I 1.56 9.583 3.59 1.32 0.700 0 I II I 1.58 9.667 3.53 1.33 0.715 I 0 I 1.60 9.750 3.37 1.35 0.729 0 I 1.62 9.833 3.03 1.36 0.742 0 I I I 1.63 9.917 10.000 2.60 2.29 1.37 1.38 0.752 0.760 I 0 I 0 I I I 1.65 1.65 10.083 2.11 1.39 0.765 0 I I 1.66 10.167 2.01 1.39 0.770 0 11 1.67 10.250 2.00 1.40 0.774 0 lI I 1 1 1.67 10.333 2.05 1.40 0.778 0 lI 1.68 10.417 2.15 1.41 0.783 0 I 1.68 10.500 2.32 1.41 0.789 ( 0 I 1.69 • 10.583 2.53 1.42 0.796 O I I 1.70 10.667 2.67 1.43 0.804 0 I I 1.71 10.750 2.72 1.44 0.812 I O I I 1.72 10.833 2.73 1.45 0.821 O I I 1.73 10.917 .2.65 1.46 0.830 O I 1 I 1.74 11.000 2.44 1.46 0.837 0 I I 1.75 11.083 2.17 1.47 0.843 0 I I , 1.75 11.167 1.95 1.48 0.847 I OII I 1.76 11.250 1.78 1.48 0.850 OI I 1.76 11.333 1.65 1.48 0.851 I OI I I I 1.76 11.417 1.55 1.48 0.852 I OI I I 1.76 11.500 1.45 1.48 0.852 I IOI 1.76 11.583 1.37 1.48 0.852 IOI 1.76 11.667 1.34 1.48 0.851 IOI ` 1.76 11.750 1.36 .1.48 .0.850 IOI I I 1 1.76 11.833 1.41 1.48 0.850 I IOI I I I 1.76 11.917 1.51 1.48 0.849 , OI I ` 1.76 12.000 1.71 1.48 0.850 I OI I I 1.76 12.083 1.95 1.48 0.853 OII 1.77 12.167 2.10 1.49 0.856 OII I I I 1.77 12.250 2.06 1.49 0.861 OII 1 I I 1.77 12.333 1.94 1.49 0.864 OII I I I 1.78 12.417 1.94 1.50 0.867 OII I I I 1.78 12.500 2.15 1.50 0.871 OI I I I 1 1.79 12.583 2.49 1.51 0.876 OI I I 1.79 12.667 2.81 1.52 0.884 OI I I 1.80 12.750 3.11 1.53 0.894 I OI I I I I 1.81 12.833 3.38 1.54 0.906 I OI I I I 1.83 12.917 3.64 1.55 0.920 I OI II I I 1.84 13.000 3.90 1.57 0.935 I OI I I I I 1.86 13.083 4.19 1.59 0.952 I OI I I I I 1.88 13.167 4.47 1.61 0.971 I OI I I I I 1.91 13.250 4.77 1.63 0.991 I OI I I I I 1.93 13.333 5.08 1.66 1.014 I OI I I I 1.96 13.417 5.42 1.68 1.039 I OI I II 1 1.99 13.500 5.82 1.70 1.066 I 0 I I I I 2.01 13.583 6.23 1.72 1.095 I 0 I I I 2.04 13.667 6.51 1.73 1.127 I 0 I I I I 2.07 13.750 6.67 1.75 1.161 I 0 I I II 2.10 13.833 6.73 1.77 1.195 I 0 I I II 2.13 13.917 6.63 1.79 1.229 I 0 I II 2.16 14.000 6.28 1.80 1.261 I 0 I I I I 2.19 14.083 5.81 1.82 1.290 I 0 I I I I 2.21 14.167 5.46 1.83 1.316 I 0 I II 2.24 14.250 5.24 1.84 1.340 I 0 I I I 2.26 14.333 5.11 1.85 1.363 I 0 I I I 2.28 14.417 5.09 1.87 1.385 I 0 I I I 2.30 14.500 5.18 1.88 1.408 I 0 I I I 2.32 14.583 5.34 1.89 1.431 I 0 I II I 2.34 14.667 5.45 1.90 1.455 ( IO I II I 2.36 14.750 5.51 1.91 1.480 I IO I ( I I 2.38 '14.833 5.54 1..93 1.505 I IO I I I I 2.40 14.917 5.56 1.94 1.530 I IO I I I I 2.43 15.000 5.58 1.95 1.555 I IO I I I I 2.45 15.083 5.59 1.97 1.580 I 10 I I I I 2.47 15.167 5.59 1.98 1.604 I IO I I I I; 2.49 15.250 5.55 1.99 1.629 I 10 I I I I• 2.51 15.333 5.51 2.00 1.653 I 10 I I I I 2.54 15.417 5.45 2.02 1.677 I IO I II I 2.56 15.500 5.38 2.03 1.701 I IO I II I 2.58 15.583 5.30 2.04 1.723 I IO I II I 2.60 15.667 5.20 2.05 1.746 I IO I I I 2.62 15.750 5.09 2.06 1.767. I IO I I I 2•.64 15.833 4.95 2.07 1.787 I IO I II I 2.65 15.917 4.78 2.08 1.806 I IO I I I I 2.67 16.000 4.55 2.09 1.824 1 IO I I 1 1 2.69 � I II �I I I� 2.70 2.71 2.72 2.73 2.74 2.75 2.76 2.76 2'.76 2.76 2.76 / 2.76 2.76 2.76 2.76 2.75 2.75 2.75 2.74 2.74 2.74 2.73 2.73 2.73 2.72 2.72 2.71 2.71 2.70 2.70 2.69 2.69 2:68 2.67 2.67 2.66 2.66 2.65 2.64 2.63 2.63 2.62 2.61 2.60 2.60 2.59 2.58 2.58 2.57 2.56 2.55 2.55 2.54 2.53 2.52 2.51 2.51 2.50 2.49 2.48 2.47 2.47 2.46 2.45 2.44 "V� 16.083 4.28 2.10 1.840 IO 16.167 4.05 2.11 1.854 I 0 16.`250 3.84 2.11 1.867 0 16.333 3.65 2.12 1.878 0 16.417 3.45 2.12 1.888 I 0 16.500 3.19 2.13 1.896 0 16.,583 2.90 2.13 1.903 0 I 16.667 2.65 2.13 1.907 0 I •16.750 2.46 2.14 1.910 102 16.833 2.29 2.14 1.911 I 0 16.917 2.14 2.14 1.912 ( 0 17.000 2.01 2.14 1.912 lIO 17.083 1.89 2.14 1.910 I 0 17.167 1.79 2.13 1.908 I 0 17.250 1.71 2.13 1.906 I 0 17.333 1.65 2.13 1.902 I Il 0 17.417 1.61 2.13 1.899 Il 0 17.500 1.59 2.13 1.895 Il 0 17.583 1.59 2.13 1.892 II 0 17.667 1.58 2.12 1.888 Il 0 17.750 1.57 2.12 1.884 Il 0 17.833 1.55 2.12 1.880 Il O 17.917 1.52 2.12 1.876 Il 0 18.000 1.49 2.12 1.872 Il 0 18.083 1.46 2.11 1.868 I I O 18.167 1.42 2.11 1.863 I O 18.250 1.38 2.11 1.858 I 0 18.333 1.33 2.11 1.853 I I O 18.417 1.29 2.10 1.848 I 0 18.500 18.583 1.26 1.22 2.10 2.10 1.842 1.836 I I 10 10 18.667 1.19 2.09 1.830 I 10 18.750 1.17 2.09 1.824 I IO 18.833 1.13 2.09 1.817 I I 10 18'.917 1.10 2.08 1.810 I 10 19.000 1.06 2.08 1.803 I IO 19.083 1.01 2.08 1.796. I 10 19.167 0.96 2.07 1.789 I 10 19.250 0.92 2.07 1.781 I IO 19.333 0.87 2.07 1.773 I 10 .19.417 0.85 2.06 1.765 I 10 19.500 0.84 2.06 1.756 I 10 19.583 0.84 2.05 1.748 I 10 19.667 0.85 2.05 1.740 I 10 19.750 0.86 2.04 1.731 I. 16 .19.833 0.87 2.04 1.723 I 10 19.917 0.87 2.04 1.715 I 10 20.000 .0.85 2.03 1.707 I 10 20.083 0.82 2.03 1.699 I 10 20.167 0.79 2.02 1.691 I 10 20.250 0.76 2.02 1.682 I 10 20.333 0.73 2.01 1.673 I IO 20.417 0.71 2.01 1.664 I 10 20.500 0.71 2.01 1.655 I 10 20.583 0.71 2.00 1.646 I I 10 20.667 0.71 2.00 1.638 I 10 20.750 0.72 1.99 1.629 I IO 20.833 0.71 1.99 1.620 I 10 20.917 0.71 1.98 1.611 I 10 21.000 0.70 1.98 1.603 ( I IO 21.083 0.70 1.97 1.594 I I 10 21.167 0.68 1.97 1.585 I 10 21.250 0.67 1.96 1.576 I IO 21.333 0.64 1.96 1.567 I I 10 21.417 0.63 1.95 1.558 I 10 21.500 0.63 1.95 1.549 I IO � I II �I I I� 2.70 2.71 2.72 2.73 2.74 2.75 2.76 2.76 2'.76 2.76 2.76 / 2.76 2.76 2.76 2.76 2.75 2.75 2.75 2.74 2.74 2.74 2.73 2.73 2.73 2.72 2.72 2.71 2.71 2.70 2.70 2.69 2.69 2:68 2.67 2.67 2.66 2.66 2.65 2.64 2.63 2.63 2.62 2.61 2.60 2.60 2.59 2.58 2.58 2.57 2.56 2.55 2.55 2.54 2.53 2.52 2.51 2.51 2.50 2.49 2.48 2.47 2.47 2.46 2.45 2.44 "V� Mj • • 21.583 0.64 1.95 1.540 I IO I I I 2.43 21.667 0.64 1.94 1.531 I {O I I I 2.43 21.750 0.63 1.94 1.522 I IO I I 2.42 21.833 0.62 1.93 1.513 I IO I .I I I 2.41 21.917 0.61 1.93 1.504 I I IO I I I 2.40 22.000 0.61 1.92 1.495 I IO I I I 2.39 22.083 .0.62 1.92 1.486 I I IO I I 2.39 22.167 0.62 1.91 1.477 I IO I 1 2.38 22.250 0.62 1.91 1.468 I I IO I I 2.37 22.333 0.60 1.90 1.459 I 19 I I 2.36-\ 22.417 0.60 1.90 1.450 I I IO I I 2.35 22.500 0.60 1.89 1.441 I IO I 1 2.35 22.583 0.61 1.89 1.432 I I O I I I 2.34 22.667 0.61 1.89 1.423 I I 0 ( 2.33 22.750 0.60 1.88 1.414 I I 0 I I I 2.32 22.833 0.58 1.88 1.405 I I 0 I I I 2.32 22.917 0.56 1.87 1.396 I I 0 I I I 2.31 23.000 0.55 1.87 1.387 I I 0 2.30 23.083 0.54 1.86 1.378. I I 0 I I I 2.29 23.167 0.53 1.86 1.369 I I 0 I I I 2.28 23.250 0.52 1.85 1.360 I I 0 I I I 2.28 23.333 0.52 1..85 1.351 I I O I 2.27 23.417 0.51 1.84 1.342 I I 0 I I I 2.26 23.500 0.51 1.84 1.332 I I 0 I I I 2.25 23.583 0.50 1.83 1.323' I I 0 I I I 2.24 23.667 0.50 1.83 1.314 I•I O I I 2.23 23.750 0.50 1.83 1.305 I I 0 I I I 2.23 23.833 0.50 1.82 1.296 I I 0 I I I 2.22 23.917 0.49 1.82 1.287 I I 0 I I I 2.21 24.000 0.49 1.81 1.278 I I 0 I ( I 2.20 24.083 0.49 1.81 1.269 I I O I I I 2.19 24.167 0.48 1.80 1.260 I I 0 I I I 2.19 24.250 0.47 1.80 1.250 I I 0 I I I 2.18 24.333 0.45 1.79 1.241 I I 0 I I I 2.17 24.417 0.42 1.79 1.232 II O I I I 2.16 24.500 0.37 1.78 1.222 II 0 I ( I 2'.15 24.583 0.32 1.78 1.212 II 0 I I I 2.14 24.667 0.27 1.77 1.202 II 0 I I I 2.14 24.750 0.24 1.77 1.192 II 0 I I I 2.13 24.833 0.21 1.76 1.181 I O I I i 2.12 24.917 0.19 1.76 1.170 I 0 I I I 2.11 25.000 0.17 1.75 1.160 I 0 I I I 2.10 25.083 0.15 1.74 1.149 I 0 I I I 2.09 25.167 0.14 1.74 1.138 I 0 I I I 2.08 25.250 0.13 1.73 1.127 I O I I I 2.07 25.333 0.12 1.73 1.115 I 0 I I I 2.06 25.417 0.11 1.72 1.104 I 0 I I 2.05 25.500 0.10 1.72 1.093 I O I I I 2.04 25.583 0.09 1.71. 1.082 I 0 I I I 2.03 25.667 0.08 1.70 1.071 I 0 I I I 2.02 25.750 0.08 1.70 1.060 I 0 I I 2.01 .25.833 0.07 1.69 1.049 I 0 I I I 2.00 25:917 0.07 1.68 1.037 I OI I I I 1.99 26.000 .0.06 1.67 .1.026 I OI I I I 1.97 26.083 0.06 1.66 1.015 I OI I I 1.96 26.167 0.05 1.64 1.004 I OI I I I 1.95 26.250 0.05 1.63 0.993 I OI I I I 1.93 26.333 0.05 1.62 0.983 I OI I I I 1.92 26.417 0.04 1.61 0.972 I OI I I I 1.91 26.500 0.04 1.60 0.961 I OI I I I 1.89 26.583 0.04 1.59 0.950 I OI I I I 1.88 26.667 0.03 1.57 0.940 I OI I I I 1.87 26.750 0.03 1.56 0.929 I OI I I I 1.86 26.833 0.03 1.55 0.918 I OI I I I 1.84 26.917 0.03 1.54 0.908 I OI I I I 1.83 27.000 0.02 1.53 0.898 I OI 1 I I 1.82 27.083 27.167 27.250 27.333 27.417 27.500 27.583 27.667 27.750 27.833 27.917 28.000 28.083 28.167 28.250 28.333 28.417 28.500 28.583 28.667 28.750 28.833 28.917 29.000 29.083 29.167 29.250 29.333 29.417 29.500 29.583 29.667 29.750 .29.833 29.917 30.000 30.083 30.167 30.250 30.333 30.417 30.500 30.583 '30. 667 .30.750 .30.833 .30.917 31.000 31.083 31.167 31.250 .31.333 31.417 31.500 31.583 31.667 31.750 31.833 31.917 32.000 32.083 32.167 32.250 32.333 32.417 32.500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02 02 02 02 02 01 01 01 01 01 01 01 01 01 01 01 01 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 1.52 1.51 1.50 1.49 1.47 1.46 1.45 1.44 1.43 1.42 1.41 1.40 1.39 1.38 1.37 1.36 1.35 1.34 1.33. 1.32 1.31 1.30 1.29 1.28 1.27 1.26 1.25 1.24 1.23 1.22. 1.21 1.20 1.19 1.18 1.17 1.16 1.15 1.14 1.13 1.12 1.12 1.11 1:10 1.09 1.08 1.07 1.06 1.05 1.04 1.03 1.03 1.02 1.01 1.00 0.99 0.98 0.97 0.97 0.96 0.95 0.94 0.93 0.93 0.92 0.91 0.90 0.887 0.877 0.867 0.857 0.847 0.837 0.827 0.817 0.807 0.797 0.787 0.778 0.768 0.759 0.749 0.740 0.731 0.722 0.712 0.703 0.694 0.685 0.676 0.667 0.659 0.650 0.641 0.633 0.624 0.616 0.607 0.599 0.591 0.583 0.574 0.566 0.558 0.551 0.543 0.535 0.527 0.520 0.512 0.504 0.497 0.490 0.482 0.475 0.468 0.461 0.454 0.446 0.440 0.433 0.426 0.419 0.412 0.406 0.399 0.392 0.386 0.379 0.373 0.367 0.360 0.354 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 2 I I I I I I I 2 I I I I I I I I I 2 I I I I I I I I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 of I 1 1 1.81 oI I I I 1.79 I I 1.73 0 1 oI I 1 I. 1.78 oI I I .I 1.76 0 1 .75 O I I I I 1.73 0 1 I I I 1.72 0 I. I I I 1.71 0 I I I I 1.70 0 1 I I I 1.69 0 1 I I I 1.68 0 I I I I 1.66 0 I I I 1.65 0 1 I I I 1.64 0 I I I I 1.63 O I I I 1.62 0 I I I I 1.61 0 I I I I 1.60 0 I I I 1.59 0 1 I I I 1.58 0 1 I 1 1 1.57 0 I I I I 1.56 0 1 I I I 1.54 0 1 I I I 1.53 0 I I I 1.52 0 1 I I I 1.51 0 I I I I 1.50 0 I I I I 1.49. 0 1 I I I 1.48 0 1 I I I 1.46 0 I I I I 1.45 0 1 I I I 1.44 0 I I I I 1.42 0. I I 1.41 0 1 I I 1 1.40 0 1 I I I 1.38 0 I I I I 1.37 0 1 I I I 1.36 0 I I I 1.35 0 I I I I 1.33 0 1 I I I 1.32 0 1 1 I 1.31 0 1 I I I 1.30 0 I I I I 1.28 0 I I I 1.27 0 1 I I I 1.26 0 I I I 1 1.25 1.24 1.22 1.21 1.20 i I 1.19 I I I I 1.18 1.17 1.16 I I I I 1.15 1 I I 1.13 1.12 1.11 1.10 1 I I I 1.09 I I 1.08 1.07 1.06 1.05 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 O 0 O 0 0 0 0 0 0 0 • • • 1.04 1.03. 1.02 1.01. 1.00 0.99 0.97 0.96 0.95 0.93 0.92 0.91 0.90 0.88 0.87 0.86 0.85 0.84 0.82 0.81 0.80 0.79 0.78 0.77 0.76 0.75 0.74 0.73 0.72 0.71 0.70 0.69 0.68 0.67 0.66 0.65 0.64 0.63 0.62 0.62 0.61 0.60 0.59 0.58 0.57 0.57 0.56 0.55 0.54 0.54 0.53 0.52 0.51 0.51 0.50 0.49 0.47 0.46 0.45 0.43 0.42 0.41 0.40 0.39 0.38 0.37 32.583 0.00 0.90 0.348 I 32.667 0.00 0.89 0.342 I 32.750 0.00 0.88 0.336 I 32.833 0.00 0.87 0.330 I 32.917 0.00 0.87 0.324 I 33.000 0.00 0.86 0.318 I 33.083 0.00 0.84 0.312 I 33.167 0.00 0.83 0.306 I 33.250 0.00 0.82 0.300 I 33.333 0.00 0.81 0.295 I 33.417 0.00 0.80 0.289 I .33.500 0.00 0.79 0.284 I 33.583 0.00 0.78 0.278 1 33.667 0.00 0.77 0.273 I 33.750 0.00 0.76 0.268 I 33.833 0.00 0.74 0.263 I 33.917 0.00 0.73 0.257 1 34.000 0.00 0.72 0.252 I 34.083 0.00 0.71 0.248 I 34.167 0.00 0.70 0.243 I 34.250 0.00 0.70 0.238 I 34.333 0.00 0.69 0.233 I 34.417 0.00 0.68 0.228 I 34.500 0.00 0.67 0.224 I 34.583 0.00 0.66 0.219 I 34.667 0.00 0.65 0.215 I 34.750 0.00 0.64 0.210 I 34.833 0.00 0.63 0.206 I 34.917 0.00 0.62 0.202 I 35.000 0.00 0.61 0.197 I 35.083 0.00 0.61 0.193 I 35.167 0.00 0.60 0.189 I 35.250 0.00. 0.59 0.185 I 35.333 0.00 0.58 0.181 I 35.417 0.00 0.57 0.177 I 35.500 0.00 0.57 0.173 I 35.583 0.00 0.56 0.169 I 35.667 0.00 0.55 0.165 I 35.750 0.00 0.54 0.161 I 35.833 0.00 0.53 0.158 I 35.917 0.00 0.53 0.154 I 36.000 0.00 0.52 0.151 I 36.083 0.00 0.51 0.147 I 36.167 0.00 0.51 0.143 I 36.250 0.00 0.50 0.140 I 36.333 0.00 0.49 0.137 I 36.417 0.00 0.49 0.133 I 36.500 0.00 0.48 0.130 I 36.583 0.00 0.47 0.127 I 36.667 0.00 0.47 0.123 I 36.750 0.00 0.46 0.120 I 36.833 0.00 0.45 0.117 I 36.917 0.00 0.45 0.114 I 37.000 0.00 0.44 0.111' I 37.083 0.00 0.43 0.108 I 37.167 0.00 0.42 0.105 I 37.250 0.00 0.41 0.102 IO 37.333 0.00 0.40 0.099 IO 37.417 0.00 0.39 0.097 IO 37.500 0.00 0.38 0.094 IO 37.583 0.00 0.37 0.091 IO 37.667 0.00 0.36 0.089 IO 37.750 0.00 0.35 0.086 IO 37.833 0.00 0.34 0.084 IO 37.917 0.00 0.33 0.082 IO 38.000 0.00 0.32 0.080 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 O 0 O 0 0 0 0 0 0 0 • • • 1.04 1.03. 1.02 1.01. 1.00 0.99 0.97 0.96 0.95 0.93 0.92 0.91 0.90 0.88 0.87 0.86 0.85 0.84 0.82 0.81 0.80 0.79 0.78 0.77 0.76 0.75 0.74 0.73 0.72 0.71 0.70 0.69 0.68 0.67 0.66 0.65 0.64 0.63 0.62 0.62 0.61 0.60 0.59 0.58 0.57 0.57 0.56 0.55 0.54 0.54 0.53 0.52 0.51 0.51 0.50 0.49 0.47 0.46 0.45 0.43 0.42 0.41 0.40 0.39 0.38 0.37 Remaining water in basin = 0.02 (Ac.Ft) ******* * * * * * * * * ** * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * ** * * * * * * * * * ** Number of intervals = 498 Time interval = 5.0 .(Min.) Maximum /Peak flow rate = 2.137 (CFS) Total volume = 3.972 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------------- • 38.083 0.00 0.31 0.077 IO I 0.36 38.167 0.00 0.30 0.075 IO I 0.35 38.250 0.00 0.29 0.073 IO I 0.34 38.333 0.00 0.29' 0.071 IO i I 0.33 38.417 0.00 0.28 0.069 I0 I I I 0.32 38.500 0.00 0.27 0.067 I0 I I 0.31 38.583 0.00 0.26 0.065 IO I 0.30 38.667 0.00 0.26 0.064 IO I 0,.29 38.750 0.00 0.25 0.062 IO I 0.29 38.833 0.00 0.24 0.060 IO I I I 0.28 38.917 0.00 0.24 0.059 IO I I 0.27 39.000 0.00 0.23 0.057 IO I 0.26 39.083 0.00 0.22 0.055 IO I 0.26 39.167 0.00 0.22 0.054 IO I I 0.25 39.250 0.00 0.21 0.052 IO I I 0.24 39.333 0.00 0.21 0.051 0 I I ( 0.24 39.417 0.00 0.20 0.050 0 I I I I 0.23 39.500 0.00 0.19 0.048 0 0.22 39.583 0.00 0.19 0.047 0 I I 0.22 39.667 0.00 0.18 0.046 0 I I I I 0.21 39.750 0.00 0.18 0.044 0 I I I 0.21 39.833 0.00 0.17 0.043 0 ( I I 0.20 39.917 0.00 0.17 0.042 O 0.19 40.000. 0.00 0.16 0.041 0 0.19 40.083 0.00 0.16 0.040 0 I 0.18 40.167 0.00 0.16 0.039 O I I I 0.18 40.250 0.00 0.15 0.038 0 I 0.17 40.333 0.00 0.15 0.037 0 I 0.17 40.417 0.00 0.14 0.036 0 I I I I 0.16 40.500 0.00 0.14 0.035 0 I 0.16 40.583 0.00 0.14 0.034 0 0.16 40.667 0.00 0.13 0.033 O I I 0.15 40.750 0.00 0.13 0.032 0 I I 0.15 40.833 0.00 0..12 0.031 0 I I 0.14 40.917 0.00 0.12 0.030 0 I I I I 0.14 41.000 0.00 0.12 0.029 0 I 0.14" 41.083 0.00 0.11 0.028 0 I I 0.13 41.167 0.00 0.11 0.028 0 I I 0.13 41.250 0.00 0.11 0.027 0 I 0.12 41.333 0.00 0.11 0.026 0 I I I I 0.12 41.417 0.00 0.10 0.025 0 I 0.12 41.500 0.00 0.10 0.025 0 0.11 Remaining water in basin = 0.02 (Ac.Ft) ******* * * * * * * * * ** * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * ** * * * * * * * * * ** Number of intervals = 498 Time interval = 5.0 .(Min.) Maximum /Peak flow rate = 2.137 (CFS) Total volume = 3.972 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -------------------------------------------------------------------- • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 02 /17/05 - - - -' --------------------------------------------------------------.--- Tr 62800 Basin #2 1 -hour /. -- - - - - - - - - ` - - '`- - � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Program License Serial Number 4027 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name; 62800ce1100.rte ******** * * * * * * * * * * * * *. * * * * * * *HYDROGRAPH Number of-intervals'= 90 Time interval = 5.0 (Min.), Maximum /Peak flow rate = 18.680 (CFS) Total volume = 1.700 (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 = 90 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- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ---------------------------- - ----------------------- -------------------- 0.000 .0.000 0.0`00 0.000 0.000 0.500 _0.053.. 0.658 0.051 0.055 1.500 0.719 1.334 0.714 0.724 2.500 1:777 ..2.121. 1.770 1.784 3.500 3.276 3..004 3.266 3.286 Hydtograph Detention Basin.Routing ------------------------------------------------------------=-------- Graph values: 'I!= .'unit inflow; 101= outflow at time shown Inflow -Outflow Storage -------- - ------=---------- Depth s) (CFS) (CFS) (Ac.Ft) 0 4.7 9.34 14.01 18.68 (Ft.) 3 0.03 0.00 0.000 O ( I I 0.00 7 0.10 0.01 0.000 O I I 0.00 0 0.22 0.02 0.002 O I I 0.01 3 0.41 0.04 0.003 O i I I 7 0.66 0.08 0.007 OI I (, 0.06 0 1.05 0.15 0..012 OI I I I 0.11 3 1.66 0.25 0.020 O I I I I I 0.19 7 2.54• 0.40 0.032 0 I i I I 0.30 0 3.57 0.62 0.050 IO I I ( I I 0.47 3 4.98 0.68 0.075 .IO I I I I 0.53 7 6.58 0.72 0.110. O I I I I 0.59 0 8.16 0.76 0.155 {O ( I I I. I 3 9.73 0.82 0.211 IO I I I .0.65 I 0.74. 7 11.45 0.89 0.279 IO I I I I 0:84 0 14.04 0.97 0.360 IO I I I 0.96 3 16.94 1.07 0.460 IO I I I I 7 18:68 1.19 0.575 I O I I 1.11 I 1.28 0 .16.76 1.30 .0.688 I O I I I I' 3. 14.05 1.38 0.785 O I I I 1.45 7 11.70 1.44 0.864 ' O I I I 1.56 1.64 0 9.74 1.49 0.927 0 I 'I 3 8.02 1.53. 0.978 O I .1.70 7 6.85 1.56 1.019 O i I I 1.75 0 6.01 1.58 1.052 O I I I I 1.78 3 5.41 1.60 1.'081. I O I I I. 1.82 7 4.88 1.62 1.105 I O. I I I ( 1:84 0 4.35 1.64 1:125 I O II I I I 1.86 3 3.95 1.65 1.143 I O I I I I I 1.88 7 3.66 1.66 1.158- I O I I I I ( 1.90 0 3.31 1.67 1.170 10 I I I I I 1.91- 3 3.00 1.68 1.180 I O I I I I 1.93 7 2:82 1.68 1.189 O I I i i i x:94 0 2.55 1.69 - -1..196 I O I ( 3 2.42 1.201 I I I 1.95 7 2.28 1.70 . OI I 1.9 0 .1.69 2.14 . 1.209 0I I 1.96 3 2.03 1.70 1.212 I OI I I 1.96 . 7 1.84 1.70 1.213 I nr__ I I' 1.97 0 3 1.73 1. 70 1.214 -T- I O I I I 1.97 j..9,7 1.57 1.70 1.214 O �� 7 1.42 . . O - ( 1.,97 -- 0 1.37 1.70 1.210 I O ( I 1.97'. 3 1.30 1.70 1.208 I O I I I 1.96. 7 1.25 1.70 1.205 I O I I I I I 1.96 0 1.18 .1..69 1.201 I O ( i I I 1.96 3 1.11 .1.69 1.198 II0 I I I I 1.96 7 1.07 1.69 1.194 IIO I f 1j ( 1.95 0 1.01 1.68 1.189 IIO I I 3 0.96 1.68 1.184 II0 I I I :1.94 7 0.89 1.68 1.179 IIO ( I I. I 1'.94 0: 0.81 1.67 1:173 I0. I ( ( 1.93 3 0.79 1.67 1.167 IIO I I 1.93 7 0.76 1.66 1.161 IO ( I. I 1 92 0 0.73 1.66 1.155 IO I I 1.92 3 0.68 1.65 1.148 IO I I I 1.91 7 0.61 1.65 1:.142 IO I .1. 9:L 0 0.59 1.64 1.134 IO i I 1.90 3 0.57. .1.64 1.127 I O I f 7. 0.54 1.63. 1.120 I O ( I 1.89 0 0.48 1.63 1.112 I 0 I I I 1.88 3 0.A2 1.62 1.104 I O I 7 0.40 1.61 1.095 I O. I ( I I 1.86 0 0..39 1.61 1.087 I 0 I ` I I 1.8 6 I I 1.8 5 5.333 0:37 1.60 1.079. I 0 _ 5.417 0.32 1.60 1.070 I 0 5.500 0.27 1.59 1..061 I 0 5.583 0.26 1.58 1.052 I 0 5.667 0.26 1.57 1.043 I 0 5.750 0.27 1.57 .1.034 1'0 5.833 0.28 1.56 1.025 I 0 5.917 0.29 1.56 1.016 I 0 6.000 0.29 1.55 1.008 I 0 6.083 0.29 1.54 0.999 I 0 6.167 0.28 1.54 0.990 I 0 6.250 0., 28 1.53 .'0.982 I 0 6.333 0.27 1:.52 0.973 I.0 - 6.417 0.26 1.52 0:964 I 0 6.500 0.25 1.51 0.956 I 0 6.583 0.24 1.50 .0':947. I O 6.667 0.20 1.50 0.938 I O -` 6.750 0.15 1.49 0.92.9 I 0 6:833 0.14 1.48-.- 0.920. I 0 6.917 0.13 1.48 0.911 I 0 7 :000 0.13 1.47 0.901 I O 7.083 0.12 1.46 '0.892 I 0 7.167 0.11 1.46 0:883 I 0 7.250 0.09 1.45 0.873 1-0.. 7.333 0.05. 1.44 0.864 I O 7.417 0.01 1.43 0.854 I 0 7.500 .0.00 1.43 0.844 I 0 7.583 0.00 1.42 0.835 I 0 7.667 0.00 1.41 0.825 I 0 7.750 0.00 1.41 0.815 I'0 7.833 .0..00 1.40 0.806 I 0 7.917 0.00 1.39 0.796 I 0. 8.000 0.00 1,38 0.786 I 0 8.083 0.00 1.38 0.177 I 0 8.167 0.00 1.37 0.767. I'0 8.250 0.00 1.36 0.758 10' - 8.333 0.00 1.36 0.749 I 0• 8.417 0:00 1.35 0.739 I O 8.500 0.00 1.34. 0.730 I O 8.583 0.00 1.34 0.721 I 0 8.667 0.00 1.33 0.712 I 0 8.750 0.00 1.32 0.703 I 0 8.833 .0.00 1.31 0.694 1 O LL 8.917 0.00 1.36. 0.685 I 0 9.000 0.0.0 1 •29 0.676' I O 9.083 0.00 1., :28 0.667 I O 9.167 0..00 1.27.. 0..658. I O 9.250 0.00 . 1.26 • 0..649. I O 9.333. 0.00 1.25 0.641 I 0. 9.417 0.00 1.25 0.632 I O .9..500. 0.00 1 :24 0.623 .1 0 _ 9.583 0.00 1.23 0.615 I O 9.667 0.00' 1.22 0.607 I 0 9.750 0.00 1.21 0.598 'I 0 9.833 0.00 1.20 0.590 I O - .9.917 0.00 1.19 0.582 I 0 10.000 0.00' 1.19 0.573 I 0 10.083 0.00 1.18 0.565 I 0 10.167 0.00 1.17 0.557• I 0 ". 10.250 0.00 1.16. 0.549 IO 10.333 0.00 1.15 0.541 I0. 10.417 0.00 1.15 0.533 IO 10.500 0.00 -1.14 0:525 IO 10..583 0.00 1.13 0.518 IO 0.667 0.00 1.12 0.510 'I0 0.750 0.00 1.11 0.502 IO 1.84 1.83 1.82 1.81 1.81 1.80 1:79 1:78 1.77 1.76 1.76 1.75 1.74 1.73 1.72 1.72 1.71 1.70 1.69 1:68 1:.67 1.66 1.65 1.65 1.64 1.63 1.62 1.61 .1. 60 1.59 1.58' 1.57 1.56 1.55 1.55 .1.54 1.53 1.52 1.51 1.50 1.49 1.48 1.46 1.45 .1 .'4 3 1 :42 1.41 1..40 1.38 1.37 1'. 3 6 1..34 1.33. 1. 32 1.31 1 :.2 9 1.28 1:27 1.26 1.•24 1.23 1.22 1.21 .1.20 1.19 1.17 10.833. 0.00 1:11 0.494 IO 10.917 0.00 1.10 0.487 IO I I 1.15 11.000 0.00 1.09 0.479 IO I 11.083 0.00 1.08 0.472 IO i 1.13 11.167 0.00 1.08 0.464 IO I I ( I 1.12 11.250 0.00 1.07 0.457 IO I I I 1.11 11.333 0.00 1.06 0.450 10 I 1.10 11.417 0.00 1.05 0.442 IO I I I 1.08 11.500 0.00 1.05 0.435 IO ( , 1.07 11.583 0.00 '1.04 0.428 10 I I 1.06 .11.667 0.00 1.03 0.421 10 11.750 0:00 1.02 0.414 IO i I I I 1.04 11..833 0.00 1.02 0.407 10 I 1.03 11.917 0.00 1.01 .0.400 IO I 12.000 0.00 1.00. 0.393 10 I I I .1.02' 1.01 12.083 0.00 1.00 0.386 IO f I ( 1.00 12.167 0.00 0.99 0.379 IO I I 0.99 12.250 0.00 0.98 0.372 10 I I 0.98 12.333 0:00 0.98 0.366 IO I I I I 0.97 12.417 0..00 0.97 0.359 IO I I I I 0.96 12.500 0.00 0.96 0.352 10 I I I 0.95 12.583 0.00' 0.96 0.346 IO I I 1 0.94 12.667 0.00 0.95 0.339 10 I I I I •0.93 12.750 0.00 0.94 0.333 10 I ( 0.92 12 :833 0.00 0.94 0.326 IO ` I 0.91 12.917 0.00 0'.93 .0.320 IO i ( 0.90 13.000 0.00 0.92 0.313 IO I I I 0.89 13.083 0.00 0.•92 0.307 10 I I I I 0.88 13.167 0.00 0.91 0.301 IO 13.250 .0.00 0.90 IO ( ` ; 13.333 0.00 0.90 .0.295 0.288 IO I I I 0'86- j 13.417 0.00 0.89 0.282 IO I I 0.85 13.500 0.00.. 0.88 0.276 10 I I I I 0.84 13.583 0.00 0.88 0.270 IO I I 0.83 .0.00 0.87 0.264 10 I 1,3.3.667 13:750 0:00 0.87 0.258 10 I i I 0.82 13.833 0.00 0.86 0.252 IO I I I 0.81 13.917 0.00 .0.85 0.246 IO I I I 0.80 14.000 0.00 0.85 0.240 10 ( ( I I 0.79 i 14.083 0.00 0.84 0.234 IO I I 0..78 14. 0.00 0.84 0.229 10 I' I 0.77 14.2250 50 0.00 0.83 0.223 IO I I I' I 0.76 34.333 0.00 0.82 0.217 10 I I I 0.76 14.417 0.00 0.82 0.212 IO i I I 0.75 14.500 0.00. 0.81. 0..206 IO ( I I 0.14 14.583 0.00 0:81 0.200 10 I I' I' I 0._73 14.667 0.00 0.80 0.195 10 I ( I I 0.72 14.750 0'.00 0.80 -0.189 IO I I I I 0:71 . 14-833 0.00 ' 0 . 79 0.184 10 I I I 0.70. 14.917 0.00 0.79 0.178. IO I I '0 .70.. 15:000 0.00 0.78 0.173 I0 I I 0.69 .15.083 0.00 0.77 0.168 IO I ( 0.68 15.167 0.00 0.77 0.162' IO I I 0.67 15.250 0.00 0.76 0.157 IO I I I 0.66' 15.333 0.00 0.76 .0.152 IO I I 0 :.66 15..417 0.00 0.75 '0.147 IO i I 15.500 0.00 0.75 0.141 IO I 0.64 15.583 0.00• 0:74 0..136 IO I 0.63 15.667 0.00 0.74 0.131 10 ( ` I 0.63 15.750 0.00 0.73 0.126 10 I I I 0.62 15.833 0.00.. 0.73 0.121 IO I ( I 0.61 15.917 0:00' 0.72 0.116 10 I 16.000 0.00 0.72 0.111 IO I I 0.59 6.083 '0.00 0.71 0.106 IO i I ( 0.59 qw 6.167 0:00 0.71 0.101 IO I I 0 8 16.250 0.00 0.70 0.097 IO 0.57 ( I I 0.5,7 16.333 0.00 0.70 0.092 IO I 16:417 0.00 0.69 0.087 I I I IO I 0.56 16.500 0.00 0.69 0.082 IO f 0.55 16.583 0.00 0.68 0.077 ' -IO 0.54 16.667 0.00 0.68 0.073 I IO 0.54 16.750 0.00 0.67 0.068 i I IO 0.53 16.833 0.00 0.67 0.064 I 10 I I 0.52 16.917 0.00 0.66 0.059 I IO 0.52 17.000 0.00 0.66 0.054 IO I 17.083 0.00 0.62 0.050 I I I IO 0.50 17.167 0.00 0.57 0.046 O I 17..250 0.00 0.52 0.042 I I I O I 0.4.3 17.333 0.00 0.48 0.039 I I O I 0.40' 17.417 0.00 0.44 0.035 I I. O 0.36 17.500 0.00 0.40 0.033 O i i I I 0.33 17.583 0.00 0.37 0.030 O I I 1,7.667 0.00 0.34 0.027 ( I O I 0.28 17.750 . . '025' I I 0 0.26 17.833 0.00 0.29 0.023 I I O I 0.24 17.917 0.00 0.26 0.021 I O I I 0.22. 18.000 0.00 0.24 0.019 I O I 0.20 18.083 0.00 0.22 0.018 I O 0.18 18.167 0.00 0.20 0.016 i I O 0.1.7 3.8.250 0 .00 0.19 0.015 I ' O I 0.15 1.8.333 0.00 0.17 0.014 I O I 0.14 18.417 0.00 0.16 0.013 I O I 0.13 18..500 0.00 0.14 0.012 ( O I 0.12' 18.583 0.00 0..13 0.011 I O I I 0:11 18.667 0.00 0.12 0.010 O I 0.10 18.750 0.00 0.11 0.009 I I I O 0.09' 18.833 0.00 0.10 0.008 O i i I 0.09 18'.917 0.00 0.09 0.008 O I i I 0.07 Remaining water in basin = 0.01 (Ac.Ft) HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals 227 Time interval = 5 _ 0 '(Min-) Maximum /Peak flow rate = 1.702 (CFS) Total volume = .1.692 (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 0.00.0 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 J FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 05/30/06 Tr 31732 Retention Basin No. 2 using 24 -hr duration - - - - - - -- - ------------------------------------------------- - - - - -- Program License Serial Number 4027 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 62800ce24100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 366 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.641 (CFS) Total volume = 2.286 (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 = 366 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- O *dt /2) (S +O *dt /2) (Ft.) ---------=----------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.053 0.658 0.051 0.055 1.500 0.719 1.334 0.714 0.724 2.500 1.777 2.121 1.770 1.784 3.500 3.276 3.004 3.266 3.286 -------------------------------------------------------------------- Hydrograph --------------------------------------------------------------- Detention Basin Routing - - - - -- Graph values: II'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.9 1.82 2.73 3.64 (Ft.) 0.083 0.00 0.00 0.000 0 I I I 0.00 0.167 0.00 0.00 0.000 0 0.00 0.250 0.01 0.00 0.000 0 I I I 0.00 0.333 0.02 0.00 .0.000 0 I I 0.00 0.417 0.03 0.00 0.000 0 I 0.00 0.500 0.04 0.01 0.000 0 I �. I 0.00 0.583 0.06 0.01 0.001 0 0.01 0.667 0.09 0.02 0.001 0 0.01 0.750 0.12 0.02 0.002 OI I 0.02 0.833 0.15 0.03 0.003 OI I 0.02 0.917 0.18 0.04 0.004 OI 0.03 1.000 0.21 0.06 0.005 OI �, I 0.04 1.083 0.23 0.07 0.006 0 I I I 0.05 1.167 0.25 0.0.8 0.007 0 I 0.06 1.250 0.27 0.10 0.008 0 I I I 0.07 1.333 0.29 0.11 0.009 0 I 0.09 1.417 0.31 0.13 0.010 101 I 0.10 1.500 0.32 0.14 0.012 101 ( 0.11 1.583 0.33 0.16 0.013 JOI I I 0.12 1.667 0.33 0.17 0.014 IOI I 0.13 1.750 0.33 0.19 0.015 IOI I 1 I I 0.14 1.833 0.34 0.20 0.016 IOI I 0.15 1.917 0.34 0.21 0.017 IOI 0.16 2.000 0.34 0.22 0.018 10 I I 0.17 2.083 0.35 0.23 0.019 1 OI 0.18 2.167 0.36 0.24 0.019 I OI I 0.18 2.250 0.37 0.25 0.020 1 OI I 0.19 2.333 0.38 0.26 0.021 I OI I 0.20, 2.417 0.40 0.27 0.022 1 OI ( I 0.21 2.500 0.41 0.28 0.023 1 OI I 0.21 2.583 0.42 0.29 0.024 1 OI 0.22 2.667 0.43 0.30 0.025 I OI I I I I 0.23 2.750 0.45 0.32 0.025 I OI I I 0.24 2.833 0.46 0.33 0.026 I 0 I 0.25 2.917 0.47 0.34 0.027 I 0 I I 0.26 3.000 0:48 0.35 0.028 1 OI 0.27 3.083 0.49 0.36 0.029 1 0I I I I 0.27 3.167 0.51 0.37 0.030 1 OI I I 0.28 3.250 0.53 0.38 0.031 I OI I I 0.29 3.333 0.54 0.40 0.032 1 OI 0.30 3.417 0.55 0.41 0.033 1 OI I I ( I 0.31 3.500 0.56 0.42 0.034 1 01 I 0.32 3.583 0.57 0.43 0.035 10 I I I I I 0.33 3.667 0.58 0.44 0.036 0 I I 0.34 3.750 0.58 0.46 0.037 I OI 0.35 3.833. 0.59 0.47 0.038 0I 0.35 3.917 0.60 0.48 0.038 OI I I 0.36 4.000 0.61 0.49 0.039 I OI I 0.37 4.083 0.61 0.50 0.040 OI I ( 0.38 4.167 0.62 0.51 0.041 I OI 0.39 4.250 0.63 0.52 0.042 I OI I 0.39 4.333 0.65 0.53 0.042 I OI I I I I 0.40 4.417 0.66 0.54 0.043 OI I 0.41 4.500 0.68 0.55 0.044 01 I 0.42 " 4.583 0.70 0.56 0.045 0 I 0.43 4.667 0.71 0.57 0.046 OI I I I 0.43 4.750 0.73 0.58 0.047 OI I I 0.44 4.833 0.74 0.60 0.048 I OI I I 0.45 4.917 0.77 0.61 0.049 OI I 0.46 5.000 0.79 0.62 0.050 OI I I 0.47 5.083 0.80 0.64 0.051 0 Il 0.48 5.167 0.82 0.65 0.052 I 0 Il I 0.49 • • • 5.250 0.83 0.66 0.054 0 II _0.50 5.333 0.84 0.66 0.055 0 I1 I 0.50 5.417 0.86 0.66 0.056 0 I1 0.50 5.500 0.86 0.66 0.057 0 I1 I I 0.51 5.583 0.86 0.66 0.059 0 I1 I 0.51 5.667 0.86 0.67 0.060 ( 0 I1 I 0.51 5.750- 0.86 0.67 0.062 0 II I 0.51 5.833 0.86 0.67 0.063 0 I1 I I 0.51 5.917 0.87 0.67 0.064 0 I1 I 0.52 6.000 0.88 0.67 0.066 0 I1 I 0.52 6.083 0.90 0.67 0.067 0 I1 I I 0.52 6.167 0.92 0.67 0.069 0 I I 0.52 6.250 0.94 0.68 0.071 0 I I 0.53 6.333 0.96 0.68 0.072 I 0 I I 0.53 6.417 0.97 0.68 0.074 I 0 I I I 0.53 6.500 0.99 0.68 0.077 I 0 I ( I .0.54 6.583 1.01 0.68 0.079 0 I 0.54 6.667 1.03 0.69 0.081 0 1I I 0.54. 6.750 1.05 0.69 0.083 I 0 1I 0.55 6.833 1.07 0.69 0.086 0 11 ( I 0.55 6.917 1.09 0.69 0.089 0 1I I.• 0.55 7.000 1.10 0.70 0.091 0 1I I 0.56 7.083 1.12 0.70 0.094 0 II I 0.56 7.167 1.14 0.70 0.097 0 I 0.57 7.250 1.16 0.71 0.100 0 I I 0.57 7.333 1.18 0.71 0.103 0 I I I 0.58 7.417 1.19 0.71 0.107 I 0 I I I I 0.58 7.500 1.21 0.72 0.110 I 0 I 0.59 7.583 1.22 0.72 0.114 0 I 0.59 7.667 1.24 0.72 0.117 I 0 I I I 0.60 7.750 1.26 0.73 0.121 0 I 0.60 7.833 1.28 0.73 0.124 0 I 0.61 7.917 1.30 0.73 0.128 0 I 0.61 8.000 1.33 0.74 0.132 0 I I 0.62 8.083 1.36 0.74 0.136 0 I I I 0.63 8.167 1:39 0.75 0.141 0 I I I I 0.63 8.250 1.43 0.75 0.145 0 I 0.64 8.333 1.46 0.76 0.150 0 I 0.65 8.417 1.50 0.76 0.155 0 I I I I 0.65 8.500 1.54 0.77 0.160 0 I 0.66 8.583 1.58 0.77 0.166 0 I 0.67 8.667 1.63 0.78 0.171 I 0 I I 0.68 8.750 1.67 0.78 0.177 I 0 I I I 0.69 8.833 1.70 0.79 0.183 0 I I I 0.70 8.917 1.74 0.80 0.190 0l -I1 I I 0.71 9.000 1.77 0.80 0.196 .01 I1 0.72 9.083 1.81 0.81 0.203 OI I1 0:73 9.167 1.84 0.82 0.210 Ol I I 0.74 9.250 1.88 0.82 0.217 I Ol I 0.75 9.333 1.92 0.83 0.225 Ol I 0.76 9.417 1.96 0.84 0.232 01 II I 0.77 9.500 1.97 0.85 0.240 I Ol 0.78 9.583 1.98 0.86 0.248 I Ol 0.79 9.667 1.97 0.86 0.255 I OI II I I 0.80 9.750 1.94 0.87 0.263 Ol 0.82 9.833 1.87 0..88 0.270 I Ol I 0.83 9.917 1.73 0.88 0.276 I OI 11 I 0.84 10.000 1.53 0.89 0.281 01 I 1 0.84 10.083 1.38 0.89 0.285 OI I I I I 0.85 10.'167 1.28 0.90 0.288 I 01 I 1 0.85 10.250 1.23 0.90 0.291 OI I 1 0.86 10.333 1.20 0.90 0.293 Ol I I 0.86 10.417 1.22 0.90 0.295 Ol I 1 ( 0.86• 10.500 1.26 0.91 0.297 Ol I 1 I 0.87 10.583 1.33 0.91 0.300 I 0l I 1 I I 0.87 •10.667 1.42 0.91 0.303 I 0 1 I I I 0,88 .12 . • • I* T 10.750 1.48 0.92 0.307 I 0 I I I I 0.88 10.833 1.51 0.92 0.311 I 0 I I I I 0.89 10.917 1.52 0.92 0.315 I 0 I I I I 0.89 11.000 1.49 0.93 0.319 I 0 I I ( I 0.90 11.083 1.40 0.93 0.323 I 0 I I I I 0.90 11.167 1.27 0.93 0.325 I 0 I I I I 0.91 11.250 1.16 0.94 0.327 0 I I I I 0.91 11.333 1.07 0.94 0.329 I OI I I I 0.91 11.417 1.00 0.94 0.329 I 0 I 0.91 11.500 0.94 0.94 0.329 ( 0 I I I 0.92 11.583 0.89 0.94 0.329 I IO I I I 0.91 11.667 0.86 0.94 0.329 I IO I I I 0.91 11.750 0.85 0.94 0.328 I IO I I I 0.91 11.833 0.85 0.94 0.328 I IO I I I 0.91 11.917 0.85 0.94 0.327 I IO I I I 0.91 12.000 0.89 0.94 0.327 I IO I , I 0.91 12.083 0.97 0.94 0.327 I 0 I I I 0.91 12.167 1.10 0.94 0.327 I OI I I I 0.91 12.250 1.18. 0.94 0.329 I 0 I I I I 0.91 12.333 1.20 0.94 0.330 I 0 I ( I I 0.92 12.417 1.16 0.94 0.332 I 0 I I I I 0.92 .12.500 1.17 0.94 0.334 I 0 I I I I 0.92 12.583 1.26 0.94 0.335 I 0 I I I I 0.92 12.667 1.41 0.95 0.338 I 0 I I I 0.93. 12.750 1.57 0.95 0.342 O I I I I 0.93 12.833 1.72 0.96 0.347 I 0 II I I 0.94 12.917 1.87 0.96 0.352 I 0 I I I 0.95 13.000 2.01 0.97 0.359 I 0 II I I 0.96 13.083 2.16 0.98 0.367 0 I I I I 0.97 13.167 2.32 0.99 0.375 I 0 I I I I 0.98 13.250, 2.48 0.99 0.385 I O I I I I 1.00 13.333 2.63 1.01 0.396 I 0 I II I 1.01 13.417 2.80 1.02 0.407 I 0 I I I 1.03 13.500 2.97 1.03 0.420 I IO I I I I 1.05 13.583 3.16 1.04 0.434 I IO I I I I. 1.07 13.667 3.35 1.06 0.449 I IO I I I I 1.10 13.750 3.50 1.08 0.466 I IO I I I I 1.12 13.833 3.59 1.09 0.483 I IO I I II 1.15' 13.917 3.64 1.11 0.500 I IO I I I 1.17 14.000 3.61 1.13 0.517 I IO I I II 1..20 14.083 3.49 1.15 0.534 I 10 I I I 1.22 14.167 3.29 1.16 0.549 10 I I I I 1.25 14.250 3.12 1.18 0.563 I I O I I I I 1.27 14.333 3.01 1.19 0.576 I 10 I I I I 1.29 14.417 2.93 1.20 0.588 I 10 I II I 1.30 14.500 2.90 1.21 0.600 I 10 I II I 1.32 14.583 2.93• 1.23 0.612 I ( 0 I II I 1.34 14.667 3.00 1.24 0.624 I I O I I I I 1.36. 14.750 3.06 1.25 0.636 I 10 I I I I 1.38 14.833 3.09 1.26 0.649 I 10 ( I I I 1.39 14.917 3.11 1.28 0.661 10 I I -I I 1.41 15.000 3.12 1.29 0.674 I 10 I I I I 1.43 15.083 3.13 1.30 0.686 I 10 I I I I 1.45 15.167 3.13 1.31 0.699 I 10 I I I I 1.47 15.250 3.13 1.33 0.711 I 10 I I I I 1.49 15.333 3.12 1.34 0.724 I I O I I I I 1.50 15.417 3.10 1.35 0.736 I 10 I I I I 1.52 15.500 3.08 1.36 0.748 I 10 I I I I 1.53 15.583 3.05 1.36 0.760 I 10 I I I I 1.54 15.667 3.00 1.37 0.771 I I O I I I I 1.55 15.750 2.95 1.38 0.782 I I O I II I 1.56 15.833 2.88 1.39 0.793 I I O I II I 1.57 15.917 2.81 1.40 0.803 I I 0 I I I 1.58 16.000 2.73 •1.40 0.812 ( I O I II I 1.59 16.083 2.62 1.41 0.821 I O II I 1.60 16.167 2.48 1.42 0.829 I I 0 I I• I I 1.60 I 0.836 0.842 I 0.847 I 0.851 16.250 2.35 1.42 I 1.61 I 1.62 I 1.62 1 1.63 16.333 2.24 1.43 I 16.417 2.14 1.43 I 16.500 2.03 1.43 I 1.63 16.583 1.90 1.44 I 16.667 1.75 1.44 16.750 1.62 1.44 16.833 1.51 .1.44 I 16.917 1.41 1.44 I 17.000 1.33 1.44 I 1.63 17.083 1.25 1.44 I 17.167 1.19 1.44 I 17.250 1.13 1.44 I 1.63 17.333 1.08 1.43 I 17.417 1.04 1.43 17.500 1.01 1.43 1 1.63 17.583 0.99 1.43 I 17.667 0.98 1.43 I 17.750 0.97 1.42 I 1.62 17.833 0.97 1.42 I 17.917 0.95 1.42 -18.000 0.94 1.42 I_ 1.62 18.083 0.92 1.41 I 18.167 0.91 1.41 I 18.250 0.89 .1.41 I 1.61 18.333 0.87 1.41 I 18.417 0.84 1.40 I 18.500 0.82 1.40 I 1.60 •18.583 0.80 1.40 I 18.667 18.750 0.78 0.77 1.39 1.39 I II 18.833 0.75 1,.39 I 1.60 18.917 0.73 1.38 I 19.000 0.70 1.38 I II 19.083 0.68 1.38 I 1.59 19.167 0.65 1.37 I 19:250 0.62 1.37 I II 19:333 0.60 1.37 I 1.58 19.417 0.57 1.36 I 19.500 0.55 1.36 I I 19.583 0.54 1.35 I 1.58 19.667 0.54 1.35 I .19.750 0.54 1.35 19.833 0.54 1.34 19.917 0.54 1.34 I 20.000 0.53 1.33 I I 20.083 0.52 1.33 I 1.56 20.167 0.51 1.32 I 20.250 0.50 1.32 I I 20.333 0.48 1.31 I 1.55 20.417 0.46 1.30 I 20.500 0.45 1.30 I I 20.583 0.45 1.29 I 1.54 20.667 0.45 1.29 I 20.750 0.45 1.28 I I 20.833 0.44 1.27 I 1.53 20.917 0.44 1:27 I 21..000 0.44 1.26 I I 21.083 0.43 1.26 I 1.52 21.167 0.43 1.25 I 21.250 0.42 1.25 I -I 21.333 0.41 1.24 I 1.51 21.417 0.40 1.23 I 21.500 0.39 1.23 I I 21.583 0.38 1.22 I 1.50 21.667 0.38 1.22 0.836 0.842 I 0.847 I 0.851 I I O I I ( 0 I I I 0 I I O li I I I 1 I 1.61 I 1.62 I 1.62 1 1.63 0.855 0 I 1 1 1.63 0.858 I I 0 II I I 1.63 0.859 I I 0 I I I I 1.63 0.860 I 0.860 I I O I I I 1.63 0.860 I ( IO I I I 1.63 0.859 I I IO I I I 1.63 0.857 I I I 0 I I I 1.63 0.856 I II 0 I I I 1.63 0.853 li O I 1 1 1.63 0.851 I II 0 I I I 1.62 0.848 I I 0 I I I 1.62 0.845 I I 0 I I I 1.62 0.842 I 0 I I I_ 1.62 0.839 I I 0 I I I 1.61 0.836 I I 0 I I I 1.61 0.833 I I •0 I I I 1.61 0.829 I I 0 I I I 1.60 0.826 I I 0 I I I 1.60 0.823 I II 0 I I I 1.60 0.819 I II 0 I I I 1.59 0.815 I II 0 I I I 1.59 0.812 I II 0 I I I 1.59 0.808 I II 0 I I I 1.58 0.804 I II 0 I I I 1.58 0.800 I I I 0 I I I 1.58 0.795 I I I 0 I ( I 1.57 0.786 I I I 0 I I I 1.56 0.782 I I I 0 I I I 1.56 0.777 I I I 0 I I I 1.55 0.772 I I I 0 I I I 1.55 0.767 I I I 0 I I I 1.55 0.762, I I I 0 I I I 1.54 0.757 I I I 0 I I I 1.54 0.751 I I 10 I I I 1.53 0.746 I I 10 I I I 1.53 0.740 I I 10 I I I 1.52 0.734 ( I 10 I I I 1.51 0.729 I -I 10 I I I 1.51 0.723 I I I' 0 I I I 1.50 0.718 I I 10 I I I 1.50 0.712 I I 10 I I I 1.49 0..707 I I 10 I I I 1.48 0.701 I I 10 I I I 1.47 0.695. I I I 0 I I I 1.46 0.690 I I 10 I I I 1.46 0.684 I I 10 I I I 1.45 0.678 I I 10 I I I 1.44 0.672 I I 10 I I I 1.43 0.666 I I 10 I I I 1.42 0.661 I I 10 I I I 1.41 0.655 I I 10 I I I 1.40 0.649 I I 10 I I I 1.40 0.644 I I I O I I I 1.39 0-.638 I I 10 I I I 1.38 0.632 I I 10 I I 1.37 0.627 I I 10 I I I 1.36 0.621 11 10 I I I 1.35 0.615 I I 10 I I I 1.34 0.609 I I 10 0.603 I I I .0 I I I 1.33 A� �r/ 21.750 0.38 1.21 0.598 I 0 1.32 21.833 0.38 1.21 0.592 I 0 ( 1.31 21.917 0.37 1.20 0.586 I I I O 1.30 '22.000 0.36 1.19 0.580 I I 0 1.29 22.083 0.36 1.19 0.575 I I 0 1.28 22.167 0.36 1.18 0.569 I 0 1.27 22.250 0.36 1.18 0.563 f I i 0 I 1.27 22.333 0.36 1.17 0.558 I I 0 I 1.26 22.417 0.35 1.16 0.552 I I I O I 1.25 22.500 0.35 1.16 0.547 I I 0 1.24 22.583 0.35 1.15 0.541 I I O 1.23 22.667 0.35 1.15 0.536 I 0 I 1.22 22.750 .0.35 1.14 0.530 I 0 I 1.22 22.833 0.34 1.14 0.525 I 10 1 1 I 1.21 22.917 0.34 1.13 0.519 I 10 1 1 1.20 23.000 0.33 1.13 0.514 I 10 1 1 I 1.19 23.083 0.32 1.12 0.508 I 10 1 1 1 1.18 23.167 0.31 1.11 0.503 I 10 1 1 1 1.18 23.250 0.31 1.11 0.497 I 10 1 I 1 1.17 23.333 0.31 1.10 0.492 I 10 1 1 1.16 23.417 0.30 1.10 0.486 I IO 1 1 1.15. 23.500 0.30 1.09 0.481 I I 10 1.14 23.583 0.30 1.09 0.475 I 10 I 1.13 23.667 0.30 1.08 0.470 I 10 1 1 1.13 23.750 0.29 1.08 0.464 I IO 1 ( 1 1.12 23.833 0_.29 1.07 0.459 I 10 1 I 1.11 23.917 0.29 1.06 0.454 I 10 1 I I 1.10 24.000 0.29 1.06 0.448 I 10 1 , 1 1.09 24.083 0.29 1.05 0.443 I 10 1 I 1.09 24.167 24.250 0.28 0.28 1.05 1.04 0.438 0.433 I I I 10 10 1 1 1 1.08 1 1.07 24.333 0.27 1.04 0.427 I 10 1 1 1 1.06 24.417 0.26 1.03 0.422 I 10 1 I 1 1.05 24.500 0.24 1.03 0.417 I 10 1.05 24.583 0.22 1.02 0.411 1I 0 1.04 24.667 0.20 1.02 0.406 1I 0 I I 1.03 24.750 0.17 1.01 0.400 1I 0 1.02 24.833 0.15 1.00 0.394 1I 0 1.01 24.917 0.14 1.00 0.388 1I 0 I 1.00 25.000 0.12 0.99 0.382 1I 0 I 0.99 25.083 0.11 0.99 0.376 I 0 , 0.99 25.167 0.10 0.98 0..370 I 0 I I 0.98 25.250 0.10 0.97 0.364 I O I 0.97 25.333 0.09 0.97 0.358 I 0 0.96 25.417 0.08 0.96 0.352 I 0 0.95 25.500 0.08 0.96 0.346 I 0 0.94 25.583 0.07 0.95 0.340 I 0 I 0.93 25.667 0.07 0.94 0.334 I 0 I 0.92 25.750 0.06 0.94 0.328 I 0 I 0.91 25.833 0.06 0.93 0.322 1 O 0.90 25.917 0.05 0.92 0.316 I 0 0.89 26.000 0.05 0.92 0.310 I 0 I I 0.89 26.083 0.05 0.91 0.304 I 0 0.88 26.167 0.04 0.91 0.298 I Ol 0.87 26.250 0.04 0.90 0.292 I 0l I 1 I 0.86 26.333 0.04 0.89 0.286 I Ol I 1 1 0.85 26.417 0.04 0.89 0.280 I Ol 0.84 26.500 0.03 0.88 0.274 I Ol I 0.83 26.583 26.667 0.03 0.03 0.88 0.87 0.268 0.263 I I 01 Ol 1 I 1 1 I 0.82 1 0.81 26.750 0.03 0.86 0.257 I Ol I 1 0.81 26.833 0.03 0.86 0.251 I 0l I 1 0.80 26.917 0.03 0.85 0.245 I Ol 1 0.79 27.000 0.02 0.85 0.240 I OI I 0.78 27.083 0.02 0.84 0.234 I Ol 0.77 27.167 0.02 0.84 0.228 I 0l 1 I 0.76 Remaining water in basin = 0.01 (Ac.Ft) t****** * * ** * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * ** * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 383 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 1.439 (CFS) 27.250 0.02 0.83 0.223 I OI I 0.75 27.333 0.02 0.82 0.217 I 01 ( 0.75 27.417 0.02 0.82 0.212 I 01 0.74 27.500 0.02 0.81 0.206 I 01 f I 0.73 27.583 0.02 0.81 0.201 I 01 I 0.72 27.667 0.01 0.80 0.195 I 01 I 0.71 27.750 0.01 0.80 0.190 I OI ( 0.71 27.833 0.01 0.79 0.184 I 0 I I 0.70 27.917 0.01 0.79 0.179 I 0 I 0.69 28.000 0.01 0.78 0.174 I 0 I I I 0.68 28.083 0.01 0.78 0.169 I 0 I 0.67 28.167 0.01 0.77 0.163 I 0 I 0.67 28.250 0.01 0.76 0.158 I 0 I 0.66 28.333 0.01 0.76 0.153 I 0 I 0.65 28.417 0.01 0.75 0.148 I 0 I I I 0.64 28.500 0.01 0.75 0.143 I O I 0.63 28.583 0.01 0.74 0.137 I 0 0.63 28.667 0.01 0.74 0.132 I 0 0.62 28.750 0.01 0.73 0.127 I 0 I 0.61 28.833 0.01 0.73 0.122 I 0 I 0.60 28.917 0.00 0.72 0.117 I 0 0.60 29.000 0.00 0.72 0.112 I 0 I 0.59 29.083 0.00 0.71 0.108 I 0 I I 0.58 29.167 0.00 0.71 0.103 I 0 I 0.57 29.250 0.00 0.70 0.098 I 0 0.57 29.333 0.00 0.70 0.093 I 0 0.56 29.417 0.00 0.69 0.088 I 0 0.55 29.500 0.00 0.69 0.084 I 0 I 0.55 29.583 0.00 0.68 0.079 I 0 I 0.54 29.667 0.00 0.68 0.074 I O 29.750 0.00 0.67 0.070 I 0 I I I I 0.52 29.833 0.00 0.67 0.065. I 0 29.917 0.00 0.67 0.060 I O I I I I 0.51 30.000 0.00 0.66 0.056 I 0 I I 0.50 30.083 0.00 0.64 0.051 I 0 0.48 30.167 0.00 0.58 0.047 I 0 I I .0.44 30.250 0.00 0.54 0.043 I 0 I 0.41 30.333 0.00 0.49 0.040 I 0 I I 0.37 30.417 0.00 0.45 0.036 I 0 I 0.34 30.500 0.00 0.42 0.033 I 0 I 0.32 30.583 0.00 0.38 0.031 I 0 I I I 0.29 30.667 0.00 0.35 0.028 I 0 I I I I 0.27 30.750 0.00 0.32 0.026 I 0 I 0.24 30.833 0.00 0.29 0.024 I 0 ( I 0.22 30.917 0.00 0.27 0.022 I 0' I I I 0.21 31.000 0.00 0.25 0.020 I 0 I I 0.19 31.083 0.00 0.23 0.018 I 0 I 0.17 31.167 0.00 0.21 0.017 IO I 0.16 31.250 0.00 0.19 0.015 IO I I I I 0.15 31.333 0.00 0.18 0.014 IO 31.417 0.00 0.16 0.013 IO I I I I 0.12 31.500 0.00 0.15 0.012 IO 0.11 31.583 0.00 0.14 0.011 IO 31.667 0.00 0.13 0.010 IO i I I I 0.10 31•.750 0.00 0.12 0.009 IO I ( 0.09 31.833 0.00 0.11 0.009 0 I I 0.08 31.917 0.00 0.10 0.008 0 I I I 0.07 Remaining water in basin = 0.01 (Ac.Ft) t****** * * ** * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * ** * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 383 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 1.439 (CFS) Total volume = 2.278 (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 0.0-00 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 * *x * * * * * * * * * * * * * * *xr * * * * ** DESCRIPTION OF STUDY *x * * * * * * *x *x * * *x * * * * * *xx ** *:100 -year Storm Hydrology Calculation * System "All x * FILE NAME: A_100 TIME /DATE OF STUDY: 12:47 2/16/2005 USER SPECIFIED HYDROLOGY -AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM,PIPE SIZE(INCH) = 18.00 r SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITAT.ION(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 30.00 TO NODE 32.00 IS'CODE 21 -----------==-----------------------------=-------------- - - - - -- - -L =- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSES<<<<< ASSUMED INITIAL SUBAREA UNIFORM - DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION "CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 654.00 UPSTREAM ELEVATION= 420.00 DOWNSTREAM.ELEVATION.= 414.70 ELEVATION DIFFERENCE 5.30 TC.= 0.393 *[( 654.00 * *3) /( 5.30)] * *_2 = 13.754 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.815 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7082 SUBAREA RUNOFF(CFS) 2.70 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.70 FLOW PROCESS FROM NODE 32,00 TO NODE 32.00 IS .CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« c« ^_________ ______ __ __ -TOTAL NUMBER OF- STREAMS = - = =2- - - _ _ __ _______ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN_) = 13.75 RAINFALL INTENSITY(INCH /HR) = 3.82 TOTAL.STREAM AREA(ACRES) 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *j(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 550:00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 4.70 TC'= 0.393 *[( 550.00 * *3)f( 4.70)) * *.2 = 12.698 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.000 SOIL CLASSIFICATION IS "A" SI14GLE= FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7134 SUBAREA.RUNOFF(CFS) = 3.97 TOTAL AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 3.97 FLOW.PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 12.-70 RAINFALL INTENSITY(INCH /HR) = 4.00 TOTAL STREAM AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE- 3.97 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1. 2.70 13.75 3.815 1.00 2 3.97 12.70 4.000 1.39 * * * * * * * * * * * * * * * * * * * *,r *,t ,r * * * * * * * ** WARNING * * * * * * * *,t * * * * * # * *,t ,t ,t * *,t •x * * *;t *' *,t ,t ,t* 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) 11 6:46 12.70 4:000 ...2 6.49 13.75 3.815. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.46 Tc(MIN.) = 12.70 TOTAL AREA(ACRES) = 2.39 FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 6 --------------------------------------------------------------------- - - - - -- j >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< / UPSTREAM ELEVATION = 414.70 DOWNSTREAM ELEVATION = 414.20 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 01020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.54 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 16.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 PRODUCT OF DEPTH &VELOCITY = 1.07 STREETFLOW TRAVELTIME(MIN) = 0.56 TC(MIN) = 13.26 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.899 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8621 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.17. SUMMED AREA(ACRES) = 2.44 TOTAL RUNOFF(CFS) = 6.63 END OF SUBAREA STREETFLOW HYDRAULICS: 1 DEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 16.20 FLOW VELOCITY(FEET /SEC.) = 2.42 DEPTH *VELOCITY = 1.09 i FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 13.26 RAINFALL INTENSITY(INCH /HR) = 3.90 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.63 FLOW PROCESS FROM NODE 33.00 TO NODE 35.00 IS CODE = 21 -------------- ---------- -------------=---------=--=-------------------=---- >>>>>RATIONAL METHOD INITIAL.SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY '(1/4 ACRE) TC.= K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW= LENGTH = 715.00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 414.20 ELEVATION DIFFERENCE = 5.80 TC 0.393 *[( 715.00. * *3) /( 5.80)3 * *.2 14:251 100.YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.736 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT= .7059 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 2.72 FLOW PROCESS FROM NODE .35.00 TO NODE 35.00 IS CODE = 1 Or/ �. >>>>>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.) = 14.25 RAINFALL INTENSITY(INCH /HR) = 3.74 TOTAL. STREAM AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA. NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.63 13.26 3.899 2.44 2 2.72 14.25 3.736 1.03 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) j 1 9.16 13.26 3.899 2 9.07 14.25 3.736 COMPUTED CONFLUENCE "ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.16 Tc(MIN.) = 13.26 TOTAL AREA(ACRES) = 3.47 'I FLOW PROCESS FROM NODE 35.00 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 14.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 5".9 .' UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION 409.80 FLOWLENGTH(FEET). = 25.00 MANNING'S N = 0.013 "ESTIMATED PIPE DIAMETER(INCH) 18.00" NUMBER OF,PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 9.16 TRAVEL TIME(MIN.) 0.07 TC(MIN.) = 13.33 FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 10 ----------=-------------------------------------------------------=-------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< -------------------------------------------------------------------------- FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 21 -----------------------------------"---------------------------- >> » >RATIONAL METHOD.INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY.(1 /4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 660.00 UPSTREAM ELEVATION = 418.90 DOWNSTREAM ELEVATION = 414:20 , ELEVATION DIFFERENCE = 4 -70 TC = 0.393 *[( 660.00 * *3) /( 4- 70)1 * *.2 = 14.166 100 YEAR•RAINFALL INTENSITY(INCH /HOUR) = 3.750 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7063 SUBAREA RUNOFF(CFS) = 4.53 .TOTAL AREA(ACRES) 1.71 TOTAL RUNOFF(CFS) 4.53 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 Cff APL -- ------------------------------------------- --------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< Vt/ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR-INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN_) = 14.17 RAINFALL INTENSITY(INCH /HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53 FLOW-,PROCESS FROM NODE .41 -00 TO NODE 45.00 IS CODE = 21 -------------------------------------- --- --------------- ---- ---------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) *. *_2 INITIAL SUBAREA FLOW - LENGTH = 295.00 UPSTREAM ELEVATION = 416.90 DOWNSTREAM ELEVATION = 414 -20 i ELEVATION DIFFERENCE = 2.70 TC = 0.393 *.[( .295.00 * *3) /( 2- 70)1 * *_2 9.763 .100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.671 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT.= .7301 SUBAREA RUNOFF(CFS) 2.08 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) 2.08 I � FLOW 'PROCESS FROM NODE 45.00 TO'NODE 45.00 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.) = 9:76 RAINFALL INTENSITY(INCH /HR) = 4.67 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE (CPS) AT CONFLUENCE = 2.08 "'CONFLUENCE DATA' ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS). (MIN.) (INCH /HOUR) (ACRE) 1 4.53- 14 -17 3.750 .1.71 2 2 -08 9.76 4.671 0.61 '. **** * * * * * * * * * * * * * * * * * * * * * *,t * *,t * ** 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 NECESSAi21ZY 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 5.20 9.76 4.671 2 6.20 14.17 3.750 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS_ PEAK FLOW'RATE(CFS) 6.20 TC(MIN.) = 14.17 TOTAL AREA(ACRES) = 2.32 FLOW PROCESS FROM NODE 45.00 TO NODE 49.00 IS CODE = 3 >>5>>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.) = 6.8 UPSTREAM NODE ELEVATION = 410.00 V DOWNSTREAM I40DE ELEVATION = 409.80 1 FLOWLENGTH(FEET) = . 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I. PIPEFLOW THRU SUBAREA(CFS) = 6.20 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 14.20 FLOW'PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE -MAIN- STREAM MEMORY « <<< ** MAIN STREAM CONFLUENCE.DATA ** STREAM RUNOFF 'Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) i 1 6.20 14.20 3.744 2.32'. ** MEMORY BANK # 1 CONFLUENCE DATA' ** STREAM RUNOFF Tc INTENSITY. AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 9.16 13.33 3.887 3.47 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 14:97 13.33 3.887 2 15.02 14.20 3.744 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK.FLOW RATE(CFS) = 14.97 Tc(MIN.) _ 13.33 TOTAL AREA(ACRES) = 5:79 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) 14.97 Tc(MIN_) = 13.33 TOTAL AREA(ACRES) = 5.79 END OF RATIONAL METHOD ANALYSIS 1 i ************* R******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • ATIONAL 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 * System "B" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: B.100 TIME /DATE OF STUDY: 13:21 5/31/2006 ---------------------------------------------------------------------------- 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 200.00 TO NODE 202.00 IS CODE = 21 --_-------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 785.00 UPSTREAM ELEVATION = 418.80 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 5.80 TC = 0.393 *[( 785.00 * *3) /( 5.80)] * *.2 = 15.073 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.615 SOIL CLASSIFICATION IS "A'! SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7023 SUBAREA RUNOFF(CFS) = 6.78 TOTAL AREA(ACRES) = 2.67 TOTAL RUNOFF(CFS) = 6.78 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 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.) = 15.07 RAINFALL INTENSITY(INCH /HR) = 3.61 TOTAL STREAM AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00•IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 418.60 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 5.60 TC = 0.393 *[( 700.00 * *3) /( 5.60)] * *.2 = 14.170 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.749 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7063 SUBAREA RUNOFF(CFS) = 5.64 TOTAL AREA(ACRES) = 2.13 TOTAL RUNOFF(CFS) = 5.64 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 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.) = 14.17 RAINFALL INTENSITY(INCH /HR) = 3.75 TOTAL STREAM AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.78 15.07 3.615 2.67 2 5.64 14.17 3.749 2.13 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 12.01 14.17 3.749 2 12.22 15.07 3.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.22 Tc(MIN.) = 15.07 TOTAL AREA(ACRES) = 4.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 10 ------------------ 7 --------------------------------------------------------- . >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 600.00 UPSTREAM ELEVATION = 417.70 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 4.70 TC = 0.393 *[( 600.00 * *3) /( 4.70)] * *.2 = 13.379 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.878 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7100 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 0189 TOTAL RUNOFF(CFS) = 2.45 FLOW PROCESS'FROM NODE 205.00 TO NODE 205.00 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.) = 13.38 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- -- » >>> RATIONAL - METHOD- INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 535.00 UPSTREAM ELEVATION = 418.10 DOWNSTREAM ELEVATION = 413.00 -- FLOW - PROCESS -FROM NODE - -- 202.00 -TO - NODE -- 205.00 IS CODE = 3 » :> :COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE ---------------------------------------------------------------------------- (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION = 407.00 DOWNSTREAM NODE ELEVATION = 406.80 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.22 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) _ •15..16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 10 ------------------ 7 --------------------------------------------------------- . >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 600.00 UPSTREAM ELEVATION = 417.70 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 4.70 TC = 0.393 *[( 600.00 * *3) /( 4.70)] * *.2 = 13.379 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.878 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7100 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 0189 TOTAL RUNOFF(CFS) = 2.45 FLOW PROCESS'FROM NODE 205.00 TO NODE 205.00 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.) = 13.38 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- -- » >>> RATIONAL - METHOD- INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 535.00 UPSTREAM ELEVATION = 418.10 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 5.10 TC = 0.393 *[( 535.00 * *3) /( 5.10)] * *.2 = 12.287 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.078 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7155 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 2.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 12.29 RAINFALL INTENSITY(INCH /HR) = 4.08 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.45 13.38 3.878 0.89 2 2.36 12.29 4.078 0.81 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 T STREAM RUNOFF NUMBER (CFS) 1 4.61 2 4.70 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ABLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 12.29 4.078 13.38 3.878 ESTIMATES ARE AS FOLLOWS: 4.70 Tc(MIN.) = 13.38 1.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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 4.70 13.38 3.878 1.70 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 12.22 1.,' CONFLUENCE DATA * * Tc INTENSITY AREA (MIN.) (INCH /HOUR) (ACRE) 15.16 3.603 4.80 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 15.48 13.3.8 3.878 2 16.58 15.16 .3.603 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.58 Tc(MIN.) = .15.16 TOTAL AREA(ACRES) = 6.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 3 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.7 UPSTREAM NODE ELEVATION = 406.80 DOWNSTREAM NODE ELEVATION = 406.20 FLOWLENGTH(FEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.58 TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 15.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 15.53 RAINFALL INTENSITY(INCH /HR) = 3.55 TOTAL STREAM AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 515.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 413.60 ELEVATION DIFFERENCE = 4.90 TC = 0.393 *[( 515.00 * *3) /( 4.90)] * *.2 = 12.106 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.114 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7165 SUBAREA RUNOFF(CFS) = 4.01 TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = 4.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 12.11 RAINFALL INTENSITY(INCH /HR) = 4.11 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 21 -----------------=--------------------------------------------------------=- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 460.00 UPSTREAM ELEVATION = 418.00 DOWNSTREAM ELEVATION = 413.60 ELEVATION DIFFERENCE = 4.40 TC = 0.393 *[( 460.00 * *3) /( 4.40)] * *.2 = 11.559 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.228 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7194 SUBAREA RUNOFF(CFS) = 3.71 TOTAL AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 3.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 11.56 RAINFALL INTENSITY(INCH /HR) = 4.23 TOTAL STREAM AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR)- (ACRE) 1 16.58 15.53 3.551 6.50 2 4.01 12.11 4.114 1.36 3 3.71 11.56 4.228 1.22 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. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1 19.88 11.56 4.228 2 20.54 12.11 4.114 3 23.16 15.53 3.551 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.16 Tc(MIN.) = 15.53 TOTAL AREA(ACRES) = 9.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 229.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 406.20 DOWNSTREAM NODE ELEVATION = 405.50 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.16 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 15.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE = 10 -------------7-------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 228.00 TO NODE . 228.10 IS CODE = 21 --------------.-------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 485.00 UPSTREAM'ELEVATION = 417:00 DOWNSTREAM ELEVATION = 413.70 ELEVATION DIFFERENCE = 3.30 TC = 0.393 *[( 485.00 * *3) /( 3.30)] * *.2 = 12.638 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.011 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7137 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 0.94 TOTAL RUNOFF(CFS) = 2.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.10 TO NODE 228.10 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.) = 12.64 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 0.94 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.20 TO NODE 228.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 290.00 UPSTREAM ELEVATION = 419.20 DOWNSTREAM ELEVATION = 416.60 ELEVATION DIFFERENCE = 2.60. TC = 0.393 *[( 290.00 * *3) /( 2.60)] * *.2 9.736 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.678 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7303 SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 2.80 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ------------------------- >>>>> COMPUTE STREETFLOW - - - - - ---=--------------- --- ----------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 228.30 TO NODE 228.10 IS CODE = 6 --------------------------------------------------- TRAVELTIME THRU SUBAREA<< <<< --------------------------------------------------- --------------------------------------------------- 416.60 DOWNSTREAM ELEVATION = 413.70 525.00 CURB HEIGHT(INCHES) = 6. 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 3.92 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.99 PRODUCT OF DEPTH &VELOCITY = 0.79 STREETFLOW TRAVELTIME(MIN) = 4.41 TC(MIN) = 14.14 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.753 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7064 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.23 SUMMED'AREA(ACRES) 1.66 -TOTAL RUNOFF(CFS) = 5.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 15.16 FLOW VELOCITY(FEET /SEC.) = 2.08 DEPTH *VELOCITY = 0.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.10 TO NODE 228.10 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.) = 14.14 RAINFALL INTENSITY(INCH /HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE,= 5.03 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.69 12.64 4.011 0.94 2 5.03 14.14 3.753 1.66 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 7.18 12.64 4.011 2 7.55 14.14 3.753 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.55 Tc(MIN.) = 14.14 TOTAL AREA(ACRES) = 2.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.10 TO NODE 239.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.3 UPSTREAM NODE ELEVATION = 405.90 DOWNSTREAM NODE ELEVATION = 405.60 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.55 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 14.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 365.00 UPSTREAM ELEVATION = 418.40 DOWNSTREAM ELEVATION = 415.50 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 365.00 * *3) /( 2.90)] * *.2 = 10.936 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.368 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7230 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** f �i -- FLOW - PROCESS - FROM - NODE - -- 232.00 TO NODE 232.00 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.) = 10.94 RAINFALL INTENSITY(INCH /HR) = 4.37 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *.[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 218.00 UPSTREAM ELEVATION = 418.40 DOWNSTREAM ELEVATION = 415.50 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 218.00 * *3) /( 2.90)] * *.2 = 8.027 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.243 80IL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7421 SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 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.) = 8.03. RAINFALL INTENSITY(INCH /HR) = 5.24 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.92 10.94' 4.368 0.29 2 1.79 8.03 5.243 0.46 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 2.46 8.03 5.243. 2 2.41 10.94 4.368 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.46 Tc(MIN.) = 8.03 TOTAL AREA(ACRES) = 0.75 FLOW PROCESS FROM NODE 232.00 TO NODE 235.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 415.50 DOWNSTREAM ELEVATION = 414.70 -STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 2.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.77 PRODUCT OF DEPTH &VELOCITY = 0.63 STREETFLOW TRAVELTIME(MIN) = 1.32 TC(MIN) = 9.35 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.792 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8666 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.21 SUMMED AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET), = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET /SEC.) = 1.84 DEPTH *VELOCITY = 0.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 235.00 TO NODE 235.00 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.) = 9.35 RAINFALL INTENSITY(INCH /HR) = 4.79 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.00 TO NODE 235.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 355.00 UPSTREAM ELEVATION = 417.80 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.00 TC = 0.393 *[( 355.00 * *3) /( 3.00)] * *.2 = 10.682 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.429 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7244 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 235.00 TO NODE 235.00 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.) = 10.68 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 { ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.67 9.35 4.792 0.80 2 3.30 10.68 4.429 1.03 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 r CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE T. STREAM RUNOFF NUMBER (CFS) 1 5.56 2 5.77 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ 4BLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 9.35 4.792 10.68 4.429 ESTIMATES ARE AS FOLLOWS: 5.77 Tc(MIN.) = 10.68 1.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 235.00 TO NODE 239.00 IS CODE ,= 6 ---------------------------------------------------------------------------- >> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 414.80 DOWNSTREAM ELEVATION = 413.70 STREET LENGTH(FEET) = 235.00 CURB HEIGHT(INCHES) = G. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 r SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS)" = 6.03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.46 HALFSTREET FLOODWIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY = 0.95 STREETFLOW TRAVELTIME(MIN) = 1.89 TC(MIN) = 12.57 i 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.023 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8628 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.52 SUMMED AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) = 6.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 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.) = 12.57 RAINFALL INTENSITY(INCH /HR) = 4.02 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 236.00 TO NODE 239.00 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 = 500.00 UPSTREAM ELEVATION = 417.00 DOWNSTREAM ELEVATION = 416.70 ELEVATION DIFFERENCE = 0.30 TC = 0.303 *[( 500.00 * *3) /( 0.30)] * *.2 = 16.053 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.483 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8596 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.84 FLOW,PROCESS FROM NODE 239.00 TO NODE 239.00 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.) = 16.05 RAINFALL INTENSITY(INCH /HR) = 3.48 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE.(CFS) AT CONFLUENCE = 0.84 * *,CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.29 12.57 4.023 1.98 2 0.84 16.05 3.483 0.28 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 NUMBER (CFS) 1 6.95 2 6.29 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ Tc (MIN.) 12.57 16.05 ESTIMATES 6. 2.26 INTENSITY (INCH /HOUR) 4.023 3.483 ARE AS FOLLOWS: 95 Tc(MIN.) = 12.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.95 12.57 4.023 2.26 ** MEMORY BANK ## 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.55 14.22 3.741 2.60 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. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.62 12.57 4.023 2 14.01 14.22 3.741 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.01 Tc(MIN.) = 14.22 TOTAL AREA(ACRES) = 4.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 • UPSTREAM NODE ELEVATION = 405.60 DOWNSTREAM NODE ELEVATION = 405.50 FLOWLENGTH(FEET) = 8.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.01 - TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.24 -FLOW PROCESS FROM NODE 229.00 TO NODE" 229.00 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 14.01 14.24 3.738 4.86 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 23.16 15.95 3.496 9.08 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 34.68 14.24 3.738 2 36.26 15.95 3.496 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK FLOW RATE(CFS) = 36.26 Tc(MIN.) = 15.95 TOTAL AREA(ACRES) = 13.94 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 36.26 Tc(MIN.) = 15.95 TOTAL AREA(ACRES) = 13.94 END OF RATIONAL METHOD ANALYSIS 1 u FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004 Study date: 05/30/06 Tr 31732 Retention Basin No. 2 using 24 -hr duration 't7� ---- ------------------------------------------------------- Program License Serial Number 4027. --------- ------------------------------------------------------------ ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 62800ce24100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 366 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.641 (CFS) Total volume = 2.286 (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 = 366 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- O *dt /2) (S +O *dt /2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.053 0.658 0.051 0.055 1.500 0.719 1.334 0.714 0.724 2.500 1.777 2.121 1.770 1.784 3.500 3.276 3.004 3.266 3.286 -------------------------------------------------------------------- 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 0.9 1.82 2.73 3.64 (Ft.) 0.083 0:00 0.00 0.000 0 I I I 0.00 0.167 0.00 0.00 0.000 0 I 11 I I I 0.00 0.250 0.01 0.00 0.000 0 I I I I 0.00 0.333 0.02 0.00 0.000 0 I I I I 0.00 0.4'17 0.03 0.00 0.000 0 I I I I 0.00 0.500 0.04 0.01 0.000 0 I I I I 0.00 0.583 0.06 0.01 0.001 0 I I I 0.01 0.667 0.09 0.02 0.001 0 I I I I 0.01 0.750 0.12 0.02 0.002 OI I I I I 0.02 0.833 0.15 0.03 0.003 OI I I I I 0.02 0.917 0.18 0.04. 0.004 OI I I I I 0.03 1.000 0.21 0.06 0.005 OI I I I I 0.04 1.083 0.23 0.07 0.006 0 I I I I 0.05 1.167 0.25 0.08 0.007 0 I I I I I 0.06 -1.250 0.27 0, .10 0.008 0 I I I I I 0.07 1.333 0.29 0.11 0.009 0 I I I I 0.09 1.417. 0.31 0.13 0.010 IOI I I I I 0.10 1.500 0.32 0.14 0.012 IOI I I I I 0.11 1.583 0.33 0.16" 0.013 IOI I I I I 0.12 1..667 0.33 0.17 0.014 IOI I I I 0.13 1.750 0.33 0.19 0.015 IOI I I I I 0.14 1.833 0.34 0.20 0.016 IOI I I I I 0.15 1.917 0.34 0.21 0.017 IOI I I I I 0.16 2.000 0.34 0.22 .0.018 10 I I I I I 0.17 2.083 0.35 0.23 0.019 I OI I I I 0.18 2.167 0.36 0.24 0.019 I OI 2.250 0.37 0.25 0.020 I OI I I I I I I I 0..18 I 0.19 2.333 0.38 0.26 0.021 I OI I ( I 0.20 2.417 0.40 0.27 0.022 I OI I I I I 0.21 2.500 0.41 0.28 0.023 I OI I I I 0.21 2.583 0.42 0.29 0.024 I OI I I I I 0.22 2.667 0.43 0.30 0.025 I OI I I I I 0.23 2.750 0.45 0.32' 0.025 10I I I I 0.24 2.833 0.46 0.33' 0.026 0 I I I I I 0.25 2.917 0.47 0.34 0.027 10 I I I I 0.26 3.000 0.48 0.35 0.028 I OI I I I I 0.27 3.0.83 0.49 0.36 0.029 I OI I I I I 0.27 3.1167 0.51 0.37 0.030 I OI I I I 0.28 3.250 0.53 0.38 0.031 I OI I I I 0.29 3.333 0.54 0.40 0.032 I OI I I I I 0.30 3.417 0.55 0.41 0.033 I �OI I I I I 0.31 3.500 0.56 0.42 0.0.34 I OI I I I I 0.32 3.583 0.57 0.43 0.035 I 0 I I I I I 0.33 3.667 0.58 0.44 0.036 10 I I I I I 0.34 3.750 0.58 0.46 0.037 I OI I I I I 0.35 3.833 0.59 0.47 0.038 I OI I I I I 0.35 3.917 0.60 0.48 0.038 I OI I I I I 0.36 4.0'00 0.61 0.49 0.039 I OI I I ( I 0.37 4.083 0.61 0.50 0.040 I OI I I I 0.38 4.167 0.62 0.51 0.041 I OI I I I I 0.39 4.250 0.63 0.52 0.042 I OI I I I I 0.39 4.333 0.65 0.53 0.042 I OI I I I I 0.40 4.417 0.66 0.54 0.043 I OI I I I I 0.41 4.500 0.68 0.55 0.044 I OI I I I I 0.42 4.583 0.70 0.56 0.045 ( 0 I I I I 0.43 4.667 0.71 0.57 0.046 I OI I I I 0.43 4.750 0.73 0.58 0.047 I OI I I I I 0.44 4.833 0.74 0.60 0.048 I OI I I I I 0.45 4.917 0.77 0.61 0.049 I OI I I I I 0.46 5.000 0.79 0..62 0.050 I OI I I I I 0.47 5.083 0.80 0.64 0.051 I 0 II I I I 0.48 5.167 0.82 0.65 0.052 I 0 II I I I" 0.49 5.250 0.83 0.66 0.054 0 II I I 0.50 5.333 0.84 0.66 0.055 0 II I I I 0.50 5.417 0.86 0.66 0.056 ( 0 II I I I 0.50 5.500 0.86 0.66 0.057 I 0 II I. I I 0.51 5.583 0.86 0.66 0.059 I 0 II I I I 0.51 5.667 0.86 0.67 0.060 I 0 II I I I 0.51 5.750 0.86 0.67 0.062 I 0 II I I I 0..51 5.833 0.86 0.67 0.063 , 0 II I I I 0.51 5.917 0.87 0.67 0.064 I 0 II I I I 0.52 6.000 0.88 0.67 0.066 I 0 II I I I 0.52 6.083 0.90 0.67 0.067 I 0 II I I I 0.52 6.167 0.92 0.67 0.069 I 0 I I I I 0.52 6.250 0.94 0.68 0.071. i 0 I I I I 0.53 6.333 0.96 0.68 0.072 I 0 I I I I 0.53 6.417 0.97 0.68 0.074 0 I I I I 0.53 6.500 0.99 0.68 0.077 I 0 1 I I I 0.54 6.583 1.01 0.68 0.079 I 0 I I I I. 0.54 6.667 1.03 .0.69 0.081 I 0 II I I I 0.54 6.750 1.05 0.69 0.083 I 0 II I I I 0.55 6.833 1.07 0.69 0.086 I 0 II I I I 0.55 6.917 1.09 0.69 0.089 0 11 I I I 0.55 7.000 1.10 0.70 0.091 I 0 II I I I 0.56 7.083 1.12 0.70 0.094 I 0 II I I I 0.56 7.167 1.14 0.70 0.097 I 0 I I I I I 0.57 .7.250 1.16 0.71 0.100 I 0 I I I I I 0.57 7.333 1.18 0.71 0.103 0 I 1 I I I 0.58 7.417 1.19 0.71 0.107 I 0 I I I I I 0.58 7.500 1.21 0.72 .0.110 I 0 I I I I I 0.59 7.583 1.22 0.72 0.114 I 0 I I I I I 0.59 7.667 7.750 1.24 1.26 0.72 0.73 0.117 0.121 I 0 I I 0 I I 1 I I I I I 0.60 I 0.60 .7.833 1.28 0.73 0.124 I 0 I I I I I 0.61 7.917 1.30 0.73 0.128 I 0 I I I I I 0.61 8.000 1.33 0.74 0.132 I 0 I I I I I 0.62 8.083 1.36 0.74 r 0:136 I 0 I 1 I I I 0.63 8.167 1.39 0.75 0.141 I 0 I 1 I I I 0.63 8.250 1.43 0.75 0.145 I 0 I 1 ( I I 0.64 8.333 1.46 0.76 0.150 I O I I I I I 0.65 8.417 1.50 0.76 0.155 I 0 I 1 I I I 0.65 8.500 1.54 0.77 0.160 I 0 I 1 I I 0.66 8.583 1.58 0.77 0.166 I 0 I I I I I 0.67 8.667 1.63 0.78 0.171 I 0 I I I I I 0.68 8.750 1.67 0.78 0.177 I 0 I 1 I I I 0.69 8.833 1.70 0.79 0.183 I 0( I I I I 0.70 8.917 1.74 0.80 0.190 I OI I. I I 0.71 9.000 1.77 0.80 0.196 I OI II I I 0.72 9.083 1.81 0.81 0.203 I OI II I I 0.73 9.167 1.84 0.82 0.210 I OI I I 0.74 9.250 1.88 0.82 0.217 I OI I I 0.75 9.333 1.92 0.83 0.225 I OI I I I 0.76 9.417 1.96 0.84 0.232 ( OI II I I 0.77 9.500 1.97 0.85 0.240 I OI II I I 0.78 9.583 1.98 0.86 0.248 I OI II I I 0.79 9.667 1.97 0.86 0.255 I OI II I 0.80 9.750 1.94 0.87 0.263 I OI II I I 0.82 9.833 1.87 0.88 0.270 I OI I I I 0.83 9.917 1.73 0.88 0.276 I OI II I 0.84 10.000 1.53 0.89 0.281 I OI I I I I 0.84 10.083 10.167 1.38 1.28 0.89 0.90 0.285 0.288 I OI I OI I I I I I ( I 0.85 I 0.85 10.250 1.23 0.90 0.291 I OI I I I I 0.86 10.333 1.20 0.90 0.293 I OI I I I I 0.86 10.417 1.22 0.90 0.295 I OI I I I I 0.86 10.500 1.26 0.91 0.297 I OI I I I I 0.87 10.583 1.33 0.91 0.300 I OI I I I I 0.87 10.667 1.42 0.91 0.303 I 0 I 1 1 I 0.88 10.750 1.48 0.92 0.307 0 I I 0.88 10.833 1.51 0.92 0.311 0 I I 0.89 10.917 1.52 0.92 0.315 0 I I 0.89 11.000 1.49 0.93 0.319 I 0 I I 0.90 11.083 .1.40 0.93 0.323 I 0 I I I 0.90 11.167 1.27 0.93 0.325 0 I I 0.91 11.250 1.16 0.94 0.327 0 I. I I 0.91 11.333 1.07 0.94 0.329 I OI 0.91 11.417 1.00 0.94 0.329 f 0 0.91 11.500 0.94 0.94 0.329 0 I 0.92 11.583 0.89 0.94 0.329 I IO 0.91 11.667 0.86 0.94 0.329 f IO 0.91 11.750 0.85 0.94 0.328 I IO I 0.91 11.833 0.85 0.94 0.328 I IO 0.91 11.917 0.85 0.94 0.327 IO 0.91 12.000 0.89 0.94 0.327 I IO I I 0.91 12.083 0.97 0.94 0.327 I 0 0.91 12.167 1.10 0.94 0.327 OI ` 0.91 12.250 1.18 0.94 0.329 0 I I 0.91 12.333 1.20 0.94 0.330 I 0 I 0.92 12.417 1.16 0.94 0.332 0 I 0.92 12.500 1.17 0.94 0.334 0 I I 0.92 12.583 1.26 0.94 0.335 0 I 0.92 12.667 1.41 0.95 0.338 0 I f 0.93 12.750 1.57 0.95 0.342 0 I I I 0.93 12.833 1.72 0.96 0.347 0 0.94 12.917 1.87 0.96 0.352 I 0 I 0.95 13.000 2.01 0.97 0.359 0 lI 0.96 13.083 2.16 0.98 0.367 0 ( I I I 0.97 13.167 13.250 2.32 2.48 0.99 0.99 0.375 0.385 0 0 I I 0.98 1.00 13.333 2.63 1.01 0.396 0 II 1.01 13.417 2.80 1.02 0.407 0 I 1.03 13.500 2.97 1.03 0.420 10 I I 1.05 13.583 3.16 1.04 0.434 10 I 1.07 13.667 3.35 1.06 0.449 10 I 1 1.10 13.750 3.50 1.08 0.466 IO 1 1 I 1 1.12 13.833 3.59 1.09 0.483 10 1 I Il 1.15 13.917 3.64 1.11 0.500 10 I 1.17 14.000 3.61 1.13 0.517 10 Il 1.20 14.083 3.49 1.15 0.534 0 I I I 1.22 14.167 3.29 1.16 0.549 0 I I 1.25 14.250 3.12 1.18 0.563 I 10 I I 1.27 14.333 3.01 1.19 0.576 0 I I 1.29 14.417 2.93 1.20 0.588 0 1.30 14.500 2.90 1.21 0.600 I I 0 I II 1.32 14.583 2.93 1.23 0.612 0 II 1.34 14.667 3.00 1.24 0.624 0 I I 1.36 14.750 3.06 1.25 0.636 0 I I I 1.38 14.833 3.09 1.26 0.649 0 I I 1.39 14.917 3.11 1.28 0.661 0 I 1.41 15.000 3.12 1.29 0.674 0 I 1.43 15.083 3.13 1.30 0.686 I 0 I I 1.45 15.167 3.13 1.31 0.699 0 I 1.47 15.250 3.13 1.33 0.711 I, 0 I 1.49 15.333 3.12 1.34 0.724 I 0 I 1.50 15.417 3.10 1.35 0.736 0 I I 1.52 15.500 3.08 1.36 0.748 0 I I 1.53 15.583 3.05 1.36 0.760 I 0 I I 1.54 15.667 3.00 1.37 0.771 I O I 1.55 15.750 2.95 1.38 0.782 I O 1.56 15.833 2.88 1.39 0.793 I 0 1.57 15.917 2.81 1.40 0.803 O I 1.58 16.000 2.73 1.40 0.812 I O 1.59 16.083 2.62 1.41 0.821 0 1.60 16.167 2.48 1.42 0.829 '� O I 1.60 16.250 .16.333 2.35 2.24 1.42 1.43 0.836 0.842 I I I I O 0 I I I I I I I 1.61 ( 1.62 16.417 2.14 1.43 0.847 I I 0 I I I I 1.62 16.500 2.03 1.43 0.851 I I 0 II I I 1.63 16.583 1.90 1.44 0.855 I ( 0 I I I 1.63 16.667 1.75 1.44 0.858 I I 0 II I I 1.63 16.750 1.62 1.44 0.859 I I 0 I I I I 1.63 16.833 1.51 1.44 0.860 I I OI I I I 1.63 16.917 1.41 1.44 0.860 I I O I I I 1.63 17.000 1.33 . 1.44 0.860 I I IO I I I 1.63 17.083 1.25 1.44 0.859 I I IO I I I 1.63 17.167 1.19 1.44 0.857 I I I O I I I 1.63 17.250 1.13 1.44 0.856 I II 0 I I I 1.63 17.333 1.08 1.43 0.853 I II 0 I I I 1.63 17.417 1.04 1.43 0.851 I II 0 I I I 1.62 17.500 1.01 1.43 0.848 I I 0 I I I 1.62 17.583 0.99 1.43 0.845 I I 0 I I ( 1.62 17.667 0.98 1.43 0.842 I I O I I I 1.62 17.750 0.97 1.42 0.839 I I 0 I I I 1.61 17.833 0.97 1.42 0.836 I I O I I I 1.61 17.917 0.95 1.42 0.833 I I 0 I I I 1.61 18.000 0.94 1.42 0.829 I I O I I I 1.60 18.083 0.92 1.41 0.826 I I 0 I I I 1.60 18.167 0.91 1.41 0.823 I II 0 I I I 1.60 18.250 0.89 1.41 0.819 I II 0 I I I 1.59 18.333 0.87 1.41 •0.815 I II 0 I I I 1.59 18.417 0.84 1.40 0.812 I II 0 I I I 1.59 18.500 0.82 1.40 0.808 I II 0 I I ( 1.58 18.583 0.80 1.40 0.804 I II 0 I I I 1.58 18.667 0.78 1.39 0.800 I I I 0 I I I 1.58 18.750 0.77 1.39 0.795 I I I 0 I I I 1.57 18.833 0.75 1.39 0.791 I I I O I ( I 1.57 18.917 0.73 1.38 0.786 I I I 0 I I I 1.56 19.000 0.70 1.38 0.782 I I I 0 I I I 1.56 19.083 0.68 1.38 0.777 I I I 0 I I I 1.55 19.167 0.65 1.37 0.772 I I I 0 I I I 1.55 19.250 0.62 1.37 0.767 I I I 0 I ( I 1.55 19.333 0.60 1.37 0.762 I I I 0 I I I 1.54 19.417 0.57 1.36 0.757 I I I 0 I I I 1.54 19.500 0.55 1.36 0.751 I I 10 I I I 1.53 19.583 0.54 1.35 0.746 I I 10 I I I 1.53 19.667 0.54 1.35 0.740 I I I O I I I 1.52 19.750 0..54 1.35 0.734 I I 10 I I I 1.51 19.833 0.54 1.34 0.729 I I 10 I I I 1.51 19..917 0.54 1.34 0.723 I I 10 I I I 1.50 20.000 0.53 1.33 0.718 I I 10 I I I 1.50 20.083 0.52 1.33 0.712 I I 10 I I I 1.49 20.167 0.51 1.32 0.707 I I 10 I I I 1.48 20.250 0.50 1.32 0.701 I I ( 0 I I I 1.47 20.333 0.48 1.31 0.695 I I 10 I I I 1.46 20.417 0.46 1.30 0.690 I I 10 I I I 1.46 20.500 0.45 1.30 0.684 I I 10 I I I 1.45 20.583 0.45 1.29 0.678 I I 10 I I I 1.44 20.667 0.45 1.29 0.672 I I I O I I I 1.43 20.750 0.45 1.28 0.666 I I I O I I i 1.42 20.833 0.44 1.27 0.661 I I I O I I I 1.41 20.917 0.44 1.27 0.655 I I 10 I I I 1.40 21.000 0.44 1.26 0.649 I I 10 I I I 1.40 21.083 0.43 1.26 0.644 I I 10 I I I 1.39 21.167 0.43 1.25 0.638 I I 10 I' I I 1.38 21.250 0.42 1.25 0.632 I I 10 ( I I 1.37 21.333 0.41 1.24 0.627 I I ( 0 I I I 1.36 21.417 0.40 1.23 0.621 I I 10 I I ( 1.35 21.500 0.39 1.23 0.615 I I 10 I ( I 1.34 21.583 0.38 1.22 0.609 I I 10 I ( I 1.34 21.667 0.38 1.22 0.603 I I I 0 I I I 1.33 L-71 • • 21.750 0.38 1.21 0.598 I I 10 I I I 1.32 21.833 0.38 1.21 0.592 I I 10 I I I 1.31 21.917 0.37 1.20 0.586 I I I O I I 1.30 22.000 0.36 1.19 0.580 I I I O I I I 1.29 22.083 0.36 1.19 0.575 I I 10 I I I 1.28 22.167 0.36 1.18 0.569 I I 10 I I 1.27 22.250 0.36 1.18 0.563 I I 10 I I I 1.27 22.333 0.36 1.17 0.558 I I 10 I I I 1.26 22.417 0.35 1.16 0.552 I I 0 I I I 1.25 22.500 0.35 1.16 0.547 I I 10 I I I 1.24 22.583 0.35 1.15 0.541 I I 10 I I I 1.23 22.667 0.35 1.15 0.536 I I 10 I I I 1.22 22.750 0.35 1.14 0.530 I I 10 I I I 1.22 22.833 0.34 1.14 0.525 I I IO I I I 1.21 22.917 0.34 1.13 0.519 I I Io I I I 1.20 23.000 0.33 1.13 0.514 I I IO I I I 1.19 23.083 0.32 1.12 0.508 I IO I I I 1.18 23.167 0.31 1.11 0.503 I I IO I I I 1.18 23.250. 0.31 1.11 0.497 I I 10 I I I 1.17 23.333 0.31 1.10 0.492 I I IO I I I 1.16 23.417 0.30 1.10 0.486 I I IO I I I 1.15 23.500 0.30 1.09 0.481 I I IO I I I 1.14 23.583 0.30 1.09 0.475 ( I IO I I I 1.13 23.667 0.30 1.08 0.470 I I IO I I I 1.13 23.750 0.29 1.08 0.464 I IO I I I 1.12 23.833 0.29 1.07 .0.459 I I IO I I I 1.11 23.917 0.29 1.06 0.454 I I IO I I I 1.10 24.000 0.29 1.06 0.448 I I IO I I I 1.09 24.083 0.29 1.05 0.443 I IO I I I 1.09 24.167 0.28 1.05 0.438 11 IO I I I 1.08 24.250 0.28 1.04 0.433 I I IO I I I 1.07 24.333 0.27 1.04 0.427 I I 10 I I I 1.06 24.417 0.26 1.03 0.422 I I IO I I I 1.05 24.500 0.24 1.03 0.417 I I IO I I I 1.05 24.583 0.22 1.02 0.411 II 0 I I I 1.04 24.667 0.20 1.02 0.406 1I 0 I I I 1.03 24.750 0.17 1.01 0.400 II 0 I �_ I 1.02 24.833 0.15 1.00 0.394 II 0 I I I 1.01 24.917 0.14 1.00 0.388 II 0 I I I 1.00 25.000 0.12 0.99 0.382 II 0 I I I 0.99 25.083 0.11 0.99 0.376 I 0 I I ( 0.99 25.167 0.10 0.98 0.370 I 0 I I I 0.98 25.250 0.10 0.97 0.364 I 0 I I I 0.97 25.333 0.09 0.97 0.358 I 0 I I I 0.96 25.417 0.08 0.96 0.352 I 0 I I I 0.95 25.500 0.08 0.96 0.346 I 0 I I I 0.94 25.583 0.07 0.95 0.340 I 0 I I I 0.93 25.667 0.07 0.94 0.334 I 0 I I I 0.92 25.750 0.06 0.94 0.328 I 0 I I I 0.91 25.833 0.06 0.93 0.322 I 0. I I I 0.90 25.917 0.05 0.92 0.316 I 0 I I I 0.89 26.000 0.05 0.92 0.310 I 0 I I I 0.89 26.083 0.05 0.91 0.304 I 0 I I I 0.88 26.167 0.04 0.91 0.298 I OI I I I 0.87 26.250 0.04 0.90 0.292 I OI I I 0.86 26.333 0.04 0.89 0.286 I OI I I I 0.85 26.417 0.04 0.89 0.280 I OI I I Y0.84 26.500 0.03 0.88 0.274 I OI I I I. 0.83 26.583 0.03 0.88 0.268 I OI I I I 0.82 26.667 0.03 0.87 0.263 I OI I I I 0.81 26.750 0.03 0.86 0.257 I OI I I I 0.81 26.833 0.03 0.86 0.251 I OI I I I 0.80 26.917 0.03 0.85 0.245 I OI I I I 0.79 27.000 0.02 0.85 0.240 I OI I I I 0.78 27.083 0.02 0.84 0.234 I OI I I I 0.77 27.167. 0.02 0.84 0.228 I OI I 1 I 0.76 0 Remaining water in basin = 0.01 (Ac Ft) ******* * ** * ** * * * * *** * * * * * * * *HYDROGRAPH DATA * * ** * * ** * * * * ** * * * ** *** * * * * ** Number of intervals = 383 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 1.439 (CFS) 27.250 0.02 0.83 0.223 I 01 1 1 1 0.75 27.333 0.02 0.82 0.217 I OI 1 1 1 0.75 27.417 0.02 0.82 0.212 I 01 1 I 1 0.74 27.500 0.02 0.81 0.206 I 01 1 I 1 0.73 27.583 0.02 0.81 0.201 I 01 1 1 I 0.72 27.667 0.01 0.80 0.195 I 01 1 I , 0.71 27.750 0.01 0.,80 0.190 I 01 I 0.71 27.833 0.01 0.79 0.184 I 0-1 1 I I 0.70 27.917 0.01 0.79 0.179 I 0 I 0.69 28.000 0.01 0.78 0.174 I 0 0.68 28.083 0.01 0.78 0.169 I 0 I 0.67 2.8.167 0.01 0.77 0.163 I 0 0.67 28.250 0.01 0.76 0.158 I 0 I I I 0.66 28.333 0.01 0.76 0.153 I O I I 0.65 28.417 0.01 0.75 0.148 I 0 I I 0.64 28.500 0.01 0.75 0.143 I 0 0.63 28.583 0.01 0.74 0.137 I O I I 0.63 28.667 0.01 0.74 0.132 I 0 0.62 28.750 0.01 0.73 0.127 I 0 I 0.61 28.833 0:01 0.73 0.122 I 0 I I 0.60 28.917 0.00 0.72 0.117 I 0 I 0.60 29.000 0.00 0.72 0.112 I O I 0.59 29.083 0.00 0.71 0.108 I O 0.58 29.1,67 0.00 0.71 0.103 ,I 0 0.57 29.250 0.00 0.70 0.098 I 0 0.57 29.333 0.00 0.70 0.093 I O I I I 0.56 29.417 0.00 0.69 0.088 I 0 I , 0.55 29.500 0.00 0.69 0.084 I 0 ( 0.55 29.583 0.00 0.68 0.079 I 0 I 0.54 29.667 29.750 0.00 0.00 0.68 0.67 0.074 0.070 I I 0 O I 0.53 ' 0.52 .29.833 0.00 0.67 0..065 I O 0.52 29.917 0.00 0.67 0.060 I 0 0.51 30.000 0.00 0.66 0.056 I 0 I I I 0.50 30.083 0.00 0.64 0.051 I 0 I 0.48 30.167 0.00 0.58 0.047 I 0 I 0.44 30.250 0.00 0.54 0.043 I O I 0.41 30.333 0.00 0.49 0.040 I O I I I I 0.37 30:417 0.00 0.45 0.036 I 0 I I 0.34 30.500 0.00 0.42 0.033 I O I 0.32 30.583 0.00 0.38 0.031 I 0 I 0.29 30.667. 0.00 0.35 0.028 I 0 I I I 0.27 30.750 0.00 0.32 0.026 I 0 I I 0.24 30.833 0.00 0.29 0.024 I O "0.22 30.917 0.00 0.27 0.022 I O I I 0.21 31.000 0.00 0.25 0.020 I O I I I 0.19 31.083 0.00 0.23 0.018 I 0 I I 0.17 31.167 0.00 0.21 0.017 IO ' 0.16 31.250 0.00 0.19 0.015 IO I 0.15 31.333 0.00 0.18 0.014 IO I I I 0.13 31.417 0.00 0.16 0.013 IO I 0.12 31.500 0.00 0.15 0.012 IO 0.11 31.583 0.00 0.14 0.011 IO I I I 0.10 31.667 0.00 0.13 0.010 IO 0.10 '31.750 0.00 0.12 0.009 IO I 0.09. 31.833 0.00 0.11 0.009 0 I I 0.08 31.917 0.00 0.10 0.008 O I 0.07 0 Remaining water in basin = 0.01 (Ac Ft) ******* * ** * ** * * * * *** * * * * * * * *HYDROGRAPH DATA * * ** * * ** * * * * ** * * * ** *** * * * * ** Number of intervals = 383 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 1.439 (CFS) y Total volume = 2.278 (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 ------------------------------------------------------.-------------- C100. RES ic'.c is is is is is is is is is tr ic'.c is t ': is * *'.c is is is is is is i< i:'- • is c is * is is i• • is is is i-'c is d- 'c is is is i-',r it it it is � '• is is is i• 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 is it it is ic'.: is it is i, is ',: '.: is is i; is is * is i; is is is it is DESCRIPTION 0 F STUDY it is is it is it it ::., it i:' is it is is ': is ;k'.c is is is is it it is i° 100 -year Storm Hydrology Calculation is System "C" i° rev : 4/9/06 it • is it is it it * ;Y is is is is is is it it is * it is it it is is it it it is it :k it is is :k it is is it it it it is is is is it it is it it *'.c is is ir',r is it i; it i4 is i� i� it is it * is it is it is it it FILE NAME: C.100 TIME /DATE OF STUDY:. 18: 7 4/ 9/2006 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 is is is it ': it it is is it it is ir'.� is is * is ir'.r it is is it is is it is it it is it is it is is is is it it is is is ic'.r :'c is is is it is is is t is is is is it it it it is is it is is it * is is it 4r is is is FLOW PROCESS FROM NODE 100.00 TO NODE 100.10 IS CODE = 21 --------------------------------------------------------------------•-------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED.INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 500.00 UPSTREAM ELEVATION = 420.90 DOWNSTREAM ELEVATION = 416:60 ELEVATION DIFFERENCE = 4.30 TC = 0.393*[.( 500.00 * *• )/( 4.30)]* *.2 = 12.208 100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 4.094 SOIL CLASSIFICATION IS 'A" 5INGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7159 SUBAREA RUNOFF.(CFS) = 5.83 TOTAL AREA(ACRES) = 1.99 ' TOTAL RUNOFF.(CFS) = 5.83 ..., it it it * it i.., it is is is ;Y it is it is is i, is iF is i, ir'„ it i. is it is is it is is is is it do is is is i....: is i, ic'•c is is ?,• is is it is is is it is is is ic'.c'.r is is ', is is oY ': ir',c it i. FLOW PROCESS FROM NODE 100.10 TO NODE 100.30 IS CODE = 3 ------=------------------------------------------------------ » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< Page 1 C100.RES »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.6 UPSTREAM NODE ELEVATION = 411.00 DOWNSTREAM NODE ELEVATION = 410.90 FLOWLENGTH(FEET) = 20.00 ' MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOWI THRU SUBAREA(CFS) = 5.83 TRAVEL TIME(MIN.) 0.07 TC(MIN.) = 12.28 tttt�ttt? rktttirttt?:',• icirticticttictttttt'. cttttt' cicttitt'. ctttt', c: �t? c?; istictirt ?rt'.ri;i ;t'.: ?: ? ;irt ?ct ?: FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 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.) = 12.28 RAINFALL INTENSITY(INCH /HR) = 4.08 TOTAL STREAM AREA(ACRES) = 1.99 ..PEAK-FLOW RATE(CFS) AT CONFLUENCE- 5.83 tttttttttt ��irtttt ?r in in ?cttir:';:'r ?ctttictt'.r ictt �• ict'. c ' ;d ;ttd ;tt'.rt'.rt ? ;:'ctt?� ?r ?r ?r'.c ?r f.t.. .ct d; '.cttt:': ict FLOW PROCESS FROM NODE 110.00 TO NODE 100.20 IS CODE = 21 ---=------------------=----------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = Kt[(LENGTHirir3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW - LENGTH = 330.00 UPSTREAM ELEVATION 419.50 DOWNSTREAM ELEVATION = 416.60 ELEVATION DIFFERENCE = 2.90 TC = .0.393ir[( 330.00 * *3) /( 2.90)]t?°.2 = 10.294 .100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.527 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7268 SUBAREA.RUNOFF(CFS) = 2.11 TOTAL AREA.(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 2.11 ' tictt?ttt ?rtt?r?cttirirttttir? rice? rt? r? cttir'. rttir? rttttirtirtt? ciriirtttttt? rt? rtirticirirttt ?r?rt ?ri:ir ?ririr FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 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 6.7 INCHES PIPEFLOW.VELOCITY(FEET /SEC.) 3.5 UPSTREAM NODE ELEVATION = 411.00 DOWNSTREAM NODE ELEVATION = 410.90. FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.11 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 10.39 ?r? :tort t ?rt'.c ? :'.atttia ?c�?ckt 4rt ?::'r ?rt ?c ?c ?r ?rtt ?r ? :t ?r ?c it is ictticttttic...c ?r is �� ?c'.: is ?ctttict ?ct t:Yti; dr is oYtti; Page 2 C100.RES FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 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..) = 10:39 RAINFALL INTENSITY(INCH /HR) = 4.50. TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.11 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.83 12.28 4.079 1.99 2 2.11 10.39 4.503 0.64 kit irkiriricirkickkitkititkkirkkkkkkkkkiaickkkWARNING' rkkirirkkkkirk'.: kkirickirkkkkkkkki ;kkkicicir'.: 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. ' irkkkkkkkkit it itk is ick kirk itk ir.ic irkkkickkkkkitk irkkick kir itk it it is isk kickkkit ick :'t it itkkkkkkkit i:kkic i :i; RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .k it PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.04 10.39 4.503 2 7.74 12.28 4.079 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK.FLOW.RATE(CFS) = 7.74 TC(MIN'.) = 12.28 TOTAL AREA(ACRES) = 2.63 ' ki:'kkkkir is is it i. it ick it irk it is i...kit d.kkitk ickkkkirk i... it ick it is is kirk i ::4'.;k:'r is ick is ir:':i; itkk ki:. is i. ., .. .. it it i; i, .. .. .. '.c FLOW PROCESS FROM NODE 100.30 TO NODE 100.40 IS CODE = 3 --------------- I -------- --- ------------- 7 ----------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< : »»>USING COMPUTER - ESTIMATED PIPESIZE•(NON- PRESSURE FLOW) ««< -------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE -IS. 13.6'INCHES PIPEFLOW VELOCITY(FEET /SEC.) 4.7 UPSTREAM NODE ELEVATION = 410.90 DOWNSTREAM NODE ELEVATION = 410.10 FLOWLENGTH(FEET) = 180.00 MANNING'S N 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPEFLOW.THRU SUBAREA(CFS) _ 7.74 TRAVEL'TIME(MIN.) 0.64 TC(MIN.) = 12.92 " .. kkickki: ki: kkkkkirickkkirickkirkirkkick�' kicicicickkkk'.: kkkkkk. kicirkkkkkiriciricki :i :ickkkkirickk�ci ;kiri:ir FLOW PROCESS FROM NODE 100.40 TO NODE 100.40 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.) = 12.92 RAINFALL INTENSITY(INCH /HR) = 3.96 . Page 3 C100.RES TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7:74 . kkir is it itkkkir'rkkkk ?kiic ?rk �k ick kic ; itkick is it irkkk ?c ie ic:' c it irkkkkic i ::r it ie it is is it it is it it it it it it it it ik it st it ?: �•it it i; FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 21 >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) .TC = K'`[(LENGTHkk3) /(ELEVATION CHANGE)]i`it.2 INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = 419.20 DOWNSTREAM ELEVATION = 416.60 'ELEVATION-DIFFERENCE = 2.60 TC = 0.393'`[( 305.00'`'3)/( 2.60)]'`'`.2 = 10.035 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.595 SOIL CLASSIFICATION'IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7284 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 3.05 9ckkYrkk? c? tki:'. c'.; irkkkick'. rkkir'. c? ckir', rkkkk? rkicf. kkkkkk '.:kiritk?;kkkkk ?rkkk'.c ? :': kith'. ;k ?r ?rkkkickxki ;kir FLOW PROCESS FROM NODE . 105.00 TO NODE 100.40 IS CODE = 3 >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< .. »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRiESSURE 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.) = 4.8 UPSTREAM NODE ELEVATION = 410.40 DOWNSTREAM NODE ELEVATION = 410.10 FLOWLENGTH(FEET) = 35..00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.05 TRAVEL TIME(MIN•.) 0.12 TC(MIN.) = 10.16 k': rdriricitirkiririrkirirkiririririri: kk: kiriricki:?; ki; iciciciririrkkir? ckiciriri' ciriekiric'. cir? ririri: i :etici'r ?ckicir'ciricirkkkkick\ FLOW PROCESS'-FROM NODE 100.40 TO NODE' 100.40 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.) = 10.16 RAINFALL INTENSITY.(INCH /HR) = 4.56. TOTAL STREAM AREA(ACRES) = 0.91 ..PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 'CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER., (CFS) (MIN.) '(INCH /HOUR) (ACRE) . 1 7.74 12.92 3.959 2.63 2 3.05 10.16 4.563 0.91 • k?rk ?i?tkkkkic ?c itk ie?ck kickkkkkick irk ?: is k iY ickWAFtNINGkkirkkktck? tkkk ?ckkk ?rk k ?rkkickkkkk?: ?:kkkir IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS'DEFAULT VALUE. THIS FORMULA Page 4 �~. CIOO'RES WILL N0T�NE[ESSARILY RESULTTN THE MAXIMUM VALUE OF PEAK FLOW' . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR Z STREAMS. . «* PEAK FLOW RATE TABLE ++ ' STREAM RUNOFF Tc INTENSITY NUMBER ([FS} (MIN.) (INCH/HOUR) I 9'13 10.16 ' 4'503 ' Z lO']8 l2'92 ].959 COMPUTED CONFLUENCE ESTIMATES . ARE AS FOLLOWS: PEAK FLOW RATE([FS) = 10'38 Tc(MIN') 12'92 ' TOTAL AREA(ACRES) ~ 3'54 , FLOW PROCESS FROM NODE 100'40 T0 NODE I19'00-IS [ODE ] . ------------------------------- ----------------------------------- --------- �>>>�[OMPUTE PIPEFLDW TRAVELTIME THRU 5UBAKG4«<<<< . �>>x>USING COMPUTER-ESTIMATED PIPESIZE,(NON-PRESSURE FLOW)<<«<< �-~--=--=-=�~��=�~=�~==�=�=~~=��~~�~���~~����~�=~==~��~���=~~��~=���=�~=�~=� DEPTH OF FLOW IN 24'0 INCH PIPE I5 15'3 INCHES PIPEFL0W VELO[ITY(FEET/SE[.} 4.9 UPSTREAM NODE ELEVATION = 4I0'10 . DOWNSTREAM NODE ELEVATION = 409^3O rL0WLENGTH(FEET) =' 195.00 MANNING'S N 0'013 � ESTIMATED PIPE DIAMETER(INCH) =' 24"0O NUMBER OF PIPES = I PIPEFLOW THRU SUBARE4[[F3} = I0'38 TRAVEL TIME(MIN') 0.66 T[(MIN.) = I3'58 . FLOW PROCESS-FROM NODE 1I9'00 TO NODE 119'00 IS CODE 10' ------------------, --------- ------------------------------- -----�---- --- - --- --, .>»>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK`# l ` FLOW PK0[ES5.FROM NODE I12'00 T0 NODE I15'00 IS [ODE 21 -------------- _---- --- ---- ------ _--------------- ----------_-------- ' . x»>>>KATIONAL`METHOD INITIAL SUBAREA ANALYSIS<«<<< ' *SSwncu INITIAL zwoA*c* vmIru^r � DEVE I5 ( 4 ACRE) '. T[= K*[(LEN[JH*,�3)/(ELEVATIOm [HA ]^*'2 ` . INITIAL SUBAREA LOW-LENGTH 590..'00 UPSTREAM 'ELEVATION = 420.70 DOWNSTREAM ELEVATION 415'.30 ELEVATION DIFFERENCE ~ 5.40 T[ = 0.y93*[[ 590'00^*3]/[ 5 ]*^.2 - I2'882 � 100YFAR RAINFALL INTENSITY[IN(-H/HOUR) = 3'965 ` -SOIL CLASSIFICATION IS."A~ ' ACRE-LOT} RUNOFF COEFFICIENT = '7125 -SU84eE4-RUNOPF([FS)`= 3'90 ` TOTAL AREA(ACRES) = 1.98 TOTAL RUNVFF([FS) = 3�90 **^�*��*���++*^��� ^ FLOW PROCESS-FROM-NODE 115.00 TO NODE 115'00 I5 [ODE = l ����y �----~---------------------------------------------�--~-------�------------- �~- Page 5 C100.RES » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.88 RAINFALL INTENSITY(INCH /HR) = 3.97 TOTAL STREAM AREA(ACRES) 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.90 FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 21 =-----------=--------------------------------------------------------- - - - - -= » » >RATIONAL METHOD INITIAL-SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH* *3) /(ELEVATION CHANGE)]* *.2 .INITIAL SUBAREA FLOW- LENGTH = 655.00 UPSTREAM ELEVATION.= 419.50 DOWNSTREAM - ELEVATION = 415.30 ELEVATION DIFFERENCE = 4.20 TC = 0.393*[( 655.00* *3) /( 4.20)1* *.2 = 14:423 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.710 SOIL CLASSIFICATION IS "A1. SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7052 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 0:92 TOTAL RUNOFF(CFS) = 2.41 «i: �• «ic is « «dr «t- r4 :i :« iris «ic it «ir it « «ic is - r:.c«ic_ «ic is it «ic it ir«tr 4c- r « «ic «i ; «ic it is is «4c «- «- • «ic «ir is it «ir ic« FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE 1 >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ---7---------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = .14.42 RAINFALL INTENSITY(INCH /HR) = 3.71 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS);AT CONFLUENCE = 2.41. CONFLUENCE DATA.** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.90 12.88 3.966 1.38 2 2.41 14.42 3.710 0.92 .• , ««««« Yr«« ic«« ir«««««««« sti«««««««« it«« icWARNING« icitir«« it 'r « « « « « « « «ir « « « « « « « « «ir « « « « « «« ..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. '. i:iriririr «icie « « « «ic« icir«« it««« ic«« ic««' c««« ic««««« is « «ir « « « «ic « « «icic « «ic «it «. « «« «stir « « « «icicst'r«t 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 6.05 12.88 3.966 2 6.05 14.42 3.710 Page 6 C100.RES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.05 TC(MIN.) = 12.88 TOTAL AREA(ACRES) = 2.30 fc � is :c is is is it it i; it t is is is ic':., it f.., i is is i; is'.. is i. ',: is A �• is is ',: i; it X is is ic'.r is dr i. is i. is is $ is 4r is is is is tr � it. k i.:; it is is is is is '........ is i... FLOW PROCESS FROM NODE. 115.00 TO NODE 119.00 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 10.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION = 409.50 DOWNSTREAM NODE ELEVATION = 409.30 FLOWLENGTH(FEET) = 20.00. MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.05 TRAVEL TIME(MIN:) = 0.06 TC(MIN.) = 12.94 '.: it ir'.r'!r it f::c is it fr it is is it it i; it k is it is is f: f: is i; t ie it i; is it i� ft it ie i; ;: it i; is it ic',r i; is it is it is is oY it fc is is is is is i; '.c ic is is is i; '.c fc is is 'c is FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 11 ------------------------- ----------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN — STREAM MEMORY««< --------------------------------------------------=-------------=----------- ---------------------------------------------------------------------------- .** MAIN STREAM CONFLUENCE DATA iric 'STREAM RUNOFF TC INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 6.05 12.94 3.956 2..30 irir MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) . 1. 10.38 13'.58 3.844 3:54 . is ie is it is is it is ie't� it is is it �t is it is it :k it ii is it is is is it it': it is is WARN I N G is is fc i< is is is is is is ie fc is ic'.: is is is fc it is it is if is is k is is is is k it is IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D 71 AS DEFAULT VALUE. THIS FORMULA WILL NOT_NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. is�ic�ti:': �- iriciric�• icicicicirit: ticirir�itrticiciciciciciticieici:'. cicsYiticiciciciricitic�ititirirkic�tkici: ':i:s':i;iricicicicici;icic� -ie PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1. 15.94• 12.94 3.956 2 16.26 13.58 3.844 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) 16.26 TC(MIN.) _ 13.58 TOTAL AREA(ACRES) 5.84 , � . it i� it k is is it is it it it it it it is it it it it it it it it it it :: it is it it it it it it it it it i� is is it it i< is it it is sY it is it is is fc is it is is fc ft it -� is it fr it it is fr f: f; i; ft ;k f: fr FLOW PROCESS FROM NODE 119.00 TO NODE 119:00 IS CODE = 1 ------------------------------ --------------------------------------------.-- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Page 7 C100.RES TIME OF CONCENTRATION(MIN.) = 13.58 RAINFALL INTENSITY(INCH /HR) = 3.84 TOTAL STREAM AREA(ACRES) = 5.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.26 is Xi,`i :ica'r is is is it ic:c it is is is is is is it it:t is it is is is is is is is is it it is it it st is is �•ic tt do it is is is is it is is is is ic'.e tc ic'.; it is is ic'.c ;k ic',c ir'c is is is is i; i; it FLOW PROCESS FROM NODE 106.00 TO NODE 109.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -- ---------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTHi`i`3) /(ELEVATION CHANGE)]* .2 INITIAL SUBAREA.FLOW- LENGTH = 420.00 UPSTREAM ELEVATION = 418.40 DOWNSTREAM ELEVATION = 415.30 :ELEVATION DIFFERENCE = 3.10 TC = 0.393X[( 420:O0i`X3)/( 3.10)]i`i`.2 = 11.739 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.189 SOIL CLASSIFICATION IS "A" ..SINGLE- FAMILY(1 /4 ACRE LOT).RUNOFF COEFFICIENT = .7184 SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.31 X it is it Xi: is is is it it ir'.:iri:XXic is it is ie ic'.c it is is is i.•ic ir'.cX'.ri; icX is is is irXXic',; it it icX it oY : icXXXXXitX is is i :X Xis irX .. .: it ic'.c it is i. FLOW PROCESS FROM.NODE 109.00 TO NODE 119.00 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.O INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.2 UPSTREAM NODE ELEVATION 409.50 DOWNSTREAM NODE ELEVATION = 409.30 FLOWLENGTH(FEET) = 20.00 MANNING'S N­ 0.013 ESTIMATED.PIPE DIAMETER(INCH) _ 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 3.31 TRAVEL TIME.(MIN.) 0.06 TC(MIN.) = 11.80 .. ici; iri: XX'. ricicicicir�icirXXicXskXic'• tstiiric'. riricicXi; icicXX'. ririricXtciritiririciciriritXiriririciciciricXiricirXXXXic 'ci ;itiri ;iric .FLOW PROCESS FROM NODE 119.00-TO NODE 119.00 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.) 11.80 RAINFALL INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREACACRES) = 1.10 -PEAK FLOW RATE(CFS).AT CONFLUENCE = 3.31 CONFLUENCE DATA X* STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.26 13.58 3.844 5.84 2 3.31 11.80 4.176 1.10 iric'.:'s it is i:XXir is icX it X it irX it is is is is X it it i; icXXictX .r':i;i: irX it i:X Xir icX it is is icXXXir it is i; Xir i;X is it it is it it _ WARNING'• Page 8 C100.RES 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. ' XicicXXirXXXicXir XisXicirXic:;; YXiriciricXirirXXXXXiri: isicXXirXXX�- XX;; ir„• ivitXXXic: ;itXXirXi ;'.riciri:XXXiric'. ;iF RAINFALL INTENSITY AND TIME'OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 17'.44 2 19.31 COMPUTED CONFLUENCE PEAK. FLOW RATE(CFS) TOTAL AREA(ACRES) = TC INTENSITY (MIN.) (INCH /HOUR) 11.80 4.176 13.58 3.844 ESTIMATES ARE AS FOLLOWS: 19.31 TC(MIN.) = 13.58 6.94 iciiiti�ir:' riri�iriri; iricXXXirirXir: YirirXicXi�i: XicX': iciriciririrXicirXir: YiricicXiriritstiririr '.ci��•XirXici ;ici ;i:icicic ;':icicir'ciric FLOW PROCESS FROM NODE 119.00 TO NODE 125.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - --------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS. 18.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) _ .6.7 UPSTREAM NODE ELEVATION = 409.30 DOWNSTREAM NODE ELEVATION = 408.80 FLOWLENGTH(FEET) 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 RIPEFLOW THRU SUBAREA(CFS).= 19.31 TRAVEL TIME(MIN.) = 0.20 TC(MIN.) 13.78 iricsYir'. ricirirtiriririrXicXi: icicXtr'. ri: Xtirici: iri: Xicicici; iricicicX: ciciricicXiYi' ticiciricitititXXirXXiciricicic '.ciciricic'cicXicirir FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 1 ----------------------------------- 7 ------------- ---------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES.USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN:) = 13.78 RAINFALL INTENSITY(INCH /HR) = 3.81 TOTAL STREAM AREA(ACRES) = 6.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.31. icititicitXititirXiri; ici: iri: itic' cktciriicicirXirirititirici; irittcs: isiciciticitiYicitirst •lcicicicirici:kir::Xie'; �XXi; h'.rirXiri:i:iririr FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 420.00 UPSTREAM ELEVATION= 420.00 DOWNSTREAM ELEVATION 415.70 ELEVATION.DIFFERENCE _ 4.30 TC = 0.393 *[( 420.00 * *3) /( 4.30)1 ** .2 = 10.995 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.354 SOIL CLASSIFICATION IS "A" Page .9 C100.RES SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7226 SUBAREA RUNOFF(CFS) _ 4.72 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 4.72 ?r is ?r. ?: ?: '.: k ?c ?; ?t ic'.c ?c ?c ?c ?t ?t is it :c ?r ?c ?: ?r it ?r ?; �• ?: ?: ?r'.r ?c it is it ?c � ?c ?r is ?c ?c'.r k'c ?: ?c'.c it i; it ?r $c ?r ?r ?r ?c ?; ?r ;; ?; ?c k ?c ?; ?c ?c is ?r :t i; it ?: ?r ?r FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 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.) = 11.00 RAINFALL INTENSITY(INCH /HR) = 4.35 TOTAL STREAM AREA(ACRES) _ .1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.72 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.31 13.78 3.811 6.94 2 4:.72 11.00 4.354 1.50 is ?r et ?c :t it ?c it ?c ?c i; is ?r'.c i; is it it i ;x is i; :t ?c it is it it it ?: fc'.c it WARN I N G?c ?c it ?r it it ?r it it'.r it ?r it ?: it to st is it X is it ?r it ?: ?r ?i it ?t is is ?: ?c i; 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: ,::c ?c it •� '.; is i... ?r � ?::r 3: is st is it it it is ?c ?r X it ?r ?: ?c it is :� ?; it is is is i... ?: ?r'...... ?c it ?c is is ?r ?: it is ': ?r ?r ?; :t it it is ?r ?c k ?c ?r ?c t'r'. ?c r• ?c ?; is 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 20.13 11.00 4.354 2 23.44 13.78 3.811 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'PEAK FLOW RATE(CFS) = 23.44 TC(MIN.) = 13.78 TOTAL AREA(ACRES) 8.44 END OF.STUDY SUMMARY: PEAK FLOW RATE(CFS) 23.44 TC(MIN.) = 13.78 TOTAL AREA(ACRES) = 8.44 END OF RATIONAL METHOD ANALYSIS 1 Page 10 D100.RES 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 Licens('ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue; Suite 350 Irvine, CA 92614 (949),251-8821 DESCRIPTION OF STUDY �- i° 100 -year Storm Hydrology Calculation rt ?r System "D" i; ?r .FILE NAME: D.100 '.TIME /DATE OF STUDY: 20:20 4/ 9/2006 ---------------------------------------------------------------------------- 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 CONFLOENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ----------------------------------------------------------=----------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTHir *3) /(ELEVATION CHANGE)] *ir.2 INITIAL SUBAREA FLOW - LENGTH = 920.00 .UPSTREAM ELEVATION = 423.70 .DOWNSTREAM ELEVATION= 419.30 ELEVATION DIFFERENCE = 4.40 . TC = 0.303*[( 920.00**3)/( 4:40) " .2 = 13.526 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.853 SOIL CLASSIFICATION IS "All COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8619 SUBAREA RUNOFF(CPS) -- 4.02" TOTAL AREA(ACRES).= 1.21 TOTAL RUNOFF(CFS) = 4.02 .. ?r is ?; ?r'.: � iv is is ?r is ?: ?c it is i; is is is is it ?r $ i; it it ?: is :'r ?: it is ?r ?: ?c it $. ;k ?c °.r is is ?c ?c ?c it i; '.. is ?r it is it ic'..: ?r k i. ?: it is ?t is ic'.• ?: ?r is ?c it i; :t is :'r FLOW PROCESS FROM NODE 2.00 TO NODE. 2.20 IS CODE _ 6 ---------------------------------------------------------------------- - - - - -- »»> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< Page 1 D100.RES UPSTREAM ELEVATION - 419.30- DOWNSTREAM ELEVATION = 417.20 7STREET-LENGTH(FEET) = 95.,00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 25.00 DI "STANCE FROM CROWN TO CROSSFALL GRADEBREAK = 23.00 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) = 4.26 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.39 PRODUCT OF DEPTH &VELOCITY = 1.15 STREETFLOW TRAVELTIME(MIN) = 0.47 TC(MIN) = 13.99 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.777 SOIL CLASSIFICATION IS 11 A 'COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8614 -SUBAREA AREA(ACRES) 0.15 SUBAREA RUNOFF(CFS) = 0.49 SUMMED.AREA(ACRES).= 1.36 TOTAL RUNOFF(CFS) = 4.51 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.68 FLOW VELOCITY(FEET /SEC.) = 3.58 DEPTH*VELOCITY = 1.22 FLOW PROCESS FROM NODE 2.20 TO NODE 2.40 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 9:9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION = 413.20 DOWNSTREAM NODE ELEVATION = 412.90 FLOWLENGTH(FEET) = 53.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF•PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4..51 TRAVEL TIME(MIN.) 0:19 TC(MIN.) = 14:19 ic!!t it {c {c it it {c it it {tit ic'.c it is {i'.r'.r f; it it •k'c it it ir'.r {r is it it {c ie {c is it {c is :k ie.i: it {r {; :k it it is it it i:.� it {c it ie'.c is it {r it it it it {r it is {r {r it it it is it it .FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 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.) = 14.19 RAINFALL INTENSITY(INCH /HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.36 .PEAK FLOW RATE(CFS) "AT CONFLUENCE = 4.51 .. it 3: it {r ;k :: ,: it it is is it it ic'- is is ;t is it it it it •.', it it it is is it'.e it is it is is is i� it it i::k'.: st is is k'.r is it it is it is it is is it :Y ir'.r it k is is �. ��'., it i, .. ': is '., is is FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 21 -------------------------------------------------------- --------------------- METHOD INITIAL SUBAREA ANALYSIS ««< Page 2 D100.RES ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTHirir3) /(ELEVATION CHANGE)3* .2 INITIAL SUBAREA FLOW- LENGTH = 795.00 UPSTREAM ELEVATION = 422.90 DOWNSTREAM ELEVATION = 417.10 ELEVATION DIFFERENCE 5.80 TC = 0.3031c[( . 795.00 *ir3) /( 5.80)]irir.2 = 11.725 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.192 SOIL CLASSIFICATION'IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = :8637 SUBAREA RUNOFF(CFS) = 3.95 TOTAL-AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 3.95 it is it it kit i:. it it is i :'; '.: is is it ii it is it t is it it it it k it is it is it is it is is i; is is it it is is is it i; is it it it it it it i; i; is $',r i; is it i.' is is is it i; it z: is it i; ',: x it it FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 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.) = 11.73 RAINFALL INTENSITY(INCH /HR) = 4.19 TOTAL STREAM AREA(ACRES).= 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.51 14.19 3.746 1.36 .2 3.95 11.73 4.192 1.09 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. it is it it ir',- i;'t is it is is is it it is it is it is it i; ic',t it it it it it it it it is it is it it :� is is it it it is i ;'; it it it it is is is i::': is it is it is it it d; ir',c it � it it it is is is :r '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 7.67 11.73 4.192. 2 8.03 14.19 3-.746 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK.FLOW RATE(CFS) 8.03 TC(MIN.) = 14.19 TOTAL AREA(ACRES) = 2.45 - iri: iririrhicirir: k�iri; �i; iririri; kiriricir': r��"•: rirkiriti; ici: iririri: itiriciricki: irir' r�ir'; iririr: ricicitiririci :iriritirieiriririri:icici; FLOW PROCESS FROM NODE 2.40 TO NODE .19.00 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 8.0 INCHES Page 3 D100.RES ' PIPEFLOW VELOCITY(FEET /SEC.) = 10.6 UPSTREAM NODE ELEVATION = 412.70 DOWNSTREAM NODE ELEVATION = 410.30 FLOWLENGTH(FEET) = 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.03 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 14.29 kk.k kkkkkkkkkkir?.•kkk ?rkkkkir irk is ?:*kick kkkkkkitkkkickkkirk k? c? tkk? ckkkkkic irk irkkk'.: ? :i; ir'.: k?c ?: 'ck FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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.) = 14.29 - RAINFALL INTENSITY(INCH /HR) = 3.73 TOTAL STREAM.AREA(ACRES) = 2.45 PEAK FLOW.RATE(CFS) AT CONFLUENCE = 8.03 ic? rkkirkkkkkkkkitkkkkirkkkk?: irickkic' rkitk'. ckkkkkkkirki: icicirkkkickkkkkki; k ?rkk ?:k ?:'. :k'.:k ?c ?:ic?:k' „ir FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 21 ==-=------------------------------------------------------------------------ >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< - -- -- -------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY-(1/4 ACRE) TC = K *[(LENGTH• *3) /(ELEVATION CHANGE)] **.2 INITIAL-SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 420.70 DOWNSTREAM-ELEVATION = 415.50 ELEVATION DIFFERENCE = 5.20 TC = 0.393*[( 700.00 * *3) /( 5.20)]* *.2 = 14.382 100 YEAR RAINFALL "INTENSITY(INCH /HOUR) = 3.716 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7053 SUBAREA RUNOFF(CFS) = 5.56 .TOTAL AREA(ACRES) = 2.12 TOTAL RUNOFF(CFS) _ 5.56 . i* ieicitkkkkkitkkkkkk? ckkkkirkkkkkkkk? rkkkkir? ckkkiric? akkkicirkkk'.• kitkkir'.rkkkkk ?rkkkickkkkk ?r ?r FLOW PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.716 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT= .8611 SUBAREA AREA(ACRES) = 0.11_ SUBAREA RUNOFF(CFS)'= 0.35 TOTAL AREA(ACRES) = 2.23 TOTAL RUNOFF(CFS) = 5.91 lt(MIN) = 14.38 ... k? ci•kkkkkkkk ?rkkkk ?tkk * ?rkkkkick �..k kirk' '.ckkkkkk�•?rkkkk'.ckkkkkkki< ?t it k.kkkk'.:kkk ?. ::kkk ?c ?rk'r st -FLOW.PROCESS FROM NODE 5.00 TO NODE 19.00 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 6.7 INCHES Page 4 D100.RES PIPEFLOW VELOCITY (FEET /SEC.) = 9,9 UPSTREAM NODE ELEVATION = 411.50 DOWNSTREAM NODE ELEVATION.= 409:00 FLOWLENGTH(FEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.91 TRAVEL TIME(MIN.) 0.11 ' TC(MIN.) = 14.49 ?ck k ?: ,: ? rick ? : ?rk ?r?: kirkkkir,'.c it ikkk ?rkkkkir ??;,: ickk ?k ?k „ki.kir ?: ?ck ic? ;kir ? :kk ?rkit ?k ?r irkkkk k:'c ?ck i:k?;kk FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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.) = 14:49 RAINFALL INTENSITY(INCH /HR)-= 3.70 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.91 kk CONFLUENCE DATA.** STREAM RUNOFF TC INTENSITY AREA. NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.03 . 14.29 3.731 2.45 2 5.91 14.49 3.700 2.23 *kkkkic irk is kir i ;k�kiFkkkkk ?rkkkiikkk ?ck i. ;? c�..' ;ir',ckkki:k ?. „',r�',t'.:kir',r ?. :'rk is ?; ?rk it iak i.„ ” *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 13.86 14.29 3.731 2 13.88 14.49 3.700 COMPUTED CONFLUENCE.ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13:86 TC(MIN.) = 14.29 TOTAL AREA(ACRES) = 4.68 iaicickkitkitickk? ckiri:'. rkkkkkiciciikkkkkickkkkkkkkkickkickkk? ckkkkkkirkkicst ? :kk ?:�kic::kickk ?::: ?rir?: ?r ' FLOUT PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 >MAIN- STREAM'MEMORY COPIED ONTO MEMORY BANK # 1 ««< k :k kkkkickfrkkickkkkkkkitkkkkkkkirkkickkkicisk ?riskic ?ckiskitkkkkitkk ckkkirkkkkkirkk,Fkk'.rkkkirk FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE 21 -----.------- ------------------ - - - - -- -------------------------- - - - - -- - -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------=---=-------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 Page 5 D100.RES INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 415.70 ELEVATION DIFFERENCE = 2.80 .TC = 0.393 *[( .305.00 * *3) /( 2.80)1 * *.2 = 9.888 100 YEAR.RAINFALL INTENSITY(INCH /HOUR) = 4.636 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7293 .SUBAREA RUNOFF(CFS) = 2.70 TOTAL AREA(ACRES) =. 0.80 TOTAL RUNOFF(CFS) _ 2.70 it {c i� is is it i, :: is is is is is {r it it is it it it it is {r is is :: '.c'.c is {c is is is ir'„ is it ie is i` is is is is it {r ir'.: it is i` is ',; ',t •k it it it is ir',c is it is i, ': {c {c'.r is ir': it it it it •FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ----------------= ----------------------------------- - ----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 4.636 SOIL CLASSIFICATION IS "Arl COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8659 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.92 TOTAL.AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3.63 TC(MIN) = 9.89 •. s4 it is it it ic'„ is {t it is it it it is it is ;t is is is {: ',: is it ir',: i, is is it is it is {c it :4 it it'., „ is is is is is :t it is it it is is it is it is it {c it it it {c is $ is ir',r is is is is i ;.ic is i; FLOW PROCESS FROM NODE 15.00 TO NODE 19.00 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 7.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 411.50 DOWNSTREAM NODE ELEVATION = 410.40 FLOWLENGTH(FEET) 102.00 MANNING!.S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.63 TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 10.20 - * iY {: is is is it it it is :k is it is it is is is is ic'.r it i:'.r it is is it is is is i` it it it $ is is is {r it it is is it ia'.c sY it it i::k is it it it it :t it is is is is is i` is {r is is fc i; is {; i; i; is FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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 3.63 10.20 4.551 1.03 ".MEMORY BANK # 1 CONFLUENCE.DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) .(ACRE) .11 13.86 14.29 3.731 4.68 ir': is is it it it it �F it is ie i` is ir'.c is is it is is it it it is it �t s4 � it is is it WA RN I N G is is is it is it {c',: is :t it it is it is is is i; it is is i; .* is it {: �- st it is is is it is 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. d: » {:'.ci:it *iri: it is it �•it*ici: *{c'r is i;{rir{c{:iri`i`ir' :i : iri : i:'.ci : ici:'.r it is it it:�ic is is it i:i; is it it it it it it is ir'c',c is �•.: it st iF it { :i: „ic it Page 6 D100.RES PEAK. FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.52 10.20 4.551 2 16.83 14.29 3.731 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 16.83 TC(MIN.) = 14.29 TOTAL .AREA(ACRES) = 5.71 'c is is ?e ?; i; is ?: ?: it it is i; is it it is it it is i; it it � ?c is i; it is is ir'•; it it :: it is ?r it is i; is ?.• * ?c ?c it ?; ?r it it is is ?r ?; ?r ?r ?r it ?; ?t :Y ?; ?r ir'; ?: ?r ?r �• is i; ic'.: ?c it " FLOW PROCESS FROM NODE 19.00 TO NODE 19.10 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ----------------------------------------------------------- --- ---- -- DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 410.20 DOWNSTREAM.NODE ELEVATION = 408.40 FLOWLENGTH(FEET) = 304.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.83 TRAVEL TIME(MIN.) = 0.82 TC(MIN:) = 15.11 it it it ?r is is ?r it i; ?: ?; it is is is ?: '.r is is it is it is i; ir. ii it is it ?c is it ir'c ?; '.; * it ?r is ?: �• ?r is ic'.• ?r * it ?r ?c i; ',r ?i it it i; ?; i; ?c ?r it is ?r i; ?; �• ?r it is * ?r ic'.r ?e'r FLOW PROCESS FROM NODE 19.10 TO NODE 19.10 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.) = 15.11 RAINFALL INTENSITY(INCH /HR) = 3:61 TOTAL STREAM AREA(ACRES) = 5.71 PEAK FLOW RATE(US) AT CONFLUENCE = 16.83 FLOW PROCESS FROM NODE 19.20 TO NODE 19.10 IS CODE = 21 >>>RATIONAL METHOD INITIAL•SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHAN6E)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 34.5.00 UPSTREAM ELEVATION ' =. - 417.10 DOWNSTREAM ELEVATIO = 414:30 ELEVATION DIFFERENCE = 2.80 TC = 0.359 *[( 345.00 * *3) /( 2.80)] * *:2 = 9.741 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.677 SOIL CLASSIFICATION:IS "A" .CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '.7812 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF (CFS) _ .2.92 'c °k ir.'.• is ?; * is ?r ?c it *'.c ?c ?c ?; is ?c ?; is it is is i; ?c is ?; ?c is ?c i; * is ?c i; ?c i. '.c is ?c ?. '.c is i. is is * :'c it ?c ?r ?: it is it'.r'.r ?..: '.t it ::.. it � it :k ?c'.c * ?c ii ?r ?. ?e'.c FLOW PROCESS FROM NODE 19.10 TO NODE 19.10 IS CODE = -1 Page 7 D100.RES '» » >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.) = 9.74 'RAINFALL INTENSITY(INCH /HR) = 4.68 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.83 15.11 3.609 5.71 2 2.92 9.74 4.677 0.80 kkkk::....kkkkk;•�kickkiritk?• kkirkk?ckirk'c k'. ci: ic'; kitkkic�k? �'. r'. ci :kitirickickk�'c ?ckkirk?...kir • •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. } jrkkickkit it is Yc itkkisk k'.t ?t ickkkirkkkit it itkkkkirk irk irkkit irkkitkkkkitkkic irkkkir irkkkk '.rkk',rk ?ckki: itk ' 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 13.77 9.74 4.677 2 19.09 15.11 3.609 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ 19.09 TC(MIN.) = 15.11 TOTAL AREA(ACRES) = 6.51 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 19.09 TC(MIN.) = 15.11 TOTAL AREA(ACRES) = 6.51 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 • Page 8 I 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 * System "E" * * FILE NAME: E.100'. TIME /DATE OF STUDY: 10:43 6/ 6/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------=------------------- - ---------------------- =------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 1.8.00 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 300.00 TO NODE 305.00 IS CODE = 21�, ------------------------------------------------------ ------------- ------------ >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED.INITIAL SUBAREA UNIFORM DEVELOPMENT IS S -INGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH:= 755.00 UPSTREAM ELEVATION 421.90 DOWNSTREAM ELEVATION = 416.30 ELEVATION DIFFERENCE = 5.60 TC = 0.393 *(( 755.00 * *3) /( 5.60)] * *.2 = 14..828 ..100 YEAR RAINFALL INTENSITY(INCH /HOUR). = 3.650 .SOIL CLASSIFICATION IS- "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7033 SUBAREA RUNOFF(CFS) = 5.03 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 5.03 ..FLOW-PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE -----=---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = ,14.83 RAINFALL INTENSITY(INCH /HR) = 3.65 TOTAL STREAM AREA(ACRES) = 1:96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5:03 -FLOW PROCESS FROM NODE 305.10 TO NODE 305.00 IS CODE = 21 iL�^ -------------- =------------------------------------------------ I---=L- ». » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - - ---- - - - - -- ----------------------- ASSUMED INITIAL SUBAREA UNIFORM Fr' DEVELOPMENT IS COMMERCIAL f/� v TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 790.00 UPSTREAM ELEVATION = 423.70 DOWNSTREAM ELEVATION = 416.30 ELEVATION DIFFERENCE = 7.40 TC = 0.303 *[( 790.00 * *3.) /( 7.40)] .2 = 11.125 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.324 SOIL CLASSIFICATION IS "A" COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT = .8644 SUBAREA RUNOFF(CFS) = 4.19 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS).= 4.19 i FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ----------------------------------------------------------- ------------- - - -y -, » » >DESIGNATE. INDEPENDENT STREAM FOR CONFLUENCE « «< l!►' °' Yip Y >>>AND COMPUTE VARIOUS CONFLUENCED STREAM.VALUES<< <<< TOTAL NUMBER OF'STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE*: TIME OF CONCENTRATION(MIN.) = 11.13 RAINFALL INTENSITY(INCH. /HR) = 4.32 TOTAL STREAM AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY. AREA NUMBER (CFS). (MIN.) (INCH /HOUR) (ACRE) 1 5.03 14.83 3.650 1.96 2 4.19 11.13 4.324 1.12 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 7..96 11.13 4.324 2 8.57 14.83 3.650 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.57 Tc(MIN.) = 14.83 TOTAL AREA(ACRES) = 3.08 FLOW PROCESS FROM NODE 305.00 TO NODE 309.00 IS CODE = 3 ---=--------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< DEPTH.OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.8 UPSTREAM NODE ELEVATION = 412.30 DOWNSTREAM NODE ELEVATION = 412.10 FLOWLENGTH (FEET) 18.00 MANNING'S N = .0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.57 TRAVEL TIME (MIN.) = 0.04 TC(MIN.) = 14.87 FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 IS CODE = 10 --------------------------------------------------------------------- ---------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< i ! FLOW 'PROCESS FROM NODE 306.00 TO NODE 308.00 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 255.00 UPSTREAM ELEVATION = 420.30 DOWNSTREAM ELEVATION = 419.00 ELEVATION DIFFERENCE = 1.30 TC,= 0.30.3 *[( 255.00 * *3) /( 1.30)] * *_2 = 7.993 100 YEAR ,RAINFALL INTENSITY("INCH /HOUR) = 5.256 SOIL.CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8685 SUBAREA RUNOFF(CFS) 1.92 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.92 FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 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_) = 7.99 RAINFALL INTENSITY(INCH /IR) = 5: "26 TOTAL STREAM-AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS).AT CONFLUENCE = 1.92 FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 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 = 395.00 UPSTREAM ELEVATION = 421.00 DOWNSTREAM ELEVATION = 419.00 • • I • ELEVATION DIFFERENCE = 2.00 TC = 0.303 *[( 395.00 * *3) /( 2.00)1 * *.2 = 9.535 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =. 4.736 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8663 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES). 0.66 TOTAL RUNOFF(CFS) = 2.71 FLOW PROCESS FROM NODE 308.00 TO NODE .308.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE 114DEPENDENT 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.) = 9.54 RAINFALL INTENSITY(INCH /HR). = 4.74 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 **-CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.). (INCH /HOUR) (ACRE)' .1 1.92 7:99 5.256 0.42 2 2.71 9.54 4.736 0.66 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 4.19 7.99 5.256 2. 4.44' 9.54 4.736 COMPUTED CONFLUENCE ESTIMATES AREAS FOLLOWS: PEAK FLOW RATE(CFS) = 4.44 Tc(MIN.) = .9.54 TOTAL AREA(ACRES) = 1.08 FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 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 9.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.).= 4.5 -UPSTREAM NODE ELEVATION = 414.80 DOWNSTREAM NODE ELEVATION = 412.60 FLOWLENGTH(FEET) = 395.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.44 TRAVEL TIME(MIN_) = 1.47 TC(MIN.) = 11.00 FLOW PROCESS FROM NODE - 309.00 TO NODE 309.00 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.) = 11.00 RAINFALL. INTENSITY(INCH /HR) = 4.35 TOTAL STREAM AREA.(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.44 FLOW PROCESS FROM NODE 301.00 TO NODE 301.10 IS CODE = 21 ------------7--------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALXSIS « «< �.cv ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 INITIAL - SUBAREA FLOW - LENGTH = 520.00 UPSTREAM ELEVATION = 421.30 DOWNSTREAM ELEVATION = 416.30 ELEVATION DIFFERENCE = 5.00 _TC = 0.393 *[( 520.00 * *3) /( 5.00)] * *.2 = 12.127 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.110 j SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT .= .7164 SUBAREA RUNOFF(CFS) = 3.77 TOTAL AREA(ACRES) = 1.28 TOTAL RUNOFF(CFS) = 3.77 FLOW. PROCESS FROM NODE 301.10 TO NODE 309.00 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. 7.3 INCHES PIPEFLOW'VELOCITY(FEET /SEC.) = 5.6 - UPSTREAM NODE. ELEVATION = 412.30 DOWNSTREAM NODE ELEVATION = 412.10 FLOWLENGTH(FEET) = 18.00 MANNING'S N 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES ,= 1 PIPEFLOW THRU SUBAREA(CFS) = 3.77 TRAVEL.-TIME(MIN.) = 0.05 TC(MIN.) _ 12.18 FLOW PROCESS FROM NODE 309.00 TO NODE 3.09.00 IS CODE = 1 >>5>> 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.) = 12.18 RAINFALL INTENSITY(INCH /HR) = 4.10 TOTAL STREAM AREA(ACRES) = 1.28 " PEAK. FLOW RATE(CFS) AT CONFLUENCE = 3.77 * * CONFLUENCE ' DATA STREAM RUNOFF . Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.44 11.00 4.352 1.08 • Ll 2 3.17 12.18 4.'099 1.28 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 7.84 11.00 4.352 2 7.95 12.:18 4.099 COMPUTED.CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.84 Tc(MIN.) = 11.00 TOTAL AREA(ACRES) = 2.36 FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 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. 7.84 11.00 4.352 2.36 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.57 14.87 3.644 3.08 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 14.18 11.00 4.352 2 15.13. 14.87 3.644 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)..= 15.13 Tc(MIN.) = ..14.87 TOTAL AREA'(ACRES) = 5.44 FLOW PROCESS FROM NODE 309.00 TO NODE 311..00 IS CODE = 3 >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< -_ >>>>> USING - COMPUTER - ESTIMATED- PIPESIZE -( NON - PRESSURE- FLOW)<< <<<- _-- _ -_ - -y- DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 412.10 DOWNSTREAM NODE ELEVATION = 411.50 FLOWLENGTH(FEET) = 145.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.13 TRAVEL TIME(MIN J = 0.45 TC(MIN.) = 15.32 FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 8 ------------------------------------------------------=--------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < ' ,1 - -------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.580 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8602 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.92' TOTAL AREA(ACRES) = 5.74 TOTAL RUNOFF(CFS) 16.05 'TC (MIN) = 15.32 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 16.05 Tc(MIN.) = 15-32 TOTAL AREA(ACRES) = 5.74 END OF RATIONAL METHOD ANALYSIS i 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. I_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 * System "A" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: A_10 TIME /DATE OF STUDY: 12:46 2/16/2005 ---------------------------------------------------------------------------- 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 30.00 TO NODE 32.00 IS CODE = 21 ------------------------------------------ -------------------- - - - - -� >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< �l ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 654.00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 414.70 ELEVATION DIFFERENCE = 5.30 TC = 0.393 *[( 654.00 * *3) /( .5.30)) * *.2 13.754 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.294 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6513 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 1:00 TOTAL RUNOFF(CFS) = 1.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 13.75 RAINFALL INTENSITY(INCH /HR) = 2.29 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 /J ------=--------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 550.00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 4.70 TC = 0.393 *[( 550.00 * *3) /( 4.70)] * *.2 = 12.698 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.405 j SOIL CLASSIFICATION IS "A" SINGLE-FAMILY (1/4 ACRE LOT) IRUNOFF COEFFICIENT = .6566 SUBAREA RUNOFF(CFS) = 2•.19 TOTAL AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 2.19 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 12.70 RAINFALL INTENSITY(INCH /HR) = 2.40 TOTAL STREAM AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.49 13.75 2.294 1.00 2 2.19 12.70 2.405 1.39 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 3.57 12.70 2.405 2 3.59 13.75 2.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.57 Tc'(MIN.) = 12.70 TOTAL AREA(ACRES) = 2.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 6 ------------------------------------------------------------------ » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< UPSTREAM ELEVATION = 414.70 DOWNSTREAM ELEVATION = 414.20 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 3.62 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98 ! PRODUCT OF DEPTH &VELOCITY = 0.77 j STREETFLOW TRAVELTIME(MIN) = 0.67 TC(MIN) = 13.37 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.333 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8506 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.10 ' SUMMED AREA(ACRES) = 2.44 TOTAL RUNOFF(CFS) = 3.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.10 FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH *VELOCITY = 0.78 i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 13.37 RAINFALL INTENSITY(INCH /HR) = 2.33 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT .CONFLUENCE = 3.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i -- FLOW - PROCESS FROM NODE 33.00 TO NODE 35.00 IS CODE = 21 /� .i -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL`METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 715.00 i UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 414.20 ELEVATION DIFFERENCE = 5.80 I TC = 0.393 *[( 715.00 * *3) /( 5.80).J * *.2 = 14.251 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.247 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6490 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 1.50 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. i ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.08 13.37 2.333 2 5.04 14.25 2.247 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.08 Tc(MIN.) = 13.37 TOTAL AREA(ACRES) 3.47 f FLOW PROCESS FROM NODE 35.00 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 9.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 { UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.80 FLOWLENGTH(FEET) = 25.00 MANNING'S N = .0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER.OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.08 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 13.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 10 -=----- -------------------------------------------------------------------- ».» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< FLOW FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 1CPROCESS k -- - ----------------------------------------------------------- >>>>>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.) = 14.25 RAINFALL INTENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 1.03 r PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) `i 1 3.67 13.37 2.333 2.44 2 1.50 14.25 2.247 1.03 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. i ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.08 13.37 2.333 2 5.04 14.25 2.247 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.08 Tc(MIN.) = 13.37 TOTAL AREA(ACRES) 3.47 f FLOW PROCESS FROM NODE 35.00 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 9.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 { UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.80 FLOWLENGTH(FEET) = 25.00 MANNING'S N = .0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER.OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.08 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 13.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 10 -=----- -------------------------------------------------------------------- ».» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *_2 INITIAL SUBAREA FLOW - LENGTH = 660.00 UPSTREAM ELEVATION = 418.90 DOWNSTREAM ELEVATION = 414.20 ELEVATION DIFFERENCE = 4.70 TC = 0.393 *[( 660.00 * *3) /( 4.70)] * *_2 = 14.166 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.255 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6494 SUBAREA RUNOFF(CFS) = 2.50 TOTAL AREA(ACRES) = 1.71 TOTAL RUNOFF(CFS) = 2.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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_) = 14.17 RAINFALL IN.TENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 45.00 .IS CODE = 21 --- --------- 7 --------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM_____ _________________'_____________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]. * *.2 INITIAL SUBAREA FLOW - LENGTH = 295.00 UPSTREAM ELEVATION = 416.90 DOWNSTREAM ELEVATION = 414.20 ELEVATION DIFFERENCE = 2.70 TC = 0.393 *[( 295.00 * *3) /( 2.70)] * *.2 = 9.763 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.808 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6740 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.15 - -FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE ---------------------------------------------------------------------- >>>>>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.) = 9.76 RAINFALL INTENSITY(INCH /HR) = 2.81 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.50 14.17 2.255 1.71 2 1.15 9.76 2.808 0.61 *** * * * * *. * * * * * * * * * * * * * * * * * : * * * * * ** 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 2.88 9.76 2.808 2 3.43 14.17 2.255 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.43 Tc(MIN_) = 14.17 TOTAL AREA(ACRES) = 2.32 FLOW PROCESS FROM NODE 45.00 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 6.6 INCHES 1 PIPEFLOW VELOCITY(FEET /SEC_) = 5.8 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.80 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013• ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.43 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 14.21 i FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 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 3.43 14.21 2.251 2.32 ** MEMORY BANK # 1 CONFLUENCE DATA ** 14.21 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.08 13.45 2.325 3.47 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 8.33 13.45 2.325 2 i 8.35 14.21 2.251 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.33 Tc(MIN.) = 13.45 TOTAL AREA(ACRES) = 5.79 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 8.33 Tc(MIN.) = 13.45 TOTAL AREA(ACRES) = 5.79 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 * System "B" ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: B.10 TIME /DATE OF STUDY:.13:33 5/31/2006 ---------------------------------------------------------------------------- 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 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 785.00 UPSTREAM ELEVATION = 418.80 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 5.80 TC = 0.393 *[(, 785.00' * *3) /( 5.80)] * *.2 = 15.073 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.174 SOIL CLASSIFICATION IS "A" SINGLE= FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6454 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 2.67 TOTAL RUNOFF(CFS) = 3.75 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 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.) = 15.07 RAINFALL INTENSITY(INCH /'HR) = 2.17 TOTAL STREAM AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.75 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ------------------------------------------------------------------------_---- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY ( "1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 418.60 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 5.60 ,TC = 0.393 *[( 700.00 * *3) /( 5.60)] * *.2 = 14.170 10 YEAR RAINFALL INTENSITY(INCH /HOUR). = 2.254 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6494 ,SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 2.13 TOTAL RUNOFF(CFS) = 3.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 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.) = 14.17 . RAINFALL INTENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.75 15.07 2.174 2.67 2 3.12 14.17 2.254 2.13 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 6.64 14.17 2.254 2 6.75 15.07 2.174 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.75 TC(MIN.) = 15.07 TOTAL AREA(ACRES) = 4.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 205.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 407.00 DOWNSTREAM NODE ELEVATION = 406.80 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.75 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 15.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 600.00 UPSTREAM ELEVATION = 417.70 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 4.70 TC = 0.393 *[( 600.00 * *3) /( 4.70)] * *.2 = 13.379 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.332 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6532 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 0.89 TOTAL RUNOFF(CFS) = 1.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 13.38 RAINFALL INTENSITY(INCH /HR) = 2.33 TOTAL STREAM AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 535.00 UPSTREAM ELEVATION = 418.10 DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 5.10 TC = 0.393 *[( 535.00 * *3) /( 5.10)] * *.2 = 12.287 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.452 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6588 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 1.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 12.29 RAINFALL INTENSITY(INCH /HR) = 2.45 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 ** CONFLUENCE DATA ** DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.36 13.38 2.332 0.89 2 1.31 12.29 2.452 0.81 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 T STREAM RUNOFF NUMBER (CFS) 1 2.55 2 2.60 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ t1BLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 12.29 2.452 13.38 2.332 ESTIMATES ARE AS FOLLOWS: = 2.60 Tc(MIN.) = 13.38 1.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.60 13.38 2.332 1.70 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.75 15.17 2.166 4.80 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 8.56 13.38 2.332 2 9.17 15.17 2.166 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.17 Tc(MIN.) = 15.17 TOTAL AREA(ACRES) = 6.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 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.) = 4.9 UPSTREAM NODE ELEVATION = 406.80 DOWNSTREAM NODE ELEVATION = 406.20 FLOWLENGTH(FEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.17 TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 15.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 15.61 RAINFALL INTENSITY(INCH /HR) = 2.13 TOTAL STREAM AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 515.00 UPSTREAM ELEVATION =. 418.50 DOWNSTREAM ELEVATION = 413.60 ELEVATION DIFFERENCE = 4.90 TC = 0.393 *[( 515.00 * *3) /( 4.90)] * *.2 = 12.106 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.474 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6598 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = 2.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 12.11 RAINFALL INTENSITY(INCH /HR) = 2.47 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.22 FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 21 -=-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------------------------------------------------------------=------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 460.00 UPSTREAM ELEVATION = 418.00 DOWNSTREAM ELEVATION = 413.60 ELEVATION DIFFERENCE = 4.40 TC = 0.393 *[( 460.00 * *3) /( 4.40)] * *.2 = 11.559 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.542 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6628 SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 2.06 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 CONFLUENCE --- - - - - -- ------------------------------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- FLOW RATE ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: Tc TIME OF CONCENTRATION(MIN.) = 11.56 NUMBER RAINFALL INTENSITY(INCH /HR) = 2.54 (INCH /HOUR) TOTAL STREAM AREA(ACRES) = 1.22 10.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 ** CONFLUENCE DATA ** 11.33 12.11 STREAM RUNOFF Tc INTENSITY AREA 3 .NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 2.129 1 9.17 15.61 2.129 6.50 2 2.22 12.11 2.474 1.36 3 2.06 11.56 2.542 1.22 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.96 11.56 2.542 2 11.33 12.11 2.474 3 12.80 15.61 2.129 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.80 Tc(MIN.) = 15.61 TOTAL AREA(ACRES) = 9.08 FLOW PROCESS FROM NODE 210.00 TO NODE 229.00 IS CODE = 3 --------=------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< >> >>>USING.COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---'------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 406.20 DOWNSTREAM NODE ELEVATION = 405.50 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.01 .3 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.80 TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 16.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE = 10 ---------------=------------------------------------------------------------ >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.00 TO NODE 228.10 IS CODE = 21 - - ---------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 485.00 UPSTREAM ELEVATION = 417.00 DOWNSTREAM ELEVATION = 413.70 ELEVATION DIFFERENCE = 3.30 TC = 0.393 *[( 485.00 * *3) /( 3.30)] * *.2 = 12.638 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.412 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6569 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.94 TOTAL RUNOFF(CFS) = 1.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW. PROCESS FROM NODE 228.10 TO NODE 228.10 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.) = 12.64 RAINFALL INTENSITY(INCH /HR) = 2.41 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 FLOW PROCESS FROM NODE 228.20 TO NODE 228.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- �' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 290.00 UPSTREAM ELEVATION = 419.20 DOWNSTREAM ELEVATION = 416.60 ELEVATION DIFFERENCE = 2.60 TC = 0.393 *[( 290.00 * *3) /( 2.60)] * *.2 = 9.736 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.813 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6742 'SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) 1.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.30 TO NODE 228.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 416.60 DOWNSTREAM ELEVATION = 413.70 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 2.15 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.76 PRODUCT OF DEPTH &VELOCITY = 0.59 STREETFLOW TRAVELTIME(MIN) 4.98 TC(MIN) = 14.71 10 YEAR•RAINFALL INTENSITY(INCH /HOUR) = 2.205 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6469 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.20 SUMMED AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 2.75 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET /SEC.) = 1.89 DEPTH *VELOCITY = 0.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.10 TO NODE 228.10 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.) = 14.71 RAINFALL INTENSITY(INCH /HR) = 2.20 .TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc• INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.49 12.64 2.412 0.94 " l 0 2 2.75 14.71 2.205 1.66 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 3.85 12.64 2.412 2 4.11 14.71 2.205 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.11 Tc(MIN.) = 14.71 TOTAL AREA(ACRES) = 2.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.10 TO NODE 239.00 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 7.9 INCHES PIPEFLOW VELOCITY(FEET /SEC'.) = 5.5 UPSTREAM NODE ELEVATION = 405.90 DOWNSTREAM NODE ELEVATION = 405.60 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.11 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 14.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 365.00 UPSTREAM ELEVATION = 418.40 DOWNSTREAM ELEVATION = 415.50 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 365.00 * *3) /( 2.90)] * *.2 = 10.936 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.627 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6665 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . - -FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 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.) = 10.94 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 218.00 UPSTREAM ELEVATION = 418.40 DOWNSTREAM ELEVATION = 415.50 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 218.00 * *3) /( 2.90)] * *.2 = 8.027 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.152 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6870 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1,00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 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.) = 8.03 RAINFALL INTENSITY(INCH /HR) = 3.15 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 ** CONFLUENCE DATA ** TABLE ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.51 10.94 2.627 0.29 2 1.00 8.03 3.152 0.46 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 1.37 8.03 3.152 2 1.34 • 10.94 2.627 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.37 Tc(MIN.) = 8.03 TOTAL AREA(ACRES) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 232.00 TO NODE 235.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<.<< << ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 415.50 DOWNSTREAM ELEVATION = 414.70 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 1.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.55 PRODUCT OF DEPTH &VELOCITY = 0.47 STREETFLOW TRAVELTIME(MIN) = 1.51 TC(MIN) = 9.53 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.848 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8551 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.12 SUMMED AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET /SEC.) = 1.61 DEPTH *VELOCITY = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 235.00 TO NODE 235.00 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.) = 9.53 RAINFALL INTENSITY(INCH /HR) = 2.85 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.00 TO NODE 235.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION.CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 355.00 UPSTREAM ELEVATION = 417.80 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.00 TC = 0.393 *[( 355.00 * *3) /( 3.00)] * *.2 = 10.682 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.663 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1. RUNOFF COEFFICIENT = .6680 1.83 03 TOTAL RUNOFF(CFS) = 1.83 FLOW PROCESS FROM NODE 235.00 TO NODE 235.00 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.) = 10.68 RAINFALL INTENSITY(INCH /HR) = 2.66 TOTAL STREAM AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.), (INCH /HOUR) (ACRE) 1 1.49 9.53 2.848 0.80 2 1.83 10.68 2.663 1.03 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 235.00 TO NODE 239.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 414.80 DOWNSTREAM ELEVATION = 413.70 STREET LENGTH(FEET) = 235.00 CURB HEIGHT(INCHES) = 6.. STREET HALFWIDTH(FEET) =18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 3.38 STREETFLOW MODEL RESULTS:, STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.84 PRODUCT OF DEPTH &VELOCITY = 0.72 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 / HODUR) 1 3.13 9.53 2.848 2 3.23 10.68 2.663 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .PEAK FLOW RATE(CFS.) = 3.23 Tc(MIN.) = 10.68 TOTAL AREA(ACRES) = 1.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 235.00 TO NODE 239.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 414.80 DOWNSTREAM ELEVATION = 413.70 STREET LENGTH(FEET) = 235.00 CURB HEIGHT(INCHES) = 6.. STREET HALFWIDTH(FEET) =18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 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) = 3.38 STREETFLOW MODEL RESULTS:, STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.84 PRODUCT OF DEPTH &VELOCITY = 0.72 • STREETFLOW TRAVELTIME(MIN) = 2.13 TC(MIN) = 12.81 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.393 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8512 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) _ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) = 1.79 DEPTH *VELOCITY = 0.31 3.53 13.62 0.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 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.) = 12.81 RAINFALL INTENSITY(INCH /HR) _ . 2.39 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 236.00 TO NODE 239.00 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 = 500.00 UPSTREAM ELEVATION = 417.00 DOWNSTREAM ELEVATION = 416.70 ELEVATION DIFFERENCE = 0.30 TC = •0.303 *[( 500.00 * *3) /( 0.30)] * *.2 = 16.053 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8483 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 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.) = 16.05 RAINFALL INTENSITY(INCH /HR) = 2.09 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ** CONFLUENCE DATA STREAM RUNOFF ** TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.53 12.81 2.393 1.98 2 0.50 16.05 2.094 0.28 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 3.93 12.81 2.393 2 3.59 16.05 2.094 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.93 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 2.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 11 ----------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 3 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 7.49 12.81 2.393 2 7.72 14.81 2.197 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.72 Tc(MIN.) = 14.81 TOTAL AREA(ACRES) = 4.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 3 ------------------------- --------------------- -------= ---------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.0 UPSTREAM NODE ELEVATION = 405.60 DOWNSTREAM NODE ELEVATION = 405.50 FLOWLENGTH(FEET) = 8.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.72 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.82 ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.93 12.81 2.393 2.26 ** MEMORY BANK # 3 STREAM RUNOFF CONFLUENCE DATA ** Tc INTENSITY AREA NUMBER (CFS) (MIN.) • (INCH /HOUR) (ACRE) 1 4.11 14.81 2.197 2.60 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 7.49 12.81 2.393 2 7.72 14.81 2.197 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.72 Tc(MIN.) = 14.81 TOTAL AREA(ACRES) = 4.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 3 ------------------------- --------------------- -------= ---------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.0 UPSTREAM NODE ELEVATION = 405.60 DOWNSTREAM NODE ELEVATION = 405.50 FLOWLENGTH(FEET) = 8.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.72 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.82 FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 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 7.72 14.82 2.195 4.86 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.80 16.09 2.091 9.08 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 19.51 14.82 2.195 2 20.15 16.09 2.091 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.15 Tc(MIN.) = 16.09 TOTAL AREA(ACRES) = 13.94 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 20.15 Tc(MIN.) = 16.09 TOTAL AREA(ACRES) = 13.94 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS C10. RES . ............ iri: a'..... i.•' c�' t:: �' ric.. �' ci: d: i.•';.. i; �r' c'.. �c�. a..; radr' :�- ��:r'kl.•�- :r'. ;i ;�•ic dc'c�..'t�'t�•�•:r :: ;r t: it :k i. :: k'c .. .. .. .. .. .. 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 System "C" rev: 4/9/06 't ickh��: ck' cic':: tt.:: �;'ci:;Yic:c:k't:k'r'c�'.c'.c'c :: is '.l': 'r't .. �'.c'c'tic't it �s:•k �c "ki:'.'c�::..:t:t is it ic'.c :: 'c',t k'.c :k it :t :: i; �.. .. .. FILE NAME: C.10 TIME /DATE OF STUDY: 18:13 4/ 9/2006 ---------------------------------------------------------------------------- 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 100.00 TO NODE 100.10 IS CODE = 21 ------------------------------------------------------------- --------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]' *.2 INITIAL SUBAREA FLOW- LENGTH = 500.00 UPSTREAM ELEVATION = 420.90 DOWNSTREAM ELEVATION = 416.60 ELEVATION DIFFERENCE = 4.30 TC = 0.393 *[( 500.00 **3)/( 4.30)1 * *.2 = 12.208 10 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .2.462 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6592 SUBAREA RUNOFF(CFS) = 3.23 TOTAL AREA(ACRES) = 1.99 TOTAL RUNOFF(CFS) = 3.23 ..* isttic: t�-'. r•& ic?t'c'.r *'.r'kki:';*:k *•::.... .. �: is *icy :: .. .. .. .. .. .. .. .. .. � -'r �k� .. ........ *tr *.::cic'cic *ir * * * *., .. 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FLOW PROCESS FROM NODE 100.10 TO NODE 100.30 IS CODE = 3 -------------------------------------------------------------------=-------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< Page 1 C10.RES - -»» > USING - COMPUTER - ESTIMATED- PIPESIZE- (NON - PRESSURE - FLOW) « «< -- -- - - - - -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 UPSTREAM NODE ELEVATION = 411.00 DOWNSTREAM NODE ELEVATION = 410.90 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.23 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 12.29 FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 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.) = 12.29 RAINFALL INTENSITY(INCH /HR) = 2.45 TOTAL STREAM AREA(ACRES) = 1.99• PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23 FLOW PROCESS FROM NODE 110.00 TO NODE 100.20 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3) /(ELEVATION CHANGE)]?r?r.2 INITIAL SUBAREA FLOW- LENGTH = 330.00 UPSTREAM ELEVATION = 419.50 DOWNSTREAM ELEVATION = 416.60 ELEVATION DIFFERENCE = 2.90 TC = 0.393 «[( 330.00 « «3) /( 2.90)] «?r.2 = 10.294 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.722 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6705 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1.17 .. .. « «ic it ?c i : «?r « «?c'.c :k ?tic«ic is it' X: t «ir «'k « «?r «itk«« «'.c:F «�� ««« «ic is « « « «ic «ir'k ?t «?r sk «« « «'k �k «it :c'..•'k st it ?t't it it ?c FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = ---------------------------------------------------------------------------- » » >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 4.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.0 UPSTREAM NODE ELEVATION = 411.00 DOWNSTREAM NODE ELEVATION = 410.90 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.17 TRAVEL TIME(MIN.).= 0.11 TC(MIN.) = 10.40 0 Page 2 C10. RES FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 is CODE ---------------------------------------------------------------------------- >>>>>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.) = 10.40 RAINFALL INTENSITY(INCHJHR) = 2.70 TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.17 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.23 12.29 2.452 1.99 .2 1.17 10.40 2.705 0.64 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. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •* PEAK FLOW RATE T, STREAM RUNOFF NUMBER (CFS) 1 3.90 4.29 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = 4BLE ** Tc INTENSITY (MIN.) (INCH/HOUR) 10.40 2.705 12.29 2.452 ESTIMATES ARE AS FOLLOWS: 4.29 TC(MIN.) = 12.29 2.63 FLOW PROCESS FROM NODE 100.30 TO NODE 100.40 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.) = 4.1 UPSTREAM NODE ELEVATION = 410.90 DOWNSTREAM NODE ELEVATION = 410.10 FLOWLENGTH(FEET) = 180.00 'MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.29 TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 13.03 FLOW PROCESS FROM NODE 100.40 TO NODE 100.40 is CODE = I • ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 13.03 Page 3 C10.RES RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 ...... ..., .: �k :Y :k *.. :c �•:c d: :r'r *'r is :ra :...: *dr *dr * *dr *.. '..• *ir ;r'r *ic'.. � :c *........ .. .. 'c :c *.. 'c': .... ,..: dc'r'.r i, .: *' ...... ........ .... FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = 419.20 DOWNSTREAM ELEVATION = 416.60 ELEVATION DIFFERENCE = 2.60 TC = 0.393 *[( 305.00 * *3) /( 2.60)1** .2 = 10.035 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.763 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6722 SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 1.69 .... 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FLOW PROCESS FROM NODE 105.00 TO NODE 100.40 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 5.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = 410.40 DOWNSTREAM NODE ELEVATION = 410.10 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.69 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 10.18 'r *;r:4:k�•'r is dr:r:c:ric * *:r:k is ir'.r dr �k'r'.r it i:'rir:Y's:r*�t ir:4'c �k is it *ic it *':;c'c it it i:ir:rir:r:r;c:k':'c : k'.:'.c :: ': t: :r ;t �•i: t: ': :: *;r': ic* FLOW PROCESS FROM NODE 100.40 TO NODE 100.40 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.) = 10.18 RAINFALL INTENSITY(INCH /HR) = 2.74 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.29 13.03 2.369 2.63 2 1.69 10.18 2.740 0.91 0 •:: cd: drk: rX* IN THIS �'* ir�r: c'.: �* ir*: COMPUTER kY. c* k�..•** �r* �:* k*': WARNINGir: F�..'::::** tr�r�:' r�r., c�..; r�ric *:r *�r�- c * * *� .............. PROGRAM, THE CONFLUENCE VALUE USED IS BASED Page 4 C10.RES 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. kki.•kkkkkitkkk'.: kkkkdc i . ............ ...... '.: kkir i. '.rk .. irkkkkkki..: ki•kkic'.r i..........: k �•kkk � ., kkkkk'. .. ...... RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM RUNOFF NUMBER (CFS) 1 5.04 2 5.75 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = TC (MIN.) 10.18 13.03 ESTIMATES 5. 3.54 INTENSITY (INCH /HOUR) 2.740 2.369 ARE AS FOLLOWS: 75 TC(MIN.) = 13.03 irk itkkkk.... ..., it ickkkkir k', kkkir'., it i... kkkkk:: �•kkk., kkkk � kkkkkk�kkit irkkkkkkkk'.: kk kitk� � .... �'.:k FLOW PROCESS FROM NODE 100.40 TO NODE 119.00 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION = 410.10 DOWNSTREAM NODE ELEVATION = 409.30 FLOWLENGTH(FEET) = 195.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5:75 TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 13.80 k�' kkkkk. .kkickkkkkkk'rkk�k'. ;ici....... irk��• kk'. r: ckkirkkkkkkkkkk� ..kkkkkk�•kkk:k�.. .. '.;k'..kkirkk'.rk FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 10 ------------------------- 7 -------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- kkkkkk�• kkkkk'. ckk�,. kki: i....... kickkkkirk�• ki.• kirkkkki. kki.• kickt.'. c�• kki,...... iskkk '.:k'.rk....k'........irirk'.r FLOW PROCESS FROM NODE 112.00 TO NODE 115.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 590.00 UPSTREAM ELEVATION = 420.70 DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 5.40 TC = 0.393*[( 590.00 * *3) /( 5.40)] * *.2 = 12.882 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.385 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6557 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 2.16 ki: kickkkirk itk is ':k .. ki: ki: ..irk'.:kkkkkirk *kk..kkirkkkirk kirk'.: it irkkkkki,i:ic'.•ick -r', .. .. kitkki:kkkick irk* FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE 1 Page 5 C10.RES - » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.88 RAINFALL INTENSITY(INCH /HR) = 2.38 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.16 FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 655.00 UPSTREAM ELEVATION = 419.50 DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 4.20 TC = 0.393 *[( 655.00 *'`3) /( 4.20)]'` *.2 = 14.423 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = •2.231 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6482 SUBAREA RUNOFF(CFS) 1.33 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 1.33 ...'r':' :;rte *'r *�'�'dr:c'.r:r *:k�•.r is it'r dr ir'. �4:*' cdt' r':.. �' rir* �..; r.; r. l: �r: rir' a* '.�i:..'::r:r'.r'ri::r'.r'c:c'. .. '.c .. .. .. .. '.r'c. it ., .: it *k FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 14.42 RAINFALL INTENSITY(INCH /HR) = 2.23 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 * CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.16 12.88 2.385 1.38 2 .1.33 14.42 2.231 0.92 : r* �** �• * * * * * *:r * * * * * * * * * * * * * *,r * * * ** WARNING*******: r * * + * * * * *rr * * * * * * * * *�':: * *:: *;t* 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. *:ck'.c'.c:r:c'c'.c it k ic; c** ic*' k* tr * * * *•!c'.r:kir'.t:c:r{c•!c'c *tt Y �r ic'c :c it tc'.r �:: �r * *ir *•'k it is *•'k � *'.: *•k is * * *tc'.c'c *:k * *'r it 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 3.35 12.88 2.385 Page 6 C10.RES 2 3.35 14.42 2.231 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.35 TC(MIN.) = 12.88 TOTAL AREA(ACRES) = 2.30 �:: �•ir it it'.::; *it *ir *:k :k is is :: is * *'.: is is �•*it k is k *�'; it is *i:it:k it ir:; is kir *k it *ir it * * *ir * * *i: *ir'k is is it :: is is is it*ic *ir it it FLOW PROCESS FROM NODE 115.00 TO NODE 119.00 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 7.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.2 UPSTREAM NODE ELEVATION = 409.50 DOWNSTREAM NODE ELEVATION = 409.30 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.35 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.95 FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 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 3.35 12.95 2.378 2.30 iris MEMORY BANK # 1 CONFLUENCE DATA * *- STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.75 13.80 2.289 3.54 .. it is it is is ir$....: *ic ir$ „.... .. .. .. is *ir i. .. .. ,. .. ,•.. .: it i:WARNING'�ic is it is is sk is ir�A•�ir i:* *'.:ici: *'.c is it is ic*ic'.c i•.. ;; is *ic 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. x* icir* iric* ir*: kick�k**' s* iricic:: iric' kisirir**'. ric* icicicic'. riciciciricic: k* ir* icic:: icititiritici :iriri: *ir * * * *it'.riricic'.rit ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.74 12.95 2.378 2 8.97 13.80 2.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.97 TC(MIN.) = 13.80 TOTAL AREA(ACRES) = 5.84 *:k :k :k *�•it * *�k *� �•ir it*'.t'k�k•'k is ic'k iF �•ir it is *�k''k *ir it it :k *:: irir *�• *i:i:::ir *ic ir'.: is * *i: �•�X *i: it is is is * * * * *i: *:kit *'.c k:k FLOW PROCESS FROM NODE 119.00 TO NODE 119..00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 Page _7 C10.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.80 RAINFALL INTENSITY(INCH /HR) = 2.29 TOTAL STREAM AREA(ACRES) = ' 5.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.97 FLOW PROCESS FROM NODE 106.00 TO NODE 109.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH **3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 420.00 UPSTREAM ELEVATION = 418.40 ,DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 3.10 TC = 0.393*[( 420.00 * *3) /( 3.10)] * *.2 = 11.739 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.519 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6618 SUBAREA RUN.OFF(CFS) = 1.83 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.83 *'r :r * *'r *� �•:k *:tom.. .. *'c'c *�'k is t, '.: '.tic'.r�., ., 'c �., *�:k :k�:t�ic kir it *:c ic'.tit'.tir'.k : t tic it'.r:c'.r it tt :c it'c*�.. :r :t *:r ic'r ;c sF� FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 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.) = 11.81 RAINFALL INTENSITY(INCH /HR) = 2.51 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.83 "`.CONFLUENCE DATA .. �- is .'..... ' �• tc'.: 'c'::c :::r'.c � is :k ', 'c *'. '.'r •.7 :c '... ;r'c :: *'c'c :r :c'.c :k » it * is ir'.c ic'r :k it'.c'.::k it'r it � ........., it :r � .........r :c'...... „ .. „ .. FLOW PROCESS FROM NODE 109.00 TO NODE 119.00 IS CODE = 3 RUNOFF ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< INTENSITY ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 (CFS) DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES (ACRE) PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 8.97 13.80 .UPSTREAM NODE ELEVATION = 409.50 5.84 2 DOWNSTREAM NODE ELEVATION = 409.30 11.81 2.509 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 1.83 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.81 *'r :r * *'r *� �•:k *:tom.. .. *'c'c *�'k is t, '.: '.tic'.r�., ., 'c �., *�:k :k�:t�ic kir it *:c ic'.tit'.tir'.k : t tic it'.r:c'.r it tt :c it'c*�.. :r :t *:r ic'r ;c sF� FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 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.) = 11.81 RAINFALL INTENSITY(INCH /HR) = 2.51 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.83 "`.CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.97 13.80 2.289 - 5.84 2 1.83 11.81 2.509 1.10 Page 8 C10.RES ...'.:?.'? r*?.'?.' ?c'.c?r ?r?r?c�'?t?c?.'.: *�•�•?r ?; ?c'.; ?; ., ?r '.r *.. dr ir ? c? c? rir?: ?c..? ;i;'.r ?c..';'.;.. ?ric * ?c ?c ?c X?r ?c :: ?c ?c ?r is ?r'r i ;?. 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. *?cam-'.: *?c?r it �- ?c'.t *�- *ic *k?r *?ci:?c ?:i:?r:i ?c ?c ic':'.c i•?c'.c ?; ?: ',c';. O•' .t r. >., '- * *��' ...r.c'.r ?c?c ?:ir?c.. .. .c .r'k ?c *.. ': .r ?c ir'.. �•?r .. .c ?c .t .. -?c RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 9.51 2 10.64 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = TC INTENSITY (MIN.) ,(INCH /HOUR) 11.81 2.509 13.80 2.289 ESTIMATES ARE AS FOLLOWS: 10.64 TC(MIN.) = 13.80 6.94 ?c? rte•? t * *?c:k*?;ir *..'.c�•:Y *'.ri: *'.c st st:r * * *ic:k�- ?r*ir?r'.. ?c is i:?:? c'.;.:? c*? :kir'.c?c....'.c� *?c?ci."...... .. '.t it :t ?rte.. .. .. .. .. i; ?c it it FLOW PROCESS FROM NODE 119.00 TO NODE 125.00 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.) = 5.7 UPSTREAM NODE ELEVATION = 409.30 DOWNSTREAM NODE ELEVATION = 408.80 FLOWLENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.64 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 14.04 FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 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.) = 14.04 RAINFALL INTENSITY(INCH /HR) = 2.27 TOTAL STREAM AREA(ACRES) = 6.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.64 FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH **3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH = 420.00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 415.70 ELEVATION DIFFERENCE = 4.30 TC = 0.393 *[( 420.00 * *3) /( 4.30)] * *.2 = 10.995 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.618 Page 9 C10.RES SOIL,CLASSIFICATION IS "A". �• SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6661 SUBAREA RUNOFF(CFS) = 2.62 TOTAL.AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.62 .. it s4�.. is ic'.r�•�k ir:r sir',• ire .,�i:ir:tl:i::r,';'.c��•hir �sY� *ir it is it ��k kir��•ir it �.. it it is it i,',c it i.i:i:i. .. .. ..„„,. .. .. .. .. is :t is is is it FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 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.) = 11.00 RAINFALL INTENSITY(INCH /HR) = 2.62 TOTAL STREAM AREA(ACRES) = 1.50 (MIN.) PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 10.95 *i: CONFLUENCE DATA *it 2.618 2 STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.64 14.04 2.267 6.94 2 2.62 11.00 2.618 1.50 i:: kiri:. isi.'; irir�• ic'. c�s t',.,.. �sYiri;:: iri; isk�.. ti;: ri; irWARNING�:: iris: k: ti:: ksYir• �: kir� ..iri:�k:k' .................... .... 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.91 TC(MIN.) = 14.04 TOTAL AREA(ACRES) = 8.44 ---------------------------------------------------------------=------------ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 12.91 TC(MIN.) = 14.04 TOTAL AREA(ACRES) = 8.44 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 • Page 10 NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.95 11.00 2.618 2 12.91 14.04 2.267 1 • Page 10 D10.RES ' r� ................'. c' r::' c'.:' r'. c':'.:' �• ���- �-' c':: k' c'; �' c' Xir':'.:' l:.. i:: c: k��- k' c':.. i:' c 'c::'.r:c'c..��'rir::�:r�'r'r'r :: :c': .: 'c'c :c •'k i. .. - RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT i (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 :�''r� :r� r�• k�•irk c r c:c . J k rJr 10 -year Storm Hydrology Calculation System "D" 'c �c � '•. 'r is ;k is is :k :k'.r', it * *'c :c'.r'... ': is ir'.c '.. 'r :k': *'c :'c'.: is :k is '::c is ic'c'.c'.........; :r :k * tc'c i; is *.* *'r :c'c .... � x * :k :c 'c s; ..:c ::.... FILE NAME: D.10 TIME /DATE OF STUDY: 20:28 .4/ 9/2006 ---------------------------------------------------------------------------- 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 s4 is '::'r'; :c'.c ic'... ': �r :c :'r'c', ...... ,... 'r :k i. 'r :c ir'c :c': � �•'.c •k i; :k is ir'k -ir :4 is is ' -.., -. ',c'.c': '.c * * is :t i::k :k'.c'......, tc � dc'.r :c i; 'c is ic'c is :c •:r is FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSES««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 920.00 UPSTREAM ELEVATION = 423.70 DOWNSTREAM ELEVATION = 419.30 ELEVATION DIFFERENCE = 4.40 TC = 0.303 *[( 920.00 * *3) /( 4.40)] * *.2 = 13.526 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.317 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8505 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 2.38 ..........:cic'c., *'•c:rtr *,...mot.: kip**:: ir: k' .................:• x' c.............::' r• k*: cXkt :...c:t;F�k:c *:c'.c'.:'.r•& *�'k •'k :r st •'k'.: :; •&:k :c': .. FLOW PROCESS FROM NODE 2.00 TO NODE 2.20 IS CODE = 6 ---------------------------------------------------------------------------- »»> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««. Page 1 D10.RES ` UPSTREAM ELEVATION = 419.30 DOWNSTREAM ELEVATION = 417.20 STREET LENGTH(FEET) = 95.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 25.00 DISTANCE,FROM CROWN TO CROSSFALL GRADEBREAK = 23.00 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) = 2.53 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY = 0.89 STREETFLOW TRAVELTIME(MIN) = 0.52 TC(MIN) = 14.05 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.266 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.29 SUMMED AREA(ACRES). = 1.36 TOTAL RUNOFF(CFS) = 2.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.48 FLOW VELOCITY(FEET /SEC.) = 3.20 DEPTH*VELOCITY = 0.95 ................ is it i.., it is is i.., .......• is it is i, is is is ;: is it k i.., is is �'....., it is is it i. .',r is is it is it � is i, is is k � is it � ..........., ........ ., is FLOW PROCESS FROM NODE 2.20 TO NODE 2.40 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 7.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 ' UPSTREAM NODE ELEVATION = 413.20 DOWNSTREAM NODE ELEVATION = 412.90 FLOWLENGTH(FEET) = 53.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.67 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 14.27 .. irirh��ic is it is it it i.,. wit �:k ic�ic',c is is is is it ic:k is kti�'.:'.c is it it it it is is it its »ic�::ir'ki<ir is ir�ic `i; is #i; i; kris ic�A �•��i: i:�it is FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 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.) = 14.27 RAINFALL INTENSITY(INCH /HR) = 2.24 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67 � it ic'.c it is ic.�i:isi :i::k it �-ir it »�st��ic:: is kic'kir:c�i:�i:��ic k is is k:k'k'.r�ir:: it ir;t kk ir:k it it it it kic ic�ir�:k tic is :k it :Y'k Xi: :k is is '' - •FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 21 --- ------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< Page 2 D10.RES ---- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH » *3) /(EL'EVATION CHANGE)] » *.2 INITIAL SUBAREA FLOW - LENGTH. = 795.00 UPSTREAM ELEVATION = 422.90 DOWNSTREAM ELEVATION = 417.10 ELEVATION DIFFERENCE = 5.80 TC = 0.303 *[( 795.00* *3) /( 5.80)] * *.2 = 11.725 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.521 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8524 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 2.34 FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 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.) = 11.73 RAINFALL INTENSITY(INCH /HR) = 2.52 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.34 *» CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.67 14.27 2.245 1.36 2 2.34 11.73 2.521 1.09 » » » »» �' » » » » »» »'.c * » » » »» it »» » » » » » »» ic» »WARNING •c .r »» is » » » » » »» » »'.c» is » is » » » » »» �' » » » » » » »» 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 NUMBER (CFS) 1 4.54 2 4.76 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = TC INTENSITY (MIN.) (INCH /HOUR) 11.73 2.521 14.27 2.245 ESTIMATES ARE AS FOLLOWS: 4.76 TC(MIN.) = 14.27 2.45 FLOW PROCESS FROM NODE 2.40 TO NODE 19.00 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 INCHES Page 3 D10.RES PIPEFLOW VELOCITY(FEET /SEC -) = 9.2 - .UPSTREAM NODE ELEVATION = 412.70 DOWNSTREAM NODE ELEVATION - 410.30 FLOWLENGTH(FEET) = " 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.76 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 14.39 .. �• *•�ic;tiric * * *ir*ir•'Xir'sit's' sic * * *:k *irs:icir's'sit's:kiritir' sic' s' kic•' s**** �* �ici:'. tir* iriric *iricic **i :iri :i:iric'.rit'sic FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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.) = 14.39 RAINFALL INTENSITY(INCH /HR) = 2.23 TOTAL STREAM AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 .. is 'sic'sit'...,,ir�'ir :; 's is :k's�:k is 'sir :: .. * * * *its:•k�., it it is :.. .. ., it i. .. sir *ic tic �'ir �'sic'.r * *:k�i: '.r *tic it is it ., it is t. '.: it '. .. ' FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]' *.2 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 420.70 DOWNSTREAM ELEVATION = 415.50 ELEVATION DIFFERENCE = 5.20 TC = 0.393 *[( 700.00 * *3) /( 5.20)] * *.2 = 14.382 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.235 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6484 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 2.12 TOTAL RUNOFF(CFS) = 3.07 is * * * *ic sk *st'sir*ic is *sY ic'k is it Gk's * *� * *�i: •'k it it :t it's i; it *•'k it is *it' sit *ik�•�ir is is * * *'.t it it it is *it is is fir it it�ir ir'r *'.r ::. is �• FLOW,PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE = 8 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< --------------------------------------=------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.235 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8497 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 2.23 TOTAL RUNOFF(CFS) = 3.28 TC(MIN) = 14.38 �- irk *ic is i;;::kic *ir ir' s is is * *:;'st ».:::: *-.: 't it ir's's ir't it ir�:r's is sir kst ic:::Y::'s•'k't ' t•'kir's *ir st *•'k it *it�ir'.c :r's's's *it it is it it i• FLOW PROCESS FROM NODE 5.00 TO NODE 19.00 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 4.9 INCHES Page 4 D10.RES PIPEFLOW VELOCITY(FEET /SEC.) = 8.4' UPSTREAM NODE ELEVATION = 411.50 DOWNSTREAM NODE ELEVATION = 409.00 FLOWLENGTH(FEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.28 TRAVEL TIME(MIN.) = 0.13 TC(MIN'.) = 14.51 'c is it is it is ic'.r *ir it k �• *it it ic'.c it *'.r :k is is is it ic*ic is ir'x �•ic is is is *ir is it ic* *ic is is it it it is it is st it'x *ic *ic it it it it it it �•ic sY it it sY �k �k it it FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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.) = 14.51 RAINFALL INTENSITY(INCH /HR) = 2.22 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.76 14.39 2.234 2.45 2 3.28 14.51 2.223 2.23 .,.ir is :t �• :k'.r it is it'k :k � it it it :: is :t � ir'.c is it it it ic'.c :: is :k it it WA R N I N G ^ it i. is it 'k ir'.c' .. � it :k it'.c is is it is :k is :k :k ic'k * .. it :k i... � it * 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. �•r•ic:t'.c is it *ic�•ir it ir'.t* *ir�.....:ic::ici. it it it aY is is it is is ir'.... * *i....... * ** is it *.,., is is *ic is is is it it it *�k *�k *�•'.c *ic it i. .. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 8.01 2 8.02 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = TC INTENSITY (MIN.) (INCH /HOUR) 14.39 2.234 14.51 2.223 ESTIMATES ARE AS FOLLOWS: 8.01 TC(MIN.) = 14.39 4.68 ir*ic it *:7 *ic is is is it it is * *�k * *ir it *ic''k is is it it * *ic it * * * * *'.cir *:t * * *ir * *:4 * * * * * *ir it is is it *ir * * *ir *ic it is :k is it it *ir is FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< ---------------------------------------------------------------------------- is it is it ir:k *ir *it sY it it :: is is *:k *ic'.c it *i tic *iri: it it is is it*ic is it it it *ir'.: *'x it *ir *�•�'s :k it ** iris *sir it *ir it is *ir it sic ir*ir'c ir* FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 Page 5 D10.RES INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 415.70 ELEVATION DIFFERENCE = 2.80 TC = 0.393'[( 305.00 **3)/( 2.80)] **.2 = 9.888 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.787 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6732 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) 1.50 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 ------------------------------------------------ =--------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.787 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8546 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 2.05 TC(MIN) = 9.89 is *i.irt *tictttir is *i:t's�t *i...tict i,..'.r it i::F'k it is is *ir ic: k it is is it it is is it *ic ic'.ri;i.'.r is is ir'.r kic is is it is it k'.c is it is tic ;; '.r �-:t FLOW PROCESS FROM NODE 15.00 TO NODE 19.00 IS CODE = 3 ---- 7 ----------------------------------------------------------------------- »»>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 5.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.6 UPSTREAM NODE ELEVATION = 411.50 DOWNSTREAM NODE ELEVATION = 410.40 FLOWLENGTH(FEET) = 102.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.05 TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 10.25 FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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 2.05 10.25 2.728 1.03 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.01 14.39 2.234 4.68 * tit * *....t *t. : *t * *ttt * *tt *tt* tit.:* tttWARNINGit* i. ir** tt** tt *ttttt * * *ititt.,.....:i ::t * * *i. 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. Page 6 D10.RES ** PEAK FLOW RATE TABLE it STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.76 10.25 2.728 2 9.69 14.39 2.234 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.69 TC(MIN.) = 14.39 TOTAL AREA(ACRES) = 5.71 ..........kkkkkitk it k is k'. rkkkkkkkkkkkk ,.kkkkkkkkkki.......i•ic'.. .:****kick k..kkk:: ..kkkkk' ..kirk kkkk FLOW PROCESS FROM NODE 19.00 TO NODE 19.10 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 410.20 DOWNSTREAM NODE ELEVATION = 408.40 FLOWLENGTH(FEET) = 304.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.69 TRAVEL TIME(MIN.) = 0.92 TC(MIN.) = 15.31 ., ici... ..kkkktkkkkkkkk'....kkkkkkkkk., irk k'.ck �'.,kk k'ick is :k is .. � k� it k is is it 'X it'k '.cis kis ic'.c'.c�is t. wit is�it�'.r'.c FLOW PROCESS FROM NODE 19.10 TO NODE 19.10 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.) = 15.31 RAINFALL INTENSITY(INCH /HR) = 2.15 TOTAL STREAM AREA(ACRES) = 5.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.69 kk'. ...........kkkk'.rkk.,kkkkkkk:: k'.ck ki.•k kit i. „ k�.. �kkkkk'. rk •C..k��.,kkkkkkk�•�.,kk;: -kk•.. ., ick�.. .:kk.. FLOW PROCESS FROM NODE 19.20 TO NODE 19.10 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 345.00 UPSTREAM ELEVATION = 417.10 DOWNSTREAM ELEVATION = 414.30 ELEVATION DIFFERENCE = 2.80 TC '= 0.359*[( 345.00 * *3) /( 2.80)] * *.2 = 9.741 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.812 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7419 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.67 ..kkkkkkk �•kkk �• kkkkki. 'kkkkkkkkkkkkkkkkkkkkkk'..•kkkk �•k�•ir irkkkkk *irk �•kkkkkk *kkk �•�•kkkk 0 FLOW PROCESS FROM NODE 19.10 TO NODE 19.10 IS CODE = 1 Page 7 • • 'D10.RES »»>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.) = 9.74 RAINFALL INTENSITY(INCH /HR) = 2.81 TOTAL, STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 * CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.69 15.31 2.154 5.71 2 1.67 9.74 2.812 0.80 .: is :kit?i?c•'kir?c ?rir?:ir ?ric ?rte? :dr?r�• ?:ir:k?rk:k it ir':k?c',cWARNINGi:'k?r �k::ir?r�?r•'�;k ?ri: ?c it i;? : ?r ?t i; ?: k ?c is X?c kk it it it is :Y 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. is is ir?r?r it st? c?.? c'.:? c?:* ....................... r? r'. r? c�..? r� '?r:7�'ici:?c:k?c?c�•?r.. ?r *ir k ?:*�ir� ?c :k ?c ?c * ?r ?c ?c ?c ?c „� * * * *?t ?c ?r* 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 7.83 9.74 2.812 2 10.97 15.31 2.154 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.97 TC(MIN.) = 15.31 TOTAL AREA(ACRES) = 6.51 ------------------------------------------------------ ------------------------------------------------------ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 10.97 TC(MIN.) = 15.31 TOTAL AREA(ACRES) = 6.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 Page 8 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 * System "E" * FILE NAME: E.10 TIME /DATE OF STUDY: 10:47 6/ 6/2005 ----------------------------------------------------- - ------- - - - - - - - - - - - - - - - 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 300.00 TO NODE 305.00 IS-CODE 21 >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY..(1 /4.ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH =. 755.0.0 UPSTREAM ELEVATION .= 421.90 DOWNSTREAM ELEVATION = 416.30 ELEVATION DIFFERENCE = 5.60 .•TC = 0.393 *[( 75$.00 * *3) /( 5.60)] * *.2 = 14.828 10'YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.195 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT:= .6464 SUBAREA RUNOFF(CFS) .TOTAL AREA (ACRES) = l..9.6 TOTAL RUNOFF (CFS) 2..78 FLOW PROCESS FROM NODE 305.00 TO NODE 305:00 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.) = .14.83 ..'' RAINFALL INTENSITY(INCH /HR) = 2.19 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = • 2.78 .FLOW PROCESS FROM NODE 305.10 TO NODE 305.00 IS CODE = 21j ----------------------------------- --- -- -- ------- --- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -- ------ --= --Y s ASSUMED INITIAL SUBAREA UNIFORM INTENSITY AREA DEVELOPMENT IS COMMERCIAL NUMBER (CFS) (MIN.) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 790.00 2.195•_ 1.96 UPSTREAM ELEVATION = 423.70 2 2.48 11.13 DOWNSTREAM ELEVATION = 416.30 ELEVATION DIFFERENCE = 7.40 TC = 0.303 *[( 790.00 * *3) /( 7.40)] * *.2 = 11.125 10 YEAR RAINFALL.INTENSITY (INCH /HOUR) = 2.600 SOIL CLASSIFICATION IS "A" THE MAXIMUM VALUE OF PEAK FLOW. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8531 SUBAREA RUNOFF(CFS) = 2.48. . TOTAL AREA(ACRES) = 1.12. TOTAL RUNOFF(CFS) = 2.48 FLOW PROCESS FROM NODE 305.00 TO NODE 305:00 IS CODE 1 ------=----------------------------------------- --- -----------=---------=---- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « <' >> >>'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< V G• TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.13 RAINFALL INTENSITY(INCH /HR) = 2.60 TOTAL STREAM AREA(ACRES) 1.12 :PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48. **-CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.78 14.83 2.195•_ 1.96 2 2.48 11.13 2.600 1.12 * * * * * ** 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 4.57 11.13 2.600 2 4.88 14.83 2.195 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.B8 Tc (MIN.) _ 14.83 TOTAL AREA(ACRES) _ 3.08 FLOW PROCESS FROM NODE 309.00 TO NODE 309 00 IS CODE = 10 >>>>i-;MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #k 1 <<<<< FLOW PROCESS FROM NODE 306..00 TO NODE 308.00 IS CODE 21 t' i >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL . TC = K *[(LENGTH * *3) 1(ELEVATION CHANGE)] ** 2 INITIAL.SUBAREA FLOW - LENGTH = 255.00 UPSTREAM ELEVATION = 420.30 DOWNSTREAM ELEVATION = 419.00 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[.( 255.00 * *3) /( 1.30)] * *.2 = 7.993 10 YEAR RAINFALL- INTENSITY(INCH /HOUR) = 3.160 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8575 SUBAREA RUNOFF(CFS) = 1.14 TOTAL.AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.14• FLOW PROCESS.FROM NODE 308.00 TO NODE 308.00.IS CODE.= 1 ✓ i - - - -�` . >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<, TOTAL NUMBER OF.STREAMS = 2 CONFLUENCE VALUES USED FOR'INDEPENDENT STREAM '1 'ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH /HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.14 FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE­ 21 -------------------- ------=-------=-------------------------- ------------- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<z< __________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 395.00 UPSTREAM ELEVATION = 421.00 FLOW PROCESS FROM NODE 305.00 TO NODE 309.00 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 8.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.0 UPSTREAM NODE ELEVATION = 412.30 DOWNSTREAM NODE ELEVATION = 412.10 FLOWLENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = .18.00 NUMBER OF PIPES = 1 „ PIPEFLOW THRU SUBAREA(CFS) = 4.88 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.88 . FLOW PROCESS FROM NODE 309.00 TO NODE 309 00 IS CODE = 10 >>>>i-;MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #k 1 <<<<< FLOW PROCESS FROM NODE 306..00 TO NODE 308.00 IS CODE 21 t' i >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL . TC = K *[(LENGTH * *3) 1(ELEVATION CHANGE)] ** 2 INITIAL.SUBAREA FLOW - LENGTH = 255.00 UPSTREAM ELEVATION = 420.30 DOWNSTREAM ELEVATION = 419.00 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[.( 255.00 * *3) /( 1.30)] * *.2 = 7.993 10 YEAR RAINFALL- INTENSITY(INCH /HOUR) = 3.160 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8575 SUBAREA RUNOFF(CFS) = 1.14 TOTAL.AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.14• FLOW PROCESS.FROM NODE 308.00 TO NODE 308.00.IS CODE.= 1 ✓ i - - - -�` . >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<, TOTAL NUMBER OF.STREAMS = 2 CONFLUENCE VALUES USED FOR'INDEPENDENT STREAM '1 'ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH /HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.14 FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE­ 21 -------------------- ------=-------=-------------------------- ------------- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<z< __________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 395.00 UPSTREAM ELEVATION = 421.00 DOWNSTREAM ELEVATION = 419:00. ELEVATION DIFFERENCE 2.00 TC = 0.303 *[( 395.00 * *3) /( 2.00)1 * *.2 = 9.535 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.848 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8551 SUBAREA RUNOFF(CFS) _ '1.61" TOTAL AREA(ACRES) = 0:66 TOTAL RUNOFF(CFS) = 1.61 - -FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 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.) =. 9.54 .RAINFALL INTENSITY(.INCH /HR) = 2.85 TOTAL STREAM AREA(ACRES)'= 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 ** CONFLUENCE DATA ** STREAM' RUNOFF Tc INTENSITY AREA _. NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.14 7.99 3.160 0.42 2 1.61 9.54 2.848 0.66 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 2.49 7.99 3.160 2 2.63% 9,. 54 ..2..848 ' COMPUTED CONFLUENCE ESTIMATES 'ARE AS FOLLOWS: PEAK FLOW RATE (CFS) _. 2."63 Tc (MIN.) = 9.54 TOTAL AREA(ACRES) = 1.08 .* t* tF** Yr******* t* !•***** Y*****.* * * * * * *a4 *F.•k * * * *t * * * * * * * * *•k *ik •k * * * * * * * * * * * * * * * * *tt* FLOW PROCESS FROM NODE 308.00 TO NODE '309.00 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 7.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.9 UPSTREAM-NODE ELEVATION = 414.80" DOWNSTREAM NODE ELEVATION = 412.60 FLOWLENGTH(FEET) = 395.00 MANNING'S N 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES '= 1 PIPEFLOW THRU SUBAREA(CFS) _. 2.63. TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 11.21 FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 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.) = .11.21 RAINFALL INTENSITY(INCH /HR) = 2.59 TOTAL'STREAM AREA(ACRES) = 1:08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2:63 FLOW PROCESS FROM NODE' 301.00 TO NODE 301.10 IS CODE 21 -- - - - - - - - - -- - - - - - = - - - - - - - - - - - - - - - -- - - - - - -=- - - - - - -- - - - - - - - - - - - - � » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4-ACRE) TC ='K *[(LENGTH * *3) /(ELEVATION ".CHANGE)] * *.2 ! INITIAL SUBAREA FLOW - LENGTH = 520.00 UPSTREAM'ELEVATION = 421.30 DOWNSTREAM ELEVATION = 416.30 .ELEVATION DIFFERENCE. 5.00 TC = 0.393 *[( 520.00 * *3) /( 5.00)] * *.2 12.127 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.471. SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6596 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 1.28 TOTAL RUNOFF(CFS) = 2.09 FLOW PROCESS FROM NODE 301:10 TO NODE 309..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 5.4 INCHES i PIPEFLOW VELOCITY•(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 412.30 DOWNSTREAM NODE ELEVATION = 412.10 YLOWLENGTH(FEET)-= 18.00 'MANNING'S N = 0.013 ESTIMATED "PIPE DIAMETER. (.INCH) 18.00 NUMBER'OF,PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 2.09 TRAVEL.TIME(MIN.) =,''0.06 TC.(MIN.) = 12.19 FLOW PROCESS FROM NODE 309.00 TO NODE ::309.60 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.) = 12.19 RAINFALL INTENSITY(INCH /HR) 2.46 TOTAL STREAM AREA(ACRES) = 1.28 i PEAK FLOW RATE(CFS) AT CONFLUENCE = 2..09 { ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) • • 1 2.63 11.21 2.588 1.08 2 2.09 12.19 2.464 1.28 *.* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 TkE 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 4.55 11.21 2.588 2 4.59 12.19 2.464 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.55 Tc(MIN.) = 11.21 TOTAL AREA(ACRES) _ '2.36 FLOW PROCESS FROM.NODE 309.00 TO NODE 309.00 IS CODE it ----------- ----------------------------------------------------------------- » »> CONFLUENCE .MEMORY BANK #..I WITH T14E MAIN- STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA.** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.55 11.21 2.588 2.36 ** MEMORY BANK.# 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.88 14.88 2.190 3*. 08 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)- ) (INCH /HOUR) 1 8.23 11.21 2:588 2 8:73 14.88 2.190 COMPUTED•CONFLUENCE. ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ 8.73. Tc(MIN.) = 14.88 TOTAL AREMACRES) _. 5.44 FLOW PROCESS FROM NODE 309.00 TO NODE 311.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< «< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< - DEPTH-OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 412.10 DOWNSTREAM NODE ELEVATION = 411.50 FLOWLENGTH(FEET) = 145.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PhPEFLOW THRU SUBAREA(CFS) = 8.13' TRAVEL`TIME-(MIN.•) = 0.52 TC(MIN_) = 15.40 " FLOW PROCESS FROM.NODE 310.00 TO NODE 311.00 IS CODE = 8 -- --- - - - - - - - - - - - -- - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - K- - = - - -- >>>ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<< «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.146 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8488 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(GFS) = 0.55 TOTAL AREA(ACRES) = 5.74 TOTAL RUNOFF(CFS) = 9.28 TC(MIN) = 15.40 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 9.28 TC(MIN.) = 15.40 TOTAL AREA(ACRES).= 5.74 END OF RATIONAL METHOD ANALYSIS 1 IRREGULAR.CHANNEL WATER SURFACE PROFILE AN9IS . Study Name: !� `� iI Page Number Th'e following study is based.on.the well know STANDARD STEP-METHOD to analyse gradually varied flow in an.irregular channel. Energy -head losses and corresponding notation used in the .program are as follows: FRICTION LOS:SES:. n =..Mannings friction factor. I EDDY LOSSES: e-= eddy loss coefficient KINETIC ENERGY :.. CORRECTION FACTOR:. a correction factor The PROGRAM :determines gradually varied flow water surface elevations bybal:aricing th.e:classical:'energy: equation between user= specified' "energy :balance ". •locatioiis:.All geometric and .parameter information is averaged between defined . tha:iinel -dfoss- sections by straight line interpolation: THE ONLY LOSSES.INCLUDED'ARE. FRICTION AND. EDDY LOSSES. The analysis formulation and presentation 'of: results. follow the development given in "OPEN CHANNEL HYDRAULICS.. ' ; by.Chow(1959). The PROGRAM -will default to.a''.flow =depth of CRITICAL. DEPTH whenever the flow regime changes between SUBcrit.ical and SUPERcritical flow (or vice versa): Therefore,- super.Critidal' water surface information is not computed in a subcriti cal. flow model; .nor is subcritical water surface, in.forination.developed in.a supercritical flow model. In a subcritical flow.modei where.flow may be•supercritical, critical depth is assumed asia minimum flow depth which ekceeds the actual supercritical flowdepth in the cha:ntiel. Similarly in a' supercritical flow model critical depth is as•suined as a'maximum flow depth. Consequently, rapidly 'varied flow effects; hydraulic jumps, qnd transitions between flow regimes ARE NOT INCLUDED in the PROGRAM. For this study, the following -information is used: . Channel.f low (cfs).. 9:0 i Number ".of :. channel • .doss -sec ions... = 2 j Number .of :Energy= Bal:aiice'.location's 16 COMPUTER.RESULT$.are.basecl upon SUPERCRITICAL'flow model with .assumed . co6t '61 Water surface'. ei'evation.(.feet) _ .':.7 ..99 at cross- section 2 Special notation given in the computer results are. as follows: .- .::.::...the section number appears in the first column whenever. the ...:.. . 'balance. channel location occurs . at:- c>ne: of. the defined cha- n-n-el cross (2).:FLOOD..:.:.ttis word `appears . in the second column whenever, the es:- :1' ed floiadepth' exceeds .either bank of the ct-iannel - sECtion. ,i-3) EB.' ...:.the e'nergY ' balanc e number is listed 0-column 3. (4) P +M.::...the pressure_ plus = momentum (in pounds'.force) is :provided iri..:columns `10 and 11. (5) .STEEP..:...th"s "word ap.pear.s in the .last column whenever the .Channel Crit'iCal Depth .exceeds the .Normal Depth: (6) .'MILD... .'.this word appears in the' last column •whenever'the j Channel Critical Depth is less than the computed Normal'. De' th. 1 s • IRREGULAR CHANNEI,.WATER.SURFACE PROFILE COMPUTATION FOR SUBCRtTI .AL'(SUPERCRITICAL)`FLOW BY THE STANDARD STEP METHOD i (REF.: "OPEN.CHAN.NEL FLOW HYDRAULICS ",V.T.CHOW,MCGRAW- HILL,(1959)) (c) .Copyright. 1983 -'99. Advanced Erigineer.ing Softiaare (aes) . Ver. .8.. 0 "Release Date: 01/01/99' License I.D. 1269 Analysis prepared by:" MD'S. Consulting:: 17320 Redhill:Avenue Suite. 350 vm Irvine; CA 52624 ~, " .(949) 251 -8821 * * * * * * * * * * * * * * *t * * * * * * ** DESCRIPTI.ON OF STUDY * * * * * * * * * * * * * * * * * * * * * * ** * street capacity calculation * steet slope. =0.005 t • ,b IN, &TION .FOR CROSS_ SECTION NUMBER: 2 MANNINGS.FRICTION FACTOR = 01500 KINETIC ENERGY..CORRECTION FACTOR 1 :000 EDDY LOSS, FACTOR 0..000 DhSTANCE(ft.) TO CRO5S- SECTION #1 = 400.00 NObAL'.POINT COORDINATE. INFORMATION: NODE NO. X(ft.') Y(elev.) . 1 0.00. 8. od I 2 1.45 7.59 .3 ..1.50. 7..50 4 .3.00 7.63" 5 '3.03. 7..66 6. .19.50. I. ----------------------------------------- 7:99 ,. ------------ ------------------------ U5ER= S.PECIFIED.ENERGY- BP.LANCE CHANNEL LOCATIONS: ENERGY BALANCE .. D.ISTANCE TO LOCATION.NUMBER CROSS- SECTION #1 50:00 3. 75.0.0 4 ".100.00 5 .125.:00 175.00 ' '8 . 200:00 ..9. 225. 60 10 250: 0.0 11 275.00 •'.12 300.00 1'3 :. 3.2.5' ;.00 19:: .. 340:00.' 36.0.00 .., 16.:.::. ckkNon. ASSUMED AT-PROGRAMMED DEFAULT VALUE OF :00001 :kbPE • .... r— r— r— ra.— rr�-- rr— ��.--r r----_— rrr-------._-------------------.---- T---------------------------------------- - - - -- j ** SUPERCRITICAL FLOW MODEL.** I �f�i�E- C�E3i. r�1R:: CH- A- N- N- EIr-• WATE- R- �S- B-RFA- CE.- P- R- OFI- ITE.- A�AZ, YSIS:..* _ * *:.....- (c)....Gopy- r- ght.... X983- 9.9:.Ad.�a. raced--. En :gi- n.e.ezin.9- .- S.o.ftw.ar.e -I (Standard. St +e' Method irregular 'ch�arihel .analysis.. Based on development in ".OPEN CHANNEL' HYDRAULICS ", CHOW (1959.) 1 P .' I STUDY. NAME:: Channel Fl -ow.. 9.00 cfs PAGE .NUMBER: I --- ------------------ - --rrr - ------------------------------ - - - - -} "LEND: .WATEFt.J`FLOWI LOW. FLOW 2' I T001.HYDR IFRICTIONI. AVERAGE( REACH LOSS EDDY TO!AL I I I I I 1 from I SUR.FAGE.1 DEPTH I:.: AREA 1' :V. I aV /2g I HEAD ' (.RADIUS 1 ' SLOPE 1 REACH I LENGTH I Hf I LOSS I HEAD I Fr I ICONTFt0LI (e.lev.:..) •I. (ft.j 1 ,(ft *ftj 1 (fps) I `; (ftj 1 (ft) .1 (ft) I' Sf '- 1 Sf' I (ft) I (ft) I (ft) I (ft) I I i __. I_.______ I____._. 1____-_ I_-__-_:- I---=-- I=--=-=-- I ------- - 1 ------ I----= I ---- I -------- I ----- I :I 0:.0,1 7'. 99.1 '0.491 3: 7 I .2.461 0.094.1 8.'0811, 0.1910.0057221. I 1 1 1 8.0811 *1.001 .. I.S.ECT.::2 I I. I I I a =1.00 I. • I 1 n= 0.0150 I I I I I I START 1 1==-=- _7.1 ---- .- ,.j--=--- 1-- _:_ - -. -I 1-.------- 1-------- I ------ 1----- 1---- I --------- 1 - - - - =i CHAN.NEL..SLOP't ASSUMED. AT PRO6RAMm9b DEFAULT VALUE 'OF .00001 130 :01.: 8. t'14 1.; 0.991. ''. .'3.71 2.461: 0.094 1 8.2311 0.,1910.00'572610.6057241 30.01 0. 171 0.001 7. 9101 *1.001 : I EB 61 ( I a =1.00 I I I n= 0.01501 P +M= 72'.'96 1 e =0.000 .1 MILD 1 CHANNEL •SLOPE :ASSUMED.P,T PROGRAMMED DEFAULT VALUE OF .00001. 1 40.:•O.I' $. :]91 0..'991 _3, yI. 2.461 0.0941 8.2811 0.1910.00572610.0057261 10.01 0.0610.001 8.1741 11.001 151 I. 1a =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I • , . ,; I:___'__J__ i____,___ 1 ____'_ = __- ;=- 1==--= .1 - - - = -- I -- - - = - -- I - - - - -- I -- = - - - -- I -------- 1 = - - - -= I ----= .1 - - -- i -- - - - - -- I - - - - -1 CHANNEL.SLOPE ASSUMED AT 'PROGRAMMED DEFAULT VALUE OF ..00601 'I.. ".:.:60,0'1 8.,:291. 0:4.9( ,.3:71 2.•4.61 .0.0941 8.3811 0.1910.00572610.0057261 20.01 0.1110.001 8.1671 *1.001 14 1.: ; ,. I . 1 a =1.00 I I I.n =O: 01501 P +M= 72.96 e =0.000 IMILD I - -- I-------- I------ I-------- I----=--- 1----.-- 1----- I---- i-------- ► - - - - =I CHANNEL '$hOPE. ASSUMED. AT PROGRAMMED•' DEFAULT' VALUE OF .00001 I 75.:0I':.:< E.36I .0: 49 i :: '..3:7:1 . :2:4:6.1 :0.094 I 8.4561 0.191 0.0057261.0.0057261 15.01 0.091 0.001 8.2961 *1.001 I I LES'13I•. - i:.'. Ia_01 I In= 0.01501P +M= 72.961 e =0.000 IMILD 1. :1:.... ,I ____�'_ i.__::._ "__'I -- - - =1 -- - - -- I.__ _ I - - -- I ---- - - - -.I - - - - -- I -- - - - - -- I -------- 1------ 1----- 1---- 1-- - - - - -- I - - - - -1 CHANNEL. SLOPE ASSUMED,_:-AT.• PROGRAMMED DEFAULT VALUE ' .:OF ..00001 1 100.:0.1 :..'.8; 4.9I .0 491: ' 3.7.1 2:461' '0.'094 j 8.. 5811 0:1910.0057261 0.0057261 25.01 0.14 1 0.001 8.3131 *1.001 I ' ' • OO., . 501 P +M= 72.961 e =0.000 IMILD I :EB .12 ► I : 1 a =1 __ I_____ 1____-- I____--=- 1 ------ I -------- I ------- - 1_- _- __1----- I---- I-------- I - - - - -I CHANNEL . :SLOPE:ASSUMED.AT.PROGRAMMED DEFAULT VALUE. OF .00001 .125,.01 $..611.0,491.. 3.71.2.461 0.0941 8'.7061 0.1910.00572610.0057261 25.01 0.1410.001 8.9381 *1.001 I E8­1 i 1 I 1 a =L od I. I I n =0.0150 1 P +M° 72. 961 e =0.000 [ MILD I _ :_:_._1- `-:-- == := 1.-- ' --- 1_..1._ 1---=- .- I -_____ 1..---= I-------- I-------= I------ 1--=-- I---- i-------- 1 - - = - -I dHANNEL SLOPE••ASSUMED .AT ­PROGRAMM8D DEF' ULT ' VALUE OF .'00001 I 150.01 .` :.8:741 0.::491 .3-.71 2.461 0.'0941 8:8371 0.1910.00572610.0057261 25.01 0..1410.001 8.5631 *1.001 I 1E8 101 1• 1a =1.001 I In= 0.01501P +M= 72.961 e =0.000 (MILD I 1----= i---- - - -I-- --.------ I-------- I------ 1 ------ -- I-------- 1------ I----- 1---- 1-------- I - - - - -I CHANNEL.SLOPE..ASSUMED.AT' . PROGRAMMED DEFAULT VALUE OF :00001 I 175,01 8.861 0:991 3 :71'2'.;46J 0.0991 .:8.•9561 .0.1910.005726.10.0057261 25.01 0.1410.001 8.6881 *1.001 I I IEB.:`9I I -Ia =1.001 1 jn= 0.0150IP +M= 72.961 e =0.000 IMILD I CHANNEL. SLOPE ASSUMED AT..PRZ7GRAMMED'DEFAULT VALUE.OF .00001 I :.:.2,00•:01 8:9'91::0.:4.91 ;:•:3.71.'•'2:.961... 0.0941 9.0811 0.1910.005726'10.005726) 25.01 0.1410.001 8.8131 *1.001 I I' 1. 72. 96 I I n =0.0151 P M= EB I a =1.00 1 e =0.000 IMILD I _1'_i___.�_ 1 �:__.1 _•_:__ -__ CHANNEL .SLOPE ASSUMED AT.EROGRAMMED DEFAULT .VALUE OF .00001 1 225.01 9.,1.11 0..991'.. '.:''. 3:71 .2,.96 :0 1 099 1 9:2061. 0.1910.00572610.0057261 25.01 0.1410.001 8.9381 *1.001• I EB .' 7.1 :> :. ......I' :. I a =1: 00 1. I I.n =O . 0150 I P +M= 72'961 e =0.000 IMILD I ----------- I---- I� - - - -1- 1:---- 1 ----- -. I--=----- I------ I-------- I-------- I------ I----- I---= I-------- I - - - - -I EHANNEL SLOPE A- SUM -D AT . PROGRAMMED BEFAU-vT. VALUE OF ;0.0.001 I. :250:01 9:241.0.491 `.3':71. 2:.461 0.0941 9:3311 0.1910.00572610.0057261 25.01 0.1910.001 9.0631 *1.001 I I IEB 61.• I Ia =1.001 I In= 0.0150'IP +M= 72.961 e= 0.000 IMILD I -------- _I��ad G.1 �m_d_+__J'e_o.o_�_eI_m_- - -1_---- 17 mi ---- _d al____ .1 mi , I...rc,L. SLOPE-.ASSUMED :AT:•PROGRAMNlED DEFAULT• VALUE OF ._,�Q1 1...275.01 ::' :. 9.361 0:491 :: ...3.7 :1 2.,4* 61;.0.094 1 9 :9561 0..191 0.00572610..005726:1 25.01 0.14 10.001 9. 1881 *1.001 I• I: .I EB: ':51 '.: --- j-= I. I a= 1.001. i-�--- = I I n= 0.01501 P +M= 72.961 e =0.000 I MILD i _--- -1.-= - - -I I ___- _ - - - -- -------------------------------------------- 7. - -__ I I I I I I I i - - - - -- - -- - - - -+ _ -- - += ---------------------- - - - - -- .------------------------- - - - - -- ------------------------------------------ - - - - -+ I . :.. -..STUDY :NAME:;..:. Channel. Flow = 9.00. cfs PAGE NUMBER: I + - - - - -- - - -- - -- - - -- --------------------------------------- - - - - -- -------------------------------- - - - - -+ 1, 1, EN:CTH "1 . WATER .1 ' FLOW 1:..:'FLOW. I.. FLOWN 2 1 .TOTAL I HYDR . (.FRICTION I. AVERAGE 1 REACH I LOSS I EDDY.1 TOTAL I I • I : d' ` `.f om' (:SURFACE I DEPTH.( AREA I . V.. I aV /2'g I -'HEAD ` I RADIUS I SLOPE I - REACH. I LENGTH 1 H.f I LOSS I HEAD 1. Fr I IC.ONT)OLI.(el.ev•) I -(ftj I (ft *ft) I • (fpsj I (ft) I (ftj I (ft) I Sf I S`f I (ft) I (ft) I (ft) I (ft) I I. __-_____ I ------ ___ I__ ____I_____I_- __1 ------ __I_____I CHINNEI' SLOPE.ASStJME'D. AT PROGRAMMED DEFAULT VALUE..OF .00001 . .. I 30.0:01 :: 9'; 4.9.1 .0.49:1. 3:.71 .2..461 .0.094 I. 9.5811 0.191 0.0057261 0.0057261 2,5.01 0.14 1 0.00 j. 9.3131 *1.001 -.. -I EB . 9 j. .:, I 'j--- .• .I a =1.00 1 I' I n= 0.0150 I P +M= 72.961 e= 0.000 =- (MILD I. - - - - -I I 1=------ - =1_ -- -- jl=-=--. .CHANNEL�SLOPE- ASS.UMED.'AT PROGRAMMED I------ I--=----- DEFAULT 'VALUE I=----- OF .00001 I-------- I-------- I----- _1 -_ i- ..--- 1-------- I ..... ... 325:0:1.. ;.9.611 0.491. : ::, 3:71. 2..461 0.0941. 9. 7061 0.191.0'•00572610.0057261 25.01 0.1410.001 9.4381`1.001 1 .1 1:EB . , 3 1.., .. :. I i..'..I:,�=-== °= = - - -- -. I.a =l ..00 1 I I n= 0.0150 1 P +M= I-------- 1-------- 1------ 72.961 1----- e =0. 000 I---- I-------- I MILD I . 1 - - - - -i 1 I----- I�-----= I-----: CHANNEL SLOPE ASSUMED At.'PAOGRAMMED 1=-:=--- 1�----=-- DEFAULT VALUE i------ OF .00001 I 350. :01 .;9.741.0:.491 "3:71.2.46:1.0:0941 9.8311 0'.1910.00572610.0057261 25.01 0.1410.001 9.5631 *1.001 I 1. ". I.EB :2I:'. .: 1 �_____.: �I------:, ..:1a=­1-.001 I 1n= 0:015.01P +M= 72.961 I----- e =0.000 I---- I-------- IMILD I I - - - - -I 1. I_=_.___:" I_--- I._:_-= -CHANNEL .'SLOPE .ASSUMED AT Ok&3 .AMME: D j------ 1---=---- DEFAULT VALUE 1------ OF. . 00001.• I-------- I-------- I------ . {{ I7 :5:,'01. 9..861 .0.991 :;'...:' . 3.7.j , .2.461 0: 094 1.. 9. 95.61 0.1510.00512.6'10..0057261- 25.01. 0.14 1 0.001 9. 688 1 *1. 001 :I E$ .` .1 1.:: • .,.. I ;.. =--=--- I__�_= .1-- - - - -1- ..I I I ..: ...:. I. ` I •.. - I _ = - =I- I.. 1=---___ i:___._ 1...-_ I------- 1----- I a =1.601 -:. --- 1------ 1-------- I I --- j------' I-------- I I I------ i-------- I I------ I I---_=- I I--- 1 n =0.0150 1 P ±= I-------- I-------- L----=- I I I I-------- i-------- i------ I I I - - -I -- ----- I-----7-= 1------ 72.961 i----- i I ----- I i----- e =0.000 1---- 1------- I I 1-­-- 1 --- I I I---- I-------- I MILD I _1 - - - - -I I I ----- I - - - - -I I I I - - - - -I I. � I: � I I •:� I..• 1: L':: •.I L..`. : I� :I_-- - -I ° -- - - -I- .I •:.`.. . :.. 1 ..: •....... I . .: :. ; �I . : :: 'I.. �.I I, I I. ---' 1------' i-------- • � L. I 1--------. I •I I-=---- I I------ I I I I I I I-------- I----- - - -1 -- i I I 1--- ----- 1.=----.--= 1------ � I I --- 1----- I I----= I I I I 1---- I-------- I I I=--- 1-------- I I. I I I - - - - -I i I I -� - - -I IRREGULAR CHANNEL WATER SURFACE PROFILE ANALYSIS Study Name: /���� LN� Page Number The-following study is based on the well known STANDARD STEP METHOD to ..analyse gradually varied flow in an irregular channel. Energy -head losses and corresponding notation used in the program are as follows: FRICTION LOSSES: n = Mannings friction factor EDDY LOSSES: e = eddy loss coefficient KINETIC ENERGY CORRECTION FACTOR: a correction factor The PROGRAM determines gradually varied flow water surface elevations. by balancing the classical energy equation between user- specified' . "energy balance" locations. All geometric and parameter information is averaged between defined channel cross - sections by straight line interpolation. THE ONLY LOSSES INCLUDED ARE FRICTION AND EDDY LOSSES. The analysis formulation and presentation of results follow the development given in "OPEN CHANNEL HYDRAULICS ", by Chow(1959). The PROGRAM will default to a.flow -depth of CRITICAL DEPTH whenever the flow regime changes between SUBcritical.and SUPERcritical flow (or vice versa). Therefore, supercritical water surface information is not computed'in a subcritical flow model; nor is- suberitical water surface information developed in a supercritical.flow model. In a subcritical flow model where flow may be supercritical, critical depth is assumed as a minimum flow depth which exceeds the actual supercritical flowdepth in the channel: Similarly in a supercritical -flow model critical depth.is assumed as a maximum flow depth. Consequently, rapidly varied flow effects, hydraulic jumps, and transitions between flow regimes ARE NOT INCLUDED in the PROGRAM. For this study, the following .information is used: Channel flow(cfs) 4.2 Number of channel cross - sections = 2 Number of Energy- Balance locations = 5 ,COMPUTER RESULTS are based upon SUPERCRITICAL flow model with assumed control water surface-elevation(feet) = 9.49 at'cross- section 2 Special notation given in the computer results are as follows: (1).SECT .... .the section number appears in the first column whenever the energy- balance.channel location occurs atone -of the defined channel cross_ sections. (2)'FLOOD .... this word appears in .the second column whenever.the. �j.h ✓ wE� �xzcnoH -- estimated flowdepth exceeds either bank of the channel section. (3) EB.. . ......the energy balance number is listed in column 3. (4) P+m ....... the pressure-plus-moment.um (in pounds force). is provided in columns'.10 and (5) STEEP ..... this word appears in the last column.whenever the Channel Critical Depth exceeds the Normal Depth. (6) MILD ..... this word appears in the last column whenever the Channel Critical Depth is less than.the computed Normal Depth. IRREGULAR CHANNEL WATER SURFACE PROFILE COMPUTATION FOR SUBCRITICAL (SUPERCRITICAL) . FLOW BY THESTANDARD STEP METHOD (REF.:"OPEN CHANNEL FLOW HYDRAULICS",V.T.CHOW,MCGRAW-HILL,(1959)) (c) Copyright 1983799 Advanced Engineering Software'(ae 2 Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: 2a/ 2oln MDS Consulting 17320 Redhill Avenue•Suite 350 Irvine, CA 92624 (949)251 -8821 DESCRIPTION OF STUDY *.Capacity of Alley Section s= 0.005 FILE NAME: VALLEY.DAT TIME /DATE .,OF STUDY: 10: 3 3/'23/2005 CROSS-SECTION.INFORMATION: ----------- --- 7 ----- 7 .. INFORMATION .FOR CROSS-SECTION NUMBER:: 1 MANNINGS FRICTION FACTOR = .01500.. KINETIC ENERGY CORRECTION.FACTOR = 1.0,00'. EDDY -LOSS.FACTO.R-=.O.-.000 DISTANCE(ft.) TO CROSS-SECTION #1 = 0.00 NODAL POINT COORDINATE. INFORMATION: NODE NO.. X t -.1 Y(elev.) 1 6.00 10.-00. 2 8.00 9-.,94 3' 10.00 9..69 4 12.00 9.-83 5 20.00 9.99 INFORMATION FOR CROSS-SECTION NUMBER: 2 MANNINGS.FRICTION FACTOR = .01500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR -_-i 0.•000 DISTANCE(ft.) . TO CROSS-SECTION'T'rl = 100.00., NODAL POINT COORDINATE INFORMATION: NODE ,NO. X(ft'.) - Y(elev.) 1 0.,00 9.50 2 8.00 9.34 3 10.00 9.19 4 12.00. 9.33 5 20.00 .9.49 ---------- USER-SPECIFIED ENERGY-BALANCE.CHANNEL LOCATIONS: ENERGY BALANCE DISTANCE TO LOCATION NUMBER CROSS-SECTION #1 1 20.00 2 40.00 3 60.00 4 .80.00 S•.. 90.00 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 +-------- - - - - -- - - - - - - - - - - --- - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - **'SUPERCRITICAL FLOW-MODEL -** ** *.IRREGULAR CHANNEL WATER SURFACE PROFILE ANALYSIS (c) Copyright 1983 -99 Advanced Engineering Softwdrel IStandard Step Method irregular channel analysis.. Based. on developtnent. in '.OPEN CHANNEL HYDRAULICS",CHOW (1959) , STUDY -NAME: Channel Flow = 4.2-0•cfs PAGE NUMBER: Ow. +---------------------------------------------------------------.----------------------------------------- - - - - -+ I LENGTHI WATER I.FLOW1 FLOW 1 FLOWI 2 I TOTAL I HYDR IFRICTIONI AVERAGEI REACHI LOSSIEDDYI TOTAL I I from .ISURFACEIDEPTHI. AREA 1 V LaV J2gl HEAD IRADIUSI SLOPE -1 REACH ILENGTHI Hf ILOSSI HEAD I Fr ICONTROLI (elev..) I ` (ft) I 1 (ft *ft) 1 (fps) I (ft) I (ft) I (ft) I Sf I Sf I (ft) *l (ft) 1 (ft) I (ft) I 1 0.01 9.491 0.301 2.11 1.991 0.0611 9.5511 0.1110.0078061 I 1 1 1 9.5511 1.061 (SECT. 21 I I 1 Ia =1.001 I In= 0:01501 I I I I ISTARTI ------- 1------- 1----- I------- 1----- 1------ I-------- 1------ I---- -: - - -. - - - - - - - - I - - = - -- ---- -I - - -- -- - - - - - - CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 10.01 9..54.1 0.301 '2.21 1.911''Q.0571 9.601.1 0.1110.00.696610.0073861 10.01 0.0710.001 9.4781 1.011 ' 1 FLOOD [EB 51 1 la =1.001 I 1n= 0.01501P +M= 26.711 e= 0.00.0 _1MILDFI CHANNEL SLOPE ASSUMED.AT PROGRAMMED DEFAULT VALUE OF .0'0001 1 20.01 9.591 0,301 2.21 1;9.11 0.0571 9.6511 0.1110.006'.96610.0069661.'10.0'1 0.0710.001 9.5311 1.01` i I FLOOD 1EB 41 1 la =1.001 1 1n= 0.0150,1P +M= 26.7.11 e= 0.000 MILDF I .. . CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 40.01 9:691 .0.301 2.21 1.911 0.0571 .9.7511 0.1110.00696610.0069661 20.01 0.1410.001 9.5121 . 1.011 1 1 FLOOD IEB 31 1 I'a =1.001 I 1n= 0.01501P +M= 26.711 e= 0."000 IMILDFI -------.I-------I-----I-------I-.----1------1--------1------I--------I--------I------I-----1----1-------- I ---- -1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF ..00001 1. 60.01 9.79.1 0:301. 2.21 1.911 0.0571 9.8511 0.11.10•.00696610.00.69661 20.01.0.1410.001 9.6121 1:011 I I FLOOD.IEB 21. I 1a =1.001 I 1n =0.01501P +M= .26.711 e =0.000 (MILDFI 1-------1=------1-----I-------i-----1------i--------1------I--- --- ---I--------I------1-----1----I-------- CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 80.01. -9.,8.9 1' 0.301 2.21,1.91'1 0.0571 9.9.51.1 0.1110.00696610.0069661 20.01 0.1410.001 9.7121 1.011 1 FLOOD 1 EB 1.1- . .1 1 a =1.00 1 I l n= 0.0150 1.P +M= 26.71.1. e= 0.000, IMILDFI .---=-- I------- 1----- I ------- I ---- - I------ i-------- 1------ I--=- --- - I ------ -- .1---=-- I----- 1---- 1 ------- -- CATCH BASIN SUMMARA MINIMUM CONDITION C.B. Q100 NUMBER OF GATES FLOW -BY OR SUMP NOTES A -1 6.2 2 SUMP A -2 9.2 2 SUMP B -1 7.0 2 SUMP B -2 7.6 2 SUMP B -3 4.0 1 SUMP B -4 3.7 1 SUMP B -5 4.7 1 SUMP B -6 11.4 3 SUMP C -1 4.7 1 SUMP USE 2- GRATES TO ACCOMMODATE THE 30' SO PIPE GOING THRU THE CB C -2 3.3 1 SUMP C -3 6.1 2 SUMP C -4 3.1 1 SUMP C -5 2.1 1 SUMP C -6 5.8 2 SUMP D -1 0.4 1 SUMP D -2 5.6 2 SUMP USE 2- GRATES D -3 0.9 1 SUMP D -4 2.7 1 SUMP D -5 4.0 2 FLOW -BY D -6 4.5 2 FLOW -BY E -1 0.9 1 SUMP E -2 8.6 SEE NOTE #1 (W =5') SUMP E -3 3.8 SEE NOTE #1 (W =4') SUMP E -4 4.4 SEE NOTE #1 (W =4') SUMP NOTES: 1. SIDE OPENING CATCH BASIN CAPACITY:. W =4' Q= 7.9 CFS W =5' Q= 9.9 CFS , 2. GRATE INLET CAPACITY (ASSUMING 50% CLOGGING) OF FOR SUMP CONDITION ONLY: 1 -GRATE Q= 5.3 CFS 2- GRATES Q= 10.6 CFS 3- GRATES Q= 15.9 CFS 2. SEE REPORT FOR CAPACITY CALCULATION FOR GRATE INLET AT FLOW- BY.CONDmON _ ry "KIDS CONSULT /NG PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 �A nnnC A . Job No: 'MD-,S CONSULTING PLANNERS • ENGINEERS • SURVEYORS .17320 Redhill Avenue, Suite 350 CA 92614 Job No: .By: Date: SHT_ MDS CONSULTING PLANNERS. • ENGINEERS • SURVEYORS -320 Redtiil[Avenue; Suite 350 CA 926T4 Job No: Date: SHT OF ' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01 /01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 ---------------------------------------------------------------------------- TIME /DATE OF STUDY` 10: 6 6/23/2005 ------------------=--------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * capacity of W =4' side opening catch basin at sump condition * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< f---------------------------- --------------------------- --------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.90 BASIN OPENING(FEET) = 0.55 DEPTH OF WATER(FEET) = 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.99 • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01101199 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 ------------------------------------ --------------------------------------- ( TIME /DATE OF STUDY: 10:17 6/23/2005 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** '• * :i ca acit Y of W =5' side opening catch-basin at a sump condition * * * * I • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>SUMP TYPE BASIN INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 9.90 BASIN OPENING(FEET) = 0-.55 DEPTH OF WATER(FEET) = 0.83 >> >>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.00 q,1 pis COO • WI .ATER SURFACE ROFILE `LISTING Date 4'- 11.2006 _ -Time .2e35 Tract= -31:Z 3 2 = Mds 6 8 0 0 0 -. Storm. D -rain -Line -_ A yr- Design Stor Pi Le' - `68000LA Invert Depth Water Q I Vel Vel Energy I Super. ICriticallFlow ToplHeight /IBase WtI INo Station I Elev I (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDa--FTIor I.D.I ZL IPrs L /Elem ICh Slope I I I(HGt). I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR ITyp 87.000 406.000 4.300 410.300 14.97 1.17 02 410.32 .00 .96 3.00 4.000 3.000 .00 0 WALL EXIT I 87.000 -I- I 406.000 4.300 I 410.300 I I 14.97 4.77 I .35 I 410.65 .00 I I 1.39 .00 I I 2.000 I .000 .00 I 1 42.000 -I- .0433 -I- -I- -I- -I- -I- .0044 -I- - .18 -I- 4.30 -I- .00 71- .77 -'I- .013 -I- .00 .00 I- PIP 129.000 407.820 2.664 410.484 14.97 4.77 .35 410.84 .00 1.39 .00 2.000 .000 .00 1 16.163 � .0446 .0044 .07 .00 .00 .77 .013 .00 .00 PIP 145.163 I 408.541 2.060 1 410.602 1 I 14.97 4.77 1 .35 � 410.95- .00 I i 1.39 .00 I I 2.000 I .000 .00 I 1 HYDRAULIC JUMP 145.163 408.541 .905 409.446 14.97 10.84 1.83 411.27 .39 1.39 1.99 2.000 .000 .00 '- 1 4.796 .0446 .0236 .11 1.30 2.29 .77 .013 .00 .00 PIP 149.959 408.755 .931 409.686 14.97 10.44 1.69 411.38 .36 1.39 2.00 2.000 .000 .00 1 5.041 .0446 .0210 .11 1.29 2.17 .77 .013 .00 .00 PIP 155.000 408.980 .966 409.946 14.97 9.96 1.54 411.49 .00 1.39 2.00 2.000 .000 .00 1 1.213 .0424 .0194 .02 .97 2.02 .78 .013 .00 .00 PIP 156.213 409.031 .976 410.007 14.97 9.84 1.50 411.51 .00 1.39 2.00 2.000 .000 .00 1 4.073 .0424 .0179 .07 .98 1.99 .78 .013 .00 .00 PIP 160.285 409.204 1.013 410.216 14.97 9.38 1.37 411.58 .00 1.39 2.00 2.000 .000 .00 1 Invert Depth { Water Q { Vel Vel { Energy { Super {Critical {Flow Top {Height% {Base Wt{ {No" Station { Elev { (FT) { Elev { (CFS) I (FPS) Head { Grd.El.{ Elev { Depth { Width I;DT -a . "F.T {or I.D.{ ZL {Prs L /Elem { Ch Slope { ('HGL`:):` { { SF Ave{ HF { SE Dpth { Froude N { Norm Dp { "N" { X -Fall { ZR 17w r,r,r,t,r,r,r,r , r { *,t ,r ,r ,r ,r * *,r { *. *,r * *,r *,r { tr,r * * * * * ** {' * *w,rr * * ** { ,r * * * * ** { * * *,t,rr,r { ,tr,r,r * * * *,r { *t,r,r,r ** { it,r,r,r,►,r ** { ,r *,r,r,t,r,r,e { ,r *,t,r *,t* { *,t ,r * * ** { ,r * *•,r { * ** 3.206 .0424 .0158 .05 1.01 1.85 78 .013_ .00 .00 .PIP 163.492 409.340 1.052 410.391 14.97 8.94 1.24 411.63 .00 1.39 2.00 2.000 .000 .00 1 2 .532 .0424 .0139 .04 1.05 1.72 .78 .013 .00 .00 PIP 166.024 409.447 .1..093 410.539 14.97 8.53 1.13 411.67 .00 1.39 1.99 2.000 .000 .00 1 1.976 .0424 .0123 .02 1.09 '1.60 .78 .013 .00 .00 PIP 168.000 409.531 1.136 410,.666. 14.97 8.13 1.03 411.69 .00 1.39 1.98 2.000 .000 .00 1. 1.517 .0424 .6109 .02 1.14 1.49 .78 .013 .00 .00 PIP 169.517 409.595 1.181 410.776 .14.97 7.75 .93 411.71 .00 1.39 1.97 2.000 .000 .00 1 1.118 .0424 0096 .01 1.18 1.38 .78 .013 .00 .00 PIP. 170.635 409.642 1.229 410.872 14.97 7.39 :85 411.72 .00 1.39 1.95 2.000 .000 .00 1 .768 .0424 .0085 .01 1.23 1.28 .78 ..013 .00 .00 PIP 171.403 409.675 1.281 410.955 14.97 7.05 .77 411.73 .00 1.39 1.92 2.000 .000 .00 1 .44-8 .0424 ..0075 .00 1.28 1.18 .78 .013 .00 .00 PIP 171.851 409.694 1.335 411.029 14.97 6.72 .70 411.73 .00 1.39 1.88 2.000 .000 .00 1 149 .0424 .0067 .00 1.34 1.09 .78 .013 .00 .00 PIP 172.:000 40.9.700 1.394 '411.094 14.97 6.40 .64 411.73 .46 1.39 1.84 2.000 .000 .00 1 JUNCT STR .0500 .007,0 03 1.85 1.00 .013 .00 .00 PIP 176.000 409.900 1.749 411.649 9.16 5.18 .42 .412.07 .00 1.17 .00 1.500 .000' .00 1 25.000 .0080 .0076 .19 1.75 .00 1.20 .013 00 .00 PIP 201.000 410.100 1.739 411.839 9.16 5.18 .42 412.26 .00 1.17 .00 1.500 .000 .00 1 WALL ENTRANCE 201.000 410.100 2.356 412.456 9.16 .62 .01 412.46 .00 .44 6.40 3.500 6.400 .00 0' WATER °SUR_FACE PROFIL_ELISTING Date•W4 -12 =2006. Time 9 : 56 Traet ' 31732 - Mds`..68000 - _SD Linea �l hr/ _ 10 0- - yr : D'e s i:gn S form File-:_ 6`8000LD Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width I 'FTjor I.D.1 ZL IPrs L /Elem ICh Slope I I (HGI,). I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR ITyp + + * + + + + ++ I + + + * + + + ++ I +,t *,t,t,t,t,r I ,e,e + + * * + ++ I +r„tw + * +,t,t I * +llsr + ++ I * +.t + + ++ I + *,r ,r,r * + ** I * + + + + +* I * + + + *,r,r,e I * *,► + + + ++ I + + * + + +,t I * * * + * *,► I + + * ** I + ++ 76.000 I I I I I I 08 I 410.03 O1 I .93 I 4.00 I 4.500 I I 4.000 00 I 0 402.77 0 T 180 4'0- 9.950' 19 -.10, 2. 23 WALL EXIT 76.000 I I 407.770 I 2.180 I 409.950 I 19.10 6.08 i .57 I 410.52 .00 I I 1.57 .00 I 2.000 I I .000 .00 I 1 160.000 .0013 .0071 1.14 .00 .00 2.00 .013 .00 .00 I_ PIP 236.000 I I 407.980 I 3.229 I 411.209 I 19.10 6.08 I .57 I 411.78 .00 I I 1.57 .00 I 2.000 I I .000 .00 I 1 JUNCT STR .0040 0063 .03 .00 .00 .013 .00 .00 I_ PIP 241.000 I I 408.000 I 3.485 I 411.485 I 16.80 5.35 I .44 I 411.93 0.0 I I 1.48 .00 I I 2.000 I .000 .00 I 1 308.000 .0060 .0055 1.70 .00 .00 1.57 .013 .00 .00 I_ PIP 549.000 I I 409.850 I 3.426 I 413.276 I 16.80 5.35 I .44 I 413.72 I .00 i 1.48 I .00 I 2.000 I .000 .00 I 1 JUNCT STR .0020 .0057 .03 .00 .00 .013 .00 .00 PIP 554.000 I I 409.860 I 4.123 I 413.983 I 8.00 4.53 I .32 I 414.30 I .00 I 1.10 I .00 I 1.500 I .000 .00 I 1 56.000 .0329 .0058 .32 .00 .00 .68 .013 .00 .00 I_ PIP 6.10.000 I I 411.700 I 2.647 I 414.347 I 8.00 4.53 I .32 I 414.66 I .00 I 1.10 i .00 I 1.500 I .000 .00 I 1 JUNCT STR .1150 .0038 .01 .00 .00 .013 .00 .00 PIP I 612.000 I 411.930 I 2.859 I 414.789 I 4.50 2.55 l .10 I 414.89 I .00 I .81 I .00 I 1.500 I .000 .00 I 1 52.000 .0194 .0018 .10 2.86 .00 .57 .013 .00 .00 PIP I 664.000 I 412.940 I 1.945 I .414.885 I 4.50 2.55 I .10 I 414.99 I .00 I .81 I .00 I 1.500 I .000 .00 I 1 WATER -SURFPiCEY PROFILE eLISTTNG 2'006Time� �9 '56� �ract�317,�32�"OMds�6$ "000 ='� §D I;ae'�B . Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo' Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width ID_FTIor I.D.I ZL IPrs L /Elem ICh Slope I' I { "H "GL I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR ITyp WALL ENTRANCE 664.000. 412.940 2.093 15_c.0 33 4.50 .34 .00 415.03 .00 .29 6.40 4.000 6.400 .00 0 _I. I_ I Invert I - -Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /]Base Wt] INo Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.] Elev I Depth I Width IDra_:- _FTIor I.D.] ZL IPrs L /Elem ICh Slope I ] (HGL;) I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall] ZR ITyp 86.000 401.000 8.950 409..950 35.50 .80 .01 409.96 .00 1.20 5.00 6.000 5.000 .00 0 WALL EXIT 86.000 I 401.000 ] I 8.951 ] 409.951 I 35.50 3.69 ] .21 410.16 ] .00 I 1.85 I -.00 I I 3.500 I .000 .00 ] 1 47.000 .0068 .0012 .06 8.95 .00 1.60 .013 .00 .00 PIP 133.000 ] I 401.320 ] 8.689 ] 410.009 I 35.50 3.69 ] .21 410.22 ] .00 I 1.85 ] .00 I ] 3.500 I .000 .00 I 1 JUNCT STR .0300 .0009 .00 .00 .00 .013 .00 .00 PIP 135.000 401.380 8.758 410.138 22.40 2.33 .08 410.22 .00 1.45 .00 3.500 .000 .00 1 49.000 .0059 .0005 .02 .00 .00 1.29 .013' .00 .00 PIP 184.000 401.670 8.500 410.170. 22.40 2.33 .08 410.25 .00 1.45 .00 3.500 .000 .00 1 TRANS STR .1060 .0008 .00 8.50. .00 .013 .00 .00 PIP 189.000 402.200 7.916 410.116 22.40 3.17 .16 410.27 .00 1.52 .00 3.000 .000 .00 1 98.000 .0453 .0011 .11 7.92 .00 .81 .013 .00 .00 PIP 287.000 406.640 3.587 410.227 22.40 3.17 .16 410.38 .00 1.52 .00 3.000 .000 .00 1 JUNCT STR .0480 .0013 .01 .00 .00 .013 .00 .00 PIP 292.000 406.880 3.422 410.302 15.70 3.20 .16 410.46 .00 1.34 .00 2.500 .000 .00 1 123.000 .0041 .0015 .18 .00 .00 1.39 .013 .00 .00 PIP 415.000 407.390 3.108 410.498 15.70 3.20 .16 410.66 .00 1.34 .00 2.500 .000 .00 1 0 Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /'IBase WtI INo Station I Elev I -(FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width ID = F.TIor I.D.I ZL IPrs L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Falll ZR ITyp *,r *• *,r,r ** I * * * * * * * ** I * * * * * * *,► I * * * * * * * ** I * * * * * * * ** I * * * * * ** I * * * * * ** I. * * * * ♦ *,r,rt I,t,r,rw,r,rtt I •,r *wr,r ** �,r * * * * * * *, * * * * * ** I * * * * * ** I * *r ** I,t,r,r JUNCT STR .3950 .0020 .00 3.11 .00 .013 .00 .00 PIP I I 417.000 408.180 2.390 I I 410.570 11.40 I 3.63 I I .20 410.77 .00 I I 1.21 .00 I I I 2.000 .000 .00 I l 28.000 .0043 .I_ .0025 .07 2.39 .00 1.32 .013 .00 .00 I_ PIP I i 445.000 408.300 I 2.341 I 410.641 I 11.40 3.63 I I .20 410.85 .00 I I 1.21 .00 I I I 2.000 .000. .00 I 1 WALL ENTRANCE I I 445.000 408.300 I 2.644 41 s� 9 11.40 .44 .00 410.95 .00 .38 10.00 4.800 10.000 .00 .0 0 • s llz�r /- 1'00 yr` Design_ is`torm . �F is e r6 8 O OkLCHGL' • { Invert { Depth { Water { Q { Vel Vel { Energy {:Super {Critical {Flow Top{Fieight /{Base Wt{ {No Station { Elev { (FT) { Elev. { (CFS) { (FPS) Head { Grd.El.{ Elev { Depth { Width {Da_'FT {or I.D.{ ZL {Prs L /Elem { Ch Slope { { { SF Ave{ HF { SE Dpth { Froude N { Norm Dp { "N" { X -Fall { ZR { Typ 4'7:0 T:.76 01 412.48 00 92 5.00 4.500 5.000 00 0 WALL EXIT 72.000 406.300 6.171. 412.471 23.40 4.77 .35 412.82 .00 1.65 .00 2.500 .000 .00 1 53.656 .0717 .0032 .17 6.17 .00 .78 .013 .00 .00 PIP 125.656 410.145 2.500 412.645 23.40 4.77 .35 413.00 .00 1.65 .00 2.500 .000 .00 1 2.848 .0717 .0030 .01 2.50 .00 .78 .013 .00 .00 PIP 128.504 410.349 2.268 412.618 23.40 5.00 .39 413.01 .00 1.65 1.45 2.500 .000 .00 1 1.394 .0717 .0029 .00 2.27 .49 .78 .013 -.00 .00 PIP 129.898 410.449 2.134 412.583 23.40 5.24 .43 413.01 .00 1.65 1.77 2.500 .000 ..00 1 .997 .0717 .0032 .00 2.13 .58 .78 .013 .00 .00 PIP 130.895 410.521 2.023 412.543, 23.40 5.50 47 413.01 .00 1.65 1.97 2:500 .000 .00 1 .737 .0717 .0035 .00 2.02 .66 .78 .013 .00 '.00 PIP 131.632 410.574 1.925 412.499 23.40 5.77 .52 413.02 .00 1.65 2.10 2.500 .000 .00 1 .368 :0717 .0038 .00 1.93 .73 .78 .013 x.00 .00 PIP 132.000 410.600 1.867 412.467 23.40 5.95 .55 413._02 .00 1.65 2.17 2.500 .000 .00 1 JUNCT STR .1000 .0031 .01 1.90 .78 .013 .00 .00 PIP 134.000 410.800 2.076 - 412.876 19.30 4.43 30 413.18 .01 1.49 1.88 2.500 .000 .00 1 -{- 77.000 -17 - { 0030 - {- -1- - {- - { .0022 -. - {- .17 - {- 2.08 - {- .51 - {- 1.79 - {- .013 -i- .00 {- .00 PIP • WAT-R STJRFAG�ROF,ILE °LISTINGI •. Date 4 =12 -2U06 'Time:. 3 2r2r _ Tract 3'1732 Mds 680'00 °'SD,,Lne C. { Invert { Depth { .Water { Q { Vel Vel { Energy { Super {Critical{Flow Top {Height / {Base Wt{ {No Station { Elev { (FT) { Elev { (CFS) { (FPS) Head { Grd. El. I Elev .{ Depth { Width {D a _ =FT {or I.D.{ ZL {Prs L /Elem {Ch Slope { { (;SGL)� { { SF Ave{ HF {SE Dpth{Froude N {Norm Dp { "N" { X -Fall{ ZR (Typ ,r ,r,r * *,r,r ** { * * *,r ,r * * ** { * * * * *•,r,r { ,r * * * * * * ** { ,r * * *,tr,r ** { * *,► * * ** { ,► * * * * ** { ,r,r,t,r *,r *,r ,r { *t,r,r,r *,r { * *,r *,r,r:,t { *+r,r *,r,t,r,r { ,r * * *,r,r,r { ,r * *,t,r,t* { *,r,r,r• { *,t ,r 211.000 411.030 1.996 413.026 19.30 4.59 .33 413.35 .00 1.49 2.01 2.500 .000 .00 1 JUNCT STR .0140 .0022 .01 2.00 .56 .013 .00 .00 PIP 216.000 411.100 2.249 413.349 10.40 3.31 .17 413.52 .00 1.15 .00 2.000 .000 .00 1 192.000 .0030 .0021 .41 2.25 .00 1.40. .013 .00 .00 PIP 408.000 411.680 2.075 413.755 10.40 3.31 .17 413.93 .00 1.15 .00 2.000 .000 .00 1 JUNCT STR .0200 .0037 .02 .00 .00 .013 .00 .00 PIP 413.000 411.780 1.953 413.733 7.70 4.36 .29 414..03 .00 1.07 .00 1.500 .000 .00 1 178.000 .0030 .0054 .96 .00 .00 1.50 .013 .00 .00 PIP 591.000 412.310 2.421 414.731 7.70 4.36 .29 415.03 .00 1.07 .00 1.500 .000 .00 1 nMCT STR .0250 .0042 .02 .00 .00 .013 .00 .00 PIP 595.000 412.410 2.568 414.978 5.80 3.28 .17 415.14 .00 .93 .00 1.500 .000 .00 1 17.000 .0076 .0030 .05 2.57 .00 .86 .013 .00 .00 PIP 612.000 412.540 2.489 415.029 5.80 3.28 .17 415.20 .00 .93 .00 1.500 .000 .00 1 WALL ENTRANCE { 612. ,000. , 5 8,0 7 .72! .01 415.28 .00 .53 3.00 4.000 3.000 .00 0 _ 412: 540'' .` 2_- `9'2,8 ' 415. 268 C) " OEO k: 2., T.G 0. Date. 4 -T2 -2006 Time 11:5 Tract 31732. Mds 68000 - SD Line D & D=1f -.10 Yr' D:e sign' -S torm; - -: Revis�edw Lat D =:1 Invert I Depth I Water I Q I Vel Vel I Energy I.Super (Critical {Flow ToplHeight/ {Base Wt{ INo I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width ID„ia=FTlor I.D.{ ZL IPrs Station I Elev I (FT) &..a I I or, Ave l HF I sr, Lptn I B'roUdd N I Norm Dp I "N° I X -Fall l ZR I Typ L /19lem { Ch S] OPP I I I I 1 I 76.000 f { 402.770 i 7.180 { 409.950 19.10 I .67 I .01 { 409.96 I .00 I .93 4.00 4.500 4.000 .00 0 WALL EXIT 76.000 I I 402.770 I 7.180 { 409.950 19.10 6.08 .57 410.52 .00 1.57 -1 .00 -1 2.000 -1 .000 .00 1 (PIP -I- - {_ 1.14_(_ .001 .00 .96 .013 .00 .00 160.000 .0326 .00711 I I � I 236.000 407.980 3.229 411.209 19.10 6.08 .57 411.78 .00 -I 1.57 -I .00 -I 2.000 -I .000 .00 1 (PIP .00 .00 .013 .00I .00 JUNCT STR .0040 .00631 .03_I { I I I 241.000 { I 408.000 I 3.485 I 411.4.85 16.80 t 5.35 I .44 411.93 .00 1.48 .00 -1 2.000 -.013 -1 .000 .00 1 1PIP 308.000 .0060 .00551 1.70_1 I .001 I .00-1 I 1.57 { I .001 ! .00 { 549.000 i 1 409.850 1 3.426 I 413.276 16.80 1 5.35 I .44 413.72 .00 -1 1.48 _I .00 _{ 2.000 -1 .000 .00 1 (PIP -1 .00 .00 .013 .001 .00 JUNCT STR .0020 .00311 .02 554.000 409.860 4.149 414.009 5.90 1.88 I .05 414.06 .00 .86 00 02 00 .000 .00 1 04 .00 .00 .51 .013 .00 .00 PIP 56.000 .0329 .0007 f I I I I I 610.000 I 411.700 I 2.354 I 414.054 5.90 I 1.88 I .05 I 414.11 .00 .86 .00 � 2`:000r .000 .00 1 .00 .00 .013 .00 .00 PIP JUNCT STR 0033 .0003 I .02 I { { { I I I 680.000 I I 411.930 l 2.287 I 414.217 .40 I .23 .00 414.22 .00 .23 -I .00 -I 1.500 -I .000 .00 1 (PIP 2.291 .00 .15 .013 .001 .00 21.834 .0361 .0000( .00_I I I I I I I I 701.834 I { 412.718 I 1.500 { 414.218 .40 I .23 I .00 414.22 .00 .23 .00 1.500 .000 .00 1 WAa -tTER SURFACE= PROFILE LISTING De °4 -12 2'U06t :Time 1 -1 5;2� T =act 3.1732 7-7ds <;6800a ,.SD Line „D &' D =1 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev .1 Depth I Width IDa= FTilor I.D.I ZL IPrs L /Elem ICh Slope I I r( GL) I SF Avel HF ISE DpthIFroude NINorm_Dp I "N" I X -Fall ZR ITyp ,r * * * * * * ** 1 * * * * * * * ** I ,► * * * * * ** I * * * *w *,r ** I * * * * *,rr,r,r I *,r * : * *,► I ,t,r # * *,t,r I * * * * * * *w,r I ,► *,t ,r * ** I ,r,r * * *,t ,r,r I *,t,r,r,r• ** I * * * * *r,r I ,r,t,r,r,r ** I ,r * *,r* I ,r *# 3.827 .0361 .0000 .00 1.50 .00 .15 .013 .00 .00 PIP I I I 705.661 412.856 1.361 I I 414.217 .40 .24 I .00 414.22 I .00 I I .23 .87 I I I 1.500 .000 .00 I 1 2.238 .0361 .00'00 .00 1.36 .03 .15 .013 .00 .00 PIP I i I 707.899 412.936 1.280 I I 414.216 .40 .25 I .00 414.22 I .00 I I .23 1.06 I i I 1.500 .000 .00 I 1 .100 .0361 .0000 .00 1.28 .04 .15 .013 .00 .00 PIP WALL ENTRANCE • I I I I I I .00 414.22 I .00 I I I .12 3.00 I I 3.900 3.000 .00 I 0 [708:,000 412,940': 1,.2.79 414 219 4:0, -. 11 CB.# _• PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD,.AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 =99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 Lidense ID 1269 . Analysis prepared by: MDS Consulting. -- 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -88'21 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "E" * * FILE NAME: E.DAT TIME /DATE OF STUDY: 11:09 06/06/2005 GRADUALLY VARIED FLOW ANALYSIS FOR 'PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 96.26= 2.77* 506.87 0.82 441.12 -� } FRICTION }_HYDRAULIC JUMP 122.26- 1.45 *Dc 304.04 1.44 *Dc 304.04 - } JUNCTION 126.93- 1.50* 280.86 1.40 Dc 278.77 } FRICTION +BEND 151.43- 1.53* 282.04 1.40 Dc 278.77 ` } FRICTION 192.20- 1.55* 282.93 1.40 Dc 278.77 } FRICTION +BEND 217.08- 1.56* 283.47 1.40 Dc 278.77' }.FRICTION• 229.49- 1.56* 283.63 1.40 Dc 278.77 ).JUNCTION - 234.16- 2.09* 169.37 0.80 Dc 59.56 } FRICTION 357.85- 1.81* 138.17 0.70 61.43.. }• JUNCTION 362.52- 1:72* 128.05 .0. 80 Dc 59.56 } FRICTION +BEND 393.03- 1.65* 120.98 0.80 Dc 59.56 } FRICTION 597.10- 1.02* 65.05 0.80 Dc 59.56 } FRICTION +BEND 628.42 -. 0.93* 61.73 0.80 Dc 59.56 -' -------------------------=----------------=------------------------.----=- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 ------------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 98.26 FLOWLINE ELEVATION = 409.70 PIPE FLOW = 16.10 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 412.470 FEET _0 a -------------------- =------------ - ---------------------------------------------- NODE 98.26 : HGL = < 412.470;-;EGL= < 412.878 >;FLOWLINE = < 409.700> ASSUMED PRESSURE HEAD(FT) _ 2.77 FLOW PROCESS FROM NODE 98.26 TO NODE 122.26 IS CODE = 1 ------------------------------------------------------ DISTANCE FROM UPSTREAM NODE 122.26 ELEVATION = 411.80 (HYDRAULIC JUMP OCCURS) -- .CALCULATE FRICTION LOSSES(LACFCD): PRESSURE+ 11 CONTROL(FT) HEAD(FT) PIPE FLOW = 16.10 CFS PIPE.DIAMETER =. 24.00 INCHES 2.7,70 j PIPE LENGTH = 24.00 FEET MANNING'S N = 0.01300 9.341 ----------------=--------------------- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS IASSUMED DOWNSTREAM ----------------------------------------------------------------------------- NORMAL DEPTH(FT) _ 0.67 CRITICAL DEPTH(FT) = 1.45 ` ` UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =ry 1.44 - FLOW DEPTH !+GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: PRESSURE+ -------=--------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ MOMENTUM(POUNDS) j CONTROL(FT) (FT) -(FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 355.93 0.000 1.444 6.627 2.126 304.04 0.121 1.366 7.038 2.136 3.05.45 { 0.519 1.289 7.521 2.168 309.78 .1.295 1.211 8.088 2.228 317.50 2.604 1.134 8.761 2.326 329.24 4.698 1.056 9.566 2.478 345.82 8.014 0.978 10.537 2.703 368.37 1 13.400 0.901 11.726 3.037 398.45 22.800 0.823 13.205 3.532 43.8.32 24.000 0.818 13.306 3.569 441.12 - - - - - - - -- - - - - - - - - - - - - - = - - - - - - - - - - - - - - - - - - - •- - - - - - - - - - - - - - - - - - HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS - - - - - - - - - - - - - - - - - - 1 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) _ 2.77 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY -----------------==----- SPECIFIC PRESSURE+ 11 CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.7,70 5.125 3.178 506.87 9.341 2.000 5.125 2.408 355.93 . IASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -I----------------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ �.CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) ? 9.341 2.000 5.123 2.408 355.93 9.935 1.945 5.163 2.359 346.36. 10.458 1.889 5.237 2.315 337.97 f 10.931 1.834 5.334 2.276 330.49 11.359 1.779 5.453 2.241 323.87 11.740 1.723 5.591 2.209 318.11 12.071 1.668 5.750 2.182 313.26 12.346. 1.613 5.930 2.159 309.36 12.557 1.557 6.133 2.142 306.47 12.694 1.502 6.360 2.130 304.67 12.744 1.447 6.615 2.126 304.04 24.000 1.4471 6.615 2.126 304.04 - --------------- - - - = -- -END OF HYDRAULIC JUMP ANALYSIS -----------------= - - - - -- I�PRESSURE +MOMENTUM BALANCE OCCURS AT 5.32 FEET UPSTREAM OF NODE 98.26 DOWNSTREAM DEPTH = 2.331 -5 FEET, UPSTREAM CONJUGATE DEPTH = 0.857 FEET -=------------------------------------------------------------ ,NODE 122.26 HGL = < 413.244 >;EGL = < •413.926 >;FLOWLINE = < 411.800> • FLOW PROCESS FROM NODE 122.26 TO NODE 126.93 IS CODE 5 UPSTREAM NODE 126.93 'ELEVATION = 412.00 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY, (CFS) '(INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)' UPSTREAM 15.10 24.00 0:00 412.00 1.40 5.958 DOWNSTREAM 16.10 24.00 - 411.80 1.45 6.617 -- LATERAL #1 1.00 18.00 81.30 412.00 0.37 0.589. LATERAL #2. 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == - LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=( Q2* V27Q1* Vl *COS(DELTAI)- Q3 *V3 *COS(DELTA3) Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES . UPSTREAM: MANNING'S.N = 0.01300; FRICTION SLOPE = 0.00532 - DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE.= 0.00665 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00599 JUNCTION LENGTH 4.67 FEET FRICTION LOSSES = 0.02.8' FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.129) +(0.000) 0.129 NODE 126.93 HGL•= < 413'.504 >;EGL = < 414.055 >;FLOWLINE= < 412.000> FLOW.PROCESS FROM NODE 126.93 TO NODE 151.43 IS CODE 3 UPSTREAM NODE 151.43 ELEVATION = 412.12 (FLOW IS SUBCRITICAL) ---------------------------------------- --------------------------------------- CALCULATE, PIPE -BEND LOSSES(OCEMA): PIPE FLOW 15.10 CFS PIPE DIAMETER 24.00 INCHES CENTRAL ANGLE = 31.200 DEGREES MANNING'S N = 0.01300 PIPE•LENGTH = 24.50 FEET NORMAL DEPTH(FT) = 1.56 CRITICAL DEPTH(FT) = 1.40 i DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION- ----------------------------------------------- - - - - - - - - - - - - - - - - - - 7- DISTANCE FROM FLOW DEPTH VE'.LOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) j .0.000 1.504 5.956 2.055 280.86 �. 3.659 1.510 5.933 2.057 281..09 7.982 1.516 5.910 2..058 281.34 13.150 1.521 5.887 2.060 281.59 !. 19.426 1.527 5.864 2.062 281.86 i. 24.500 1.531 5.850 2.063 282.04 NODE 151.43 : HGL < 413.651 >;EGL = < 414.183 >;FLOWLINE= < 412.120 >. .,FLOW PROCESS FROM,NODE 151:43 TO NODE 192.20 IS CODE_= 1 UPSTREAM NODE 192.20 ELEVATION = 412.32 (FLOW IS SUBCRITICAL) f ----------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.10-CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH 40_77- FEET ---------- MANNING'S- N-- __- 0�01300_- • --=----------- - - - - -- ------ - - - - -- NORMAL DEPTH(FT) = 1.56 CRITICAL DEPTH(FT) = 1.40. DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.53 i GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: (I ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM (POUNDS) -� '0.000 1.531 5.850 2.063 282.04 i 4.577 1.534 5.838 2.064 282.19 9.816 1.537 5.827 2.064 282.34 15.896 1.540 5:816 2.065 282.49 23.077 1.543 5.805 2.066 282.64 31.762 .1.546 5.794 2.067 282.80 40.770 1.548 5.784 2.068 282.93 NODE 192.20 HGL = < 413.868 >;EGL =.< 414..388 >;FLOWLINE = < 412.320> t - FLOW,PROCESS FROM NODE 192.20 TO NODE 217.08 IS CODE = 3 UPSTREAM NODE. 217.08 ELEVATION = 412.44 (FLOW IS SUBCRITICAL). - -.---------- ------- --------------------------------------- --------------- - - - - - � CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW. = 15.10 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 31.200 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 24.88 FEET ------------------------------------------------------------------------------ NORMAL.DEPTH(FT) = 1.57 CRITICAL DEPTH(FT) 1.40 ____________________________ _____ _____________ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ___________' ________- __________ = 1.55 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: i DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ . CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM'(POUNDS) i 0.000 1.548 5.784 2.068 282.93 • 5.338 1.551 5.775 2.069 283.07 11.415 .1.553 5.766 2.070 283.21 16..428 1.556 5.'757 2.071 283.35 24.880 1.558 5.749 2.071 283.47 ------------------------------------------------------------------------------ NODE 217.08•: HGL = < 413.998 >;EGL = < 414.511 >;FLOWLINE = < .412.440> FLOW PROCESS FROM NODE 217.08 TO NODE 229.49 IS CODE = 1 UPSTREAM NODE 229:49 ELEVATION = 412.50 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD):. PIPE FLOW = 15.10 CFS PIPE DIAMETER =- 24.00 INCHES PIPE LENGTH = 12.41 FEET MANNING.'S N = 0.01300 -------------------=---------------------------------------------------- - - - - -- ! NORMAL DEPTH(FT) = 1.57 CRITICAL DEPTH(FT) = 1.40 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.56 ! __________________ _________________________ ______ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY ------------------ SPECIFIC PRESSURE+ i CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.558 5.749 2.071 283.,47 5.666 1.559 5.744 2.072 283;54 - 12.061 1.561 5.739 2.072 283.62 i 12..410 1.561 5.739 -------------•------------=------------- 2.072 283.63 - - -- NODE 229.49 : HGL = < 414.061>;EGL= - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - < 414.572>;FLOWLINE= < 412.500> FLOW PROCESS FROM NODE 229.49 TO NODE 234.16 IS CODE = 5 UPSTREAM NODE 234.16 ELEVATION = - -•--------------------- 412.70 (FLOW UNSEALS IN REACH) ! - ------------------------------------------------ CALCULATE JUNCTION LOSSES: - - - - -- ` PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) :, • UPSTREAM 4.40 18.00 000 412.70 0.80 2.490 DOWNSTREAM 15.10 24.00 412.50 1..40 5.741 LATERAL. #1 7.40 18.00 45.00 412.70 1.05 4'.188 LATERAL, #2 3.30 18.00 60.42 412.70 0.69 1.867 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)!-Q3*V3*COS(DELTA3)- -- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16..1) +FRICTION LOSSES UPSTREAM: MANNING'S.N = 0.01300; FRICTION SLOPE = 0.00175 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00491-. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00333 ` JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES = 0400 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LASSES = ( 0.317) +( 0.000) = 0.317 ----------------=------------------------------------------------------------- NODE 234.16 HGL = < 414.793>;EGL= < 414.890>;FLOWLINE= < 412.700> FLOW PROCESS FROM NODE 234.16 TO NODE 357.85 IS CODE = 1 UPSTREAM NODE 357.85 ELEVATION = 413.20. (FLOW IS UNDER PRESSURE) ----------------------------------------------------------------=------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 4.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 123.69 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = H. 4.40)/( 105.039)) * *2 = 0.00175 HF =L *SF = ( 123.69) *(0.00175) = 0.217 ------=----------------------------------------------------------------------- NODE 357.85 : HGL = < 415.010>;EGL= < 415.107 >;FLOWLINE = < 413.200> FLOW PROCESS FROM NODE 357.85.TO NODE 362.52 IS CODE = 5 UPSTREAM NODE 362•.52 ELEVATION = 413.30 (FLOW IS UNDER PRESSURE) -- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CPS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 4.40 18.00 0.00 413.30 0.80 2.490 DOWNSTREAM 4.40 .18.00. - 413.20 0.80 .2.490 LATERAL #1 0.00 0.00. 0.00 0.00 0.00 0.000 LATERAL• #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2.*V27Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- _ Q4 *V4 *COS(DELTA4)) /((A1 �A2) *16.1) +FRICTION LOSSES _UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0- .00175 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00175 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00175 - JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = •(DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.008) +( 0.000) = 0.008. NODE 362.52 : HGL = < 415.019>;EGL= < 415.115 >;FLOWLINE = < 413.300> FLOW PROCESS FROM NODE 362.52 TO NODE 393.03 IS CODE = 3 UPSTREAM NODE , 393.03 ELEVATION = 413.44 (FLOW IS UNDER.PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 77.670 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 30.51 FEET BEND COEFFICIENT(KB) = 0.23224 FLOW VELOCITY = 2.49 FEET /SEC. VELOCITY HEAD = 0.096 FEET HB =KB *(VELOCITY HEAD) _ ( 0.232) *( 0.096) = 0.022 SF= (Q /K) * *2 = (( 4'.40)/( 1.05.039)) * *2 = 0.00175 HF =L *SF = ( 30.51) *(0.00175) = 0..054 TOTAL HEAD LOSSES = HB + HF ( 0.022) +( 0.054) = 0.076 ---------------------------=--------=----------------------------------------- NODE 393.03 HGL•= < 415.095 >;EGL = < 415.191 >;FLOWLINE = < 413..440> FLOW PROCESS TROM NODE 393.03 TO NODE 597.10 IS CODE = 1 UPSTREAM NODE 597.10 ELEVATION = 414.36 (FLOW SEALS IN REACH) --------------------------------------------------=-=------------------------- CALCULATE FRICTION LOSSES(LACFCD): - PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE.LENGTH .204.07 FEET MANNING'S N 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.65 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ---------------------.---------------------.------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.655 2.490 1.751 120.98 56.128 1.500 2.490 1.596 103.93 ----------------- -. -------------------------- ---------------------------------- NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = 0.80 ASSUMED DOWNSTREAM PRESSURE'HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------=---------------------------------------------- - - - - -- ---- - - - - -- DISTANCE FROM. FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ - CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 56.128 1.500 2.489 1.596 103.93 77.199 1.436 2.527 1..535 97.22. 96.813 1.372 2.597 1.476 90.93 - 115:938 1.307 2.691 1:420 85.07 134.894 1.243 2.809 1.366 79.66 153.914 1.179 2.952 1.314 74.76 173.242 1.115 3.123 1.266 70.41 193.242 1.051 3.327 1.223 66.68 204.070 1.018 3.444 1.203 65.05 -------------------------------------------------------------- -.---------------- NODE 597.10 HGL < 415.378>.;EGL= < 415.563 >;FLOWLINE = < 414.360> FLOW PROCESS FROM NODE 597.10 TO NODE 628.42 IS CODE = 3 UPSTREAM NODE 628.42. ELEVATION = 414.50 (FLOW IS SUBCRITICAL) --------------------------=--------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES - CENTRAL ANGLE = 74.760 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 31.32 FEET NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = 0.80 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 _ ------------------------------------------------------------------------------ . GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.018 3.444 1.2.03 65.05 5.431 1.002 3.505 1.193 64.32 11.026 0.987 3.569 1.185 63.64 16.830 0.971 3.'635 1.176 63.00 }. 22.913 0.955 3.705 1.168 62.41 29.377 0.939 3.777 1.161 61.87 i 31.320 0.935 3.798 1.159. 61.73 NODE 628.42 HGL = < 415.435 >;EGL= < 415.659 >;FLOWLINE = < 414.'500> UPSTREAM PIPE FLOW CONTROL DATA: ' NODE NUMBER = 628.42 FLOWLINE ELEVATION = 414.50 - ASSUMED UPSTREAM CONTROL HGL = 415:30 FOR DOWNSTREAM RUN ANALYSIS 1 _____ __________________________ ^. END OF GRADUALLY VARIED FLOW ANALYSIS________ I 1 j•. j I 4 PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE ^� (Reference: LACFCD,LACRD, AND OCEMA HYDP.AULICS CRITERION) (c) Copyright 1982 -99 Advanced'Engineering Software (aes) Ver. 8.0 Release Dater 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 * Lateral "E -1" FILE NAME: E1.DAT TIME /DATE OF STUDY: 11-28 03/18%2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "* "'indicates nodal point data - ,used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL. PRESSURE PRESSURE+ FLOW PRESSURE+ - NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 101.77 -. 1.50* 83.59 0.20 11.74 } FRICTION } HYDRAULIC JUMP 117.85- 0.35 *Dc .7.81 0 .35 *.Dc 7.81 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST. CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. _ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 101.77 FLOWLINE ELEVATION = 412.00 PIPE FLOW = 0.90'CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 413.500 FEET NODE '101.77: HGL = < 413.500 >;EGL = < 413.504 >;FLOWLINE = < 412.000>- ."*** Y** t.* Y****** Y*** 9:* iY****** * * * * * * * * * *it * * * * * * * *. * *h *�F *iY Y �t * * *l•Y * * *F * ** * * *ii •*Y * * ** FLOW PROCESS FROM NODE 101.77 T.0 NODE 117.85, IS CODE = 1 UPSTREAM NODE 117.85 ELEVATION = 413.10 (HYDRAULIC JUMP.00CURS) CALCULATE FRICTION LOSSES(LACFCD): - PIPE FLOW - 0.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 16.08 FEET MANNING'S N. = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------ - --------------------------= -------------------- NORMAL DEPTH(FT) = 0.19 CRITICAL DEPTH(FT) = 0.35 V'• y_UPSTREAM CONTROL - ASSUMED - FLOW DEPTH( FT)-=^---- 0- 35-- ------ -------- ----- - ----- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.353 2.833 0.478 7.81 0.027 0.337 3:035 .0.480 7.84 0.1.18 0.320 3.263 0.485" 7.94 _,• 0.296 0.303 3.524 0.496 . 8.12 0.595 0.286 3.822 0.513 8.38 1.068 0.270 4:167 0.5.39 8.75 1.807 0.253 4.570. 0:577 9.24 . 2.985 0.'23,6 5.045 0.632 9.87 4..998 0.219 5.612 0.709 10.68 9.117 0.203 6.297 0.819 11.72 16.080 0.202 6..314. 0.822 11.74 HYDRAULIC JUMP: UPSTREAM RUN'ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD.(FT) = 1.50 GRADUALLY.VARIED FLOW PROFILE COMPUTED.INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) .(PT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.500 0.509 1.504. 83.59 1.674 1.385 0.528 1.390 71.16 3.343 1.271 0.564. 1.276 59.39 5.007 1.156 0:616 1.162 48.53 . 6.664 1.041 0.687 1.049 38..73 8.311 0.927. 0.785 0.936 30.11 9. 939 0.812 0.921 0.825 .22:75 11.530 0.697 1.118 0.717 16.73 13.046 0.583 1.418 0.614 12.10 - 14.369 0.468 1.911 0.525 9.01 15.076 0.353 2.833 0.478 7.81 16.080. 0.353 2.833 0.478 7.81 `. -------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS--------- 7 -------------- PRESSURE +MOMENTUM BALANCE OCCURS AT 14.27 FEET UPSTREAM OF NODE 101.77 DOWNSTREAM DEPTH = 0.476 FEET, UPSTREAM CONJUGATE DEPTH•= 0.2,53 FEET I NODE 117'.85 HGL'= < 413.453 >.;EGL = < 4.13.578 >; FLOWLINE = < 413.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 117.85 FLOWLINE ELEVATION = 413.10 ASSUMED UPSTREAM CONTROL HGL = 413.45 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW: ANALYSIS C PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKA3E (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320.Redhill Avenue Suite 350 Irvine, CA 92614 949 25i =8821 * * * * * * * * * * * * * * * * * * * * *WW *W* DESCRIPTION OF STUDY * * * * * * * * * *Y *W *W * * * * * * * * ** * Lateral "E -2" W. * I* * FILE NAME: E2.DAT TIME /DATE OF STUDY:.11;29.03/18/2005 I GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE" (Note: " *" indicates nodal point data used.).' UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) .-MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) `• 102:47- 2.10* 229.97 0.97 150.77 ? FRICTION 114.85- 1.98* 217.07 1.14 Dc 145.46 -----------------------------------------------------------------.------------- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 --------.---------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS .COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS: (DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.47 FLOWLINE ELEVATION =• 412.70 PIPE FLOW.= 8.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 414.800 FEET _ ----------------------------------=------------------------------------------- ,NODE 102.47 : HGL = < 414.800 >;EGL = < 415.168 >; FLOWLINE =.< 412.700> — " FLOW PROCESS FROM NODE 102.47 TO NODE 114.85 IS CODE = 1 IIIiUPSTREAM NODE 114.85 ELEVATION 412.90 (FLOW IS.UUDER PRESSURE) ---------------------=-------=---------------=---------- ---------- .------------ ICALCULATE FRICTION LOSSES(LACFCD): 4PIPE FLOW = 8.60 CFS• PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 12.38 FEET MANNING'S..N 0.01:.00 ISF= (Q /K) *" *2 = (( 8.60)/,( .105.046)) * *2 = 0.00670 HF =L *SF = ( 12.38) *(•0.00670) = 0.083 INODE-----------------------------7-------------------------- 114.85 HGL = < 414.883 >;EGL = < 415.251 >; FLOWLINE = <' 412..900> i �-� UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 114.85 FLOWLINE ELEVATION = 412.90 ASSUMED UPSTREAM CONTROL HGL.= 414.04 FOR DOWNSTREAM "RUN ANALYSIS. 'END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND ' OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 Lidense ID 1269 Analysis prepared by: MDS Consulting - 17320 Redhill Avenue Suite.350 Irvine, CA 92614 949 251 -8821 a DESCRIPTION OF STUDY * Lateral "E -3" * * FILENAME: E3.DAT TIME /DATE'OF STUDY: 10:44 03/23/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM.RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER' PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.00- 2.10* 164.70 0:64 51.10 } FRICTION 121.27- 1.93* 145.43 0.75 Dc 49.22 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 ---------------------------------------------------.--------------------=------ NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,.LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA.: NODE NUMBER = 102.00. FLOWLINE ELEVATION = 412.70 PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 414.800 FEET NODE .102.00 : HGL = < 414.800>;EGL= < 414.872 >; FLOWLINE = < 412.700> ********************#************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW PROCESS FROM NODE 102.00 TO -NODE 121.27.IS CODE 1 UPSTREAM'NODE 121.27 ELEVATION 412.90. (FLOW IS UNDER PRESSURE) --.---------------------------------------------------------------------------- CALCULATE'FRICTION LOSSES(LACFCD): - PIPE FLOW.. _ 3.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 19.27 FEET MANNING'S'N = 0.01300 SF= (Q /K) * *2 = (( 3.80)/(' 105.065)) * *2 = 0.;00131 HF= L *SF,= ( 19.27) *(0.00131) = 0.025 NODE 121.27 : HGL = < 414.825 >;EGL = < 414:897 >; FLOWLINE = < 412.900> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER­ 121.27 FLOWLINE ELEVATION = 412.90 ASSUMED UPSTREAM CONTROL HGL = 413.65 FOR DOWNSTREAM RUN ANALYSIS --------------------- - - - - -- --------------------------------------------- END OF GRADUALLY VARIED FLOW ANALYSIS ■ I: \68000 \HYDRO \6 -1 -06 \UNIT YDRO— MAP.dwQ 6/01/06 1\58000\HYDR0\6-1-06\HYDRO—WAP.dwo 6