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31733- .� � r � TENTATIVE TRACT 31733 LA QUINTAq CA 100 —Year Storm Volume and Storage Analysis for Royce International Investment Company 74 -900 Highway 111, Suite 111 Indian Wells, CA 92210 September 2003 Prepared by. TETRA TECH, INC. 42 -580 Caroline Court, Suite B Palm Desert, Ca 92211 (760) 674 -0629 Under the supervision of.- Robert G. Eisenbeisz, P.E. This analysis identifies the 100 -year storm runoff volumes generated within the boundary of Tentative Tract Map No. 31733. The site is located along the east edge of Monroe Avenue and the north edge of 61St 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, 61S` Street to the south, and vacant land to the east and to the north. The proposed subdivision will be designed to retain all of the runoff generated on -site by a 100 -year storm and no 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. NAP 1 0200\000 1 \Site Info \Hydrology\HYDROLOGY- RPT.doc 9 -1- 1 � 4 INTERSTAT 10 O w of in in ~ z W coin i 86 AIRPORT BOULEVARD TRACT NO. 31733 of 60TH STREET N z o. 61ST STREET in ZE 62ND STREET _ VICINITY MAP NOT TO SCALE , • J i t MaLf IC 'ON Wcul &NVMmi dDri D&W 95MIDJa Am MN3cWV 19 c. 7 i � � � , a �. 7 i � � �. RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 3HR -100 YEAR TENTATIVE TRACT 31733 - 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) _ DEVELOPED AREA (AC) LANDSCAPED AREA (AC) WATER FEATURE AREA (AC) 5 PATTERN PERCENT (DECIMAL) 7.38 LOSS RATE MAX. MIN. (IN /HR) 2.250 Plate E -5.2 A Plate C -1.37 Good 32 Plate E -6.1 0 Plate E -6.2 _74 L'3� 0.351 55 0.193 50 1.424 6.64 Ai ( %) = 60 0.74 Ai ( %) = 10 0 Ai ( %) = 100 UNIT TIME PERIOD PATTERN PERCENT (DECIMAL) STORM RAIN IN /HR LOSS RATE MAX. MIN. (IN /HR) EFF.RAIN IN /HR - FLOW CFS 0 0 1 1.3 0.351 0.374 0.193 0.193 1.424 2 1.3 0.351 0.374 0.193 0.193 1.424 3 1.1 0.297 0.374 0.163 0.163 1.205 4 1.5 0.405 0.374 0.223 0.223 1.643 5 1.5 0.405 0.374 0.223 0.223 1.643 6 1.8 .0.486 0.374 0.267 0.267 1.972 7 1.5 0.405 0.374 0.223 0.223 1.643 8 1.8 0.486 0.374 0.267 0.267 1.972 9 1.8 0.486 0.374 0.267 0.267 1.972 10 1.5 0.405 0.374 0.223 0.223 1.643 11 1.6 0.432 0.374 0.238 0.238 1.753 12 1.8 0.486 0.374 0.267 0.267 1.972 13 2.2 0.594 0.374 0.327 0.327 2.410 14 2.2 0.594 0.374 0.327 0.327 2.410 15 2.2 0.594 0.374 0.327 .0.327 .2.410 16 2.0 0.540 0.374 0.297 0.297 2.191 17 2.6 0.702 0.374 0.386 0.386 2.849 18 2.7 0.729 0.374 0.401 0.401 2.958 19 2.4 0.648 0.374 0.356 0.356 2.630 20 2.7 0.729 0.374 0.401 0.401 2.958 21 '3.3 0.891 0.374 0.490 0.517 3.817 22 3.1 0.837 0.374 0.460 0.463 3.418 23 2.9 0.783 0.374 0.431 0.431 3.177 24 3.0 0.810 0.374 0.445 0.445 3.287 25 3.1 0.837 0.374 0.460 0.463 3.418 26 4.2 1.134 .0.374 0.624 0.760 5.610 27 5.0 1.350 0.374 0.742 0.976 7.204 28 3.5 0.945 0.374 0.520 0.571 4.216 29 6.8 1.836 0.374 1.010 1.462 10.791 30 7.3 1.971 0.374 1.084 1.597 11.787 31 8.2 2.214 0.374 1.217 1.840 13.581 32 5.9 1.593 0.374 0.876 1.219 8.998 33 2.0 0.540 0.374 0.297 0.297 2.191 34 1.8 0.486 0.374 0.267 0.267 1.972 35 1.8 0.486 0.374 0.267 0.267 1.972 36 0.6 0.162 0.374 0.089 0.089 0.657 17.234 EFFECTIVE RAIN (IN) = 1.436 FLOOD VOLUME = 0.88 AC -FT 38,474 CF N: \P10200 \0001 \Site Info \Hydrology \3hr- 100yr- 1S.xls;2 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 3 HR - 100 YEAR TENTATIVE TRACT 31733 - Watershed Area 2 UNIT TIME-MINUTES = 5 STORM DRAINAGE AREA (AC) = 10.38 TOTAL ADJ. STORM RAIN (IN) = 2.250 Plate E -5.2 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good (DECIMAL) RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp" ( %) = 74 Plate E -6.2 LOSS RATE "F" (IN /HR) _ .42 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) : 48 0 LOW LOSS. RATE "Fm" (% OF RAIN) = 50 ' 0.351 DEVELOPED AREA (AC) LANDSCAPED AREA (AC) WATER FEATURE AREA (AC) 7.96 Ai ( %) = 60 2.42 Ai ( %) = 10 0 Ai ( %) = 100 15.902 EFFECTIVE RAIN (IN) = 1.325 FLOOD VOLUME = 1.15 AC -FT 49,932 CF N: \P10200 \0001 \Site Info \Hydrology \3hr- 100yr- 2S.xls;2 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 0 0 1 1.3 ' 0.351 0.418 0.170 0.170 1.761 2 1.3 0.351 0.418 0.170 .0.170 1.761 3 1.1 0.297 0.418 0.144 0.144 1.490 4 1.5 0.405 0.418 0.196 0.196 2.032. 5 1.5 0.405 0.418 0.196 0.196 2.032 6 1.8 0.486 0.418 0.235 0.235 2.439 7 1.5 0.405 0.418 0.196 0.196 2.032 8 1.8 0.486 0.418 0.235 0.235 2.439 9 1.8 0.486 0.418 0.235 0.235 2.439 10 1.5 0.405 0.418 0.196 0.196 2.032 11 1.6 0.432 0.418 0.209 0.209 2.168 12' 1.8 0.486 0.418 0.235 0.235 2.439 13 2. 2 0.594 0.418 0.287 0.287 2.981 14 2.2 0.594 0.418 0.287 0.287 2.981 15 2.2 0.594 0.418 0.287 0.287 2.981 16 2.0 0.540 0.418 0.261 0.261 2.710 17 2.6 0.702 0.418 0.339 0.339 3.523 18 2.7 0.729 0.418 0.352 0.352 3.658 19 2.4 0.648 0.418 0.313 0.313 3.252 20 2.7 0.729 0.418 0.352 0.352 3.658 21 3.3 0.891 0.418 0.431 0.473 4.909 22 3.1 0.837 0.418 0.405 0.419 4.349 23 2.9 0.783 0.418 0.370 0.379 3.929 24 3.0 0.810 0.418 0.392 0.392 4.069 25 3.1 0.837 0.418 0.405 0.419 4.349 26 4.2 1.134 0.418 0.548 0.716 7.432 27 5.0 1.350 0.418 0.653 0.932 9.674 28 3.5 0.945 0.418 0.457 0.527 5.470 29 6.8 1.836 0.418 0.888 1.418 14.718 30 7.3 1.971 0.418 0.953 1.553 16.120 31 8.2 2.214 0.418 1.070 1.796 18.642 32 5.9 1.593 0.418 0.770 1.175 12.196 33 2.0 0.540 0.418 0.261 0.261 2.710 34 1.8 0.486 0.418 0.235 0.235 2.439 35 1.8 0.486 0.418 0.235 0.235 2.439 36 0.6 0.162 0.418 0.078 0.078 0.813 15.902 EFFECTIVE RAIN (IN) = 1.325 FLOOD VOLUME = 1.15 AC -FT 49,932 CF N: \P10200 \0001 \Site Info \Hydrology \3hr- 100yr- 2S.xls;2 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 3 HR - 100 YEAR TENTATIVE TRACT 31733 - Watershed Area 3 UNIT TIME- MINUTES =" 5 STORM RAIN IN /HR DRAINAGE AREA (AC) = 16.79 FLOW CFS TOTAL ADJ. STORM RAIN (IN) = 2.250 Plate E -5.2 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good 1.3 RUNOFF INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE "Fp" ( %) = 74 Plate E -6.2 LOSS RATE "F" (IN /HR) _ 0.44 0.441 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 45 2.646 LOW LOSS RATE "Fm" (% OF RAIN) = 50 0.297 DEVELOPED AREA (AC) 11.72 Ai ( %) = 60 LANDSCAPED AREA (AC) 5.07 Ai ( %) = 10 WATER FEATURE AREA (AC) 0 Ai ( %) = 100 UNIT TIME PERIOD PATTERN PERCENT (DECIMAL) STORM RAIN IN /HR LOSS RATE MAX. MIN. (IN /HR) EFF.RAIN IN /HR FLOW CFS 0 0 1 1.3 0.351 0.441 0.158 0.158 2.646 2 1.3 0.351 0.441 0.158 0.158 2.646 3 1.1 0.297 0.441 0.133 0.133 2.239 4 1.5 0.405 0.441 0.182 0.182 3.053 5 1.5 0.405 0.441 0.182 0.182 3.053 6 1.8 0.486 0.441 0.218 0.218 3.664 7 1.5 0.405 0.441 0.182 0.182 3.053 8 1.8 0.486 0.441 0.218 0.218 3.664 9 1.8 0.486 0.441 0.218 0.218 3.664 10 1.5 0.405 0.441 0.182 0.182 3.053 j 11 1.6 . ' 0.432 0.441 0.194 0.194 3.257 12 1.8 0.486 0.441 0.218 0.218 3.664 13 2.2 0.594 0.441 0.267 0.267 4.478 14 2.2 0.594 0.441 0.267 0.267 4.478 15 2.2 0.594 0.441 0.267 0.267 4.478 16 2.0 0.540 0.441 0.242 0.242 4.071 17 2.6 0.702 0.441 0.315 0.315 5.292 18 2.7 0.729 0.441 0.327 0.327 5.496 19 2.4 0.648 0.441 0.291 0.291 4.885 20 2.7 0.729 0.441 0.327 0.327 5.496 21 3.3 0.891 0.441 0.400 0.450 7.556 22 3.1 0.837 0.441 0.376 0.396 6.650 23 2.9 0.783 0.441 0.352 0.352 5.903 24 3.0 -0.810 0.441 0.364 0.369 6.196 25 3.1 0.837 0.441 0.376 0.396 6.650 26 4.2 1.134 0.441 0.509 0.693 11.636 27 5.0 1.350 0.441 0.606 0.909 15.263 28 3.5 0.945 0.441 0.424 0.504 8.463 29 6.8 1.836 0.441 0.824 1.395 23.423 30 7.3 1.971 0.441 0.885 1.530 25.689 31 8.2 2.214 0.441 0.994 1.773 29.769 32 5.9 1.593 0.441 0.715 1.152 19.343 33 2.0 0.540 0.441 0.242 0.242 4.071 34 1.8 0.486 0.441 0.218 0.218 3.664 35 1.8 0.486 0.441 0.218 0.218 3.664 36 0.6 0.162 0.441 0.073 0.073 1.221 15.217 EFFECTIVE RAIN (IN) = 1.268 FLOOD VOLUME _ 1.77 AC -FT 77,287 CF N: \P10200 \0001 \Site Info \Hydrology \3hr- 100yr- 3S.xls;2 35.0 30.0 25.0 y 20.0 0 u- 15.0 10.0 5.0 0.0 0 Synthetic Unit Hydrograph 3 -Hour, 100 -Year Watershed Area No. 3 60 Time (min) 120 :l RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 6HR- 100YEAR TENTATIVE TRACT 31733 - Watershed Area 1 UNIT TIME - MINUTES = 5 STORM DRAINAGE AREA (AC) = 7.38 TOTAL ADJ. STORM RAIN (IN) = 2.750 Plate E -5.4 SOIL GROUP A Plate C -1.37 QUALITY OF COVER Good (DECIMAL) 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. -370 IMPERVIOUS AREA WEIGHTED AVERAGE ( %I _ 55 0 LOW LOSS RATE 'Fm' (% OF RAIN) = 50 .0.165 DEVELOPED AREA (AC) 6.64 Ai ( %) = 60 LANDSCAPED AREA (AC) - " 0.74 Ai ( %) = 10 WATER FEATURE AREA (AC) 0 Al = 100 " PATTERN STORM LOSS RATE - .UNITTIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN/HR (IWHR) IN/HR CFS 0 0 1 0.5 .0.165 0.374 0.091 0.091 0.670 2 0.6 I 0.198 0.374 0.109 0.109 0.803 ' 3 " 0.6 0.198 0.374 0.109 0.109 0.803 4 0.6 1 0.198 0.374 0.109 0.109 0.803 5 0.6 0.198 0.374 0.109 0.109 0.803 6 03 0.231 0.374 0.127 0.127 0.937 7 03 0.231 0374 0.127 0.127 0.937 8 0.7 0.231 0174 0.127 0.127 0.937 9 0.7 0.231 0.374 0.127 0.127 0.937 10 0.7 - 0.231 0.374 0.127 0.127 0.937 11 0.7 0.231 0.374 0.127 0.127 0.937 12 0.8 0.264 0.374 0.145 .0.145 1.071 " 13 0.8 0.264 •0.374 0.145 0.145 1.071 " 14 0.8 0.264 0.374 0.145 0.145 1.071 15 0.8 0.264 0.374 0.145 0.145 1.071 ` 16 0.8 0.264 0.374 0.145 0.145 1.071 17 0.8 0.264 0.374 0.145 0.145 1.071 18 0.8 0.264 0.374 0.145 0.145 1.071 19 0.8 0.264 0.374 0.145 0.145 1.071 20 0,8 0.264 0.374 0.145 0.145 1.071 21 0.8 0.264 0.374 0.145 0.145 1.071 22 0.8 0.264 0.374 0.145 0.145 1.071 . 23 0.8 0.264 "0.374 0.145 0.145 1.071 24 0.9 . 0.297 0.374 0.163 0.163 1.205 25 0.8 0.264 0.374 0.145 0.145 1.071 ' 26 0.9 0.297 0.374 0.163 0.163 1.205 27 0.9 - 0.297 0.374 " 0.163 0.163 1.205 28 0.9 0.297 0.374 0.163 0.163 1.205 29 0.9 0.297 '0.374 0.163 0.163 1.205 30 0.9 0.297 0.374 0.163 0.163 1.205 31 0.9 0.297 0.374 0.163 0.163 1.205 32 0.9 - 0.297 0.374 0.163 0.163 1.205 33 1.0 0.330 0.374 0.181 0.181 1.339 34 1.0 0.330 0.374 0.181 0.181 1.339. 35 1.0 0.330 0.374 0.181 0.181 1.339 36 1.0 0.330 0.374 0.181 0.181 1.339 37 1.0 0.330 0.374 0.181 0.181 1.339 38 11 0.363 0.374 0.200 0.200 1.473 39 1.1 0.363 '0.374 0.200 0.200 1.473 - 40 1 1 0.363 0.374 .0.200 0.200 1.473 41 1.2 0.396 - 0.374 0.218 0.218 1.607 t 42 1.3 0.429 0.374 0.236 0.236 1.741 43 1.4 0.462 0.374 0.254 0.254 1.875 44 1.4 0.462 0174 0.254 0.254 1.875 ' 45 1.5 0.495 0.374 0.272 0.272 2.009 46 1.5 0.495 0.374 0.272 0.272 2.009 47 1.6 0.528 0.374 0.290 0.290 2.143 48 1.6 0.528 0.374 0.290 0.290 2.143 - 49 1.7 0.561 0.374 0.308 0.308 2.277 50 1.8 0.594 0.374 0.327 0.327 2.410 51 1.9 0.627 0.374 0.345 0.345 2.544 , 52 2.0 0.660 0.374 0.363 0.363 2.678 , • 53 2.1 0.693 0.374 0.381 0.381 2.812 54 2.1 0.693 0.374 0.381 0.381 2.812 55 2.2 0.726 0.374 0.399 0.399 2.946 56 2.3 0.759 0.374 0.417 0.417 3.080 57 2.4 0.792 0.374 0.435 0.435 3.214 58 2.4 0.792 0.374 0.435 0.435 3.214 59 2.5 0.825 0.374 0.454 0.454 3.348 - 60 2.6 0.858 0.374 0.472 0.484 3.573 61 31 1.023 0.374 0.563 0.649 4.791 62 3.6 1.188 0.374 0.653 0.814 6.009 63 3.9 1.267 0.374 0.708 0.913 6.739 64 4.2 1.386 D.374 0.762 1.012 7.470 65 4.7 1.551 0.374 0.853 1.177 8.688 66 5.6 _ 1.848 0.374 1.016 1.474 10.880 67 1.9 0.627 0.374 0.345 0.345 2.544 68 0.9 0.297 0.374 0.163 0.163 1.205 69 0.6 0.198 0.374 0.1 D9 0.109 0.803 70 0.5 0.165 0.374 0.091 0.091 0.670 71 10.3 0.099 0.374 0.054 0.054 0.402 72 '0.2 0.066 0.374 0.036 0.036 0.268 19.644 EFFECTIVE RAIN (IN) _ 1.637 FLOOD VOLUME = 1.01 AC -FT 43,654 CF N: \P10200 \0001 \Sire Info \Hydrology \6hr- 100yr- 1S.xls;2 40.0 35.0 30.0 25.0 3 20.0 0 15.0 10.0 5.0 0.0 0 Synthetic Unit Hydrograph _ 6 -Hour, 100 -Year Watershed Area No. 1 .E 120 180 Time (min) 240 300 .� I UNITTIME P RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH LOSS RATE SHORTCUT METHOD FLOW 6 HR - 100 YEAR TENTATIVE TRACT 31733 - Watershed Area 2 J ) UNIT TIME- MINUTES = 5 DRAINAGE AREA (AC) _ ' 10.38 TOTAL ADJ. STORM RAIN (IN) = 2.750 Plate E -5.4 SOIL GROUP - A Plate C -1.37 QUALITY OF COVER _.Good RUNOFF INDEX NUMBER 32 Plate E -6J PERVIOUS AREA LOSS RATE'Fp' (%) = 74`) Plate E -6.2 LOSS RATE 'F' (IN/HR) = 0q2 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 48 LOW LOSS RATE 'Fm' ( %OF RAIN) = 50 DEVELOPED AREA (AC) 7.96 At ( %) = 60 .. LANDSCAPED AREA (AC) 2.42 All ( %) = 10 WATER FEATURE AREA (AC) 0 At ( %) = 100 UNITTIME P PATTERN S STORM L LOSS RATE EFF.RAIN F FLOW 0 0 0 1 0 0.5 0 0.165 0 0.418 0 0.080 0 0.080 0 0.828 2 0 0.6 0 0.198 0 0.418 0 0.096 0 0.096 0 0.994 3 0 0.6 0 0.198 0 0.418 0 0.096 0 0.096 0 0.994 4 0 0.6 0 0.198 0 0.418 0 0.096 0 0.096 0 0.994 5 0 0.6 0 0.198 0 0.418 0 0.096 0 0.096 0 0.994 6 0 0.7 0 0.231 0 0.418 0 0.112 0 0.112 1 1.159 7 0 0.7 0 0.231 0 0.418 0 0.112 0 0.112 1 1.159 .8 0 0.7 0 0.231 0 0.418 0 0.112 0 0.112 1 1.159 9 0 0.7 0 0.231 0 0.418 0 0.112 0 0.112 1 1.159 10 0 0.7 0 0.231 0 0.418 0 0.112 0 0.112 1 1.159 11 0 0.7 0 0.231 0 0.418 0 0.112 0 0.112 1 1.159 12 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 13 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 14 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 15, 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 16 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 17 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 18 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 19 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 20 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 21 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 22 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 ' 23 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 24 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 25 0 0.8 0 0.264 0 0.418 0 0.128 0 0.128 1 1.325 ' 26 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 27 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 28 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 29 0 0.9 0 0.297 0 0.418 0 0.144 ' ' '0.144 1 1.490 30 - 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 31 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 32 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 33, 1 1.0 0 0.330 0 0.418 0 0.160 0 0.160 1 1.656 34 1 1.0 0 0.330 0 0.418 0 0.160 0 0.160 1 1.656 .35 1 1.0 0 0.330 0 0.418 0 0.160 0 0.160 1 1.656 36 1 1.0 0 0.330 0 0.418 0 0.160 0 0.160 1 1.656 37 1 1.0 0 0.330 0 0.418 0 0.160 0 0.160 1 1.656 38 1 1.1 0 0.363 0 0.418 0 0.175 0 0.175 1 1.822 39 1 1.1 0 0.363 0 0.418 0 0.175 0 0.175 1 1.822 40 1 1.1 0 0.363 0 0.418 0 0.175 0 0.175 1 1.822 41 1 1.2 0 0.396 0 0.418 - 0 0.191 0 0.191 1 1.987 42 1 1.3 0 0.429 0 0.418 0 0.207 0 0.207 2 2.153 43 1 1.4 0 0.462 0 0.418 0 0.223 0 0.223 2 2.318 44 1 1.4 0 0.462 0 0.418 0 0.223 - 0 0.223 2 2.318 45 1 1.5. 0 0.495 0 0.418 0 0.239 0 0.239 2 2.484 46 1 1.5 0 0.495 0 0.418 0 0.239 0 0.239 2 2.484 47 1 1.6 0 0.528 0 0.418 0 0.255 0 0.255 2 2.650 48 1 1.6 0 0.528 0 0.418 0 0.255 0 0.255 2 2.650 49 1 1.7 0 0.561 0 0.418 0 0.271 0 0.271 2 2.815 50 1 1.8 0 0.594 0 0.418 0 0.287 0 0.287 2 2.981 51 1 1.9 0 0.627 0 0.418 0 0.303 0 0.303 3 3.146 52 2 2.0 0 0.660 0 0.418 0 0.319 0 0.319 3 3.312 53 2 2.1 0 0.693 0 0.418 0 0.335 0 0.335 3 3.477 54 2 2.1 0 0.693 0 0.418 0 0.335 0 0.335 3 3.477 55 2 2.2 0 0.726 0 0.418 0 0.351 0 0.351 3 3.643 56 2 2.3 0 0.759 0 0.418 0 0.367 0 0.367 3 3.809 57 2 2.4 0 0.792 0 0.418 0 0.383 0 0.383 3 3.974 58 2 2.4 0 0.792 0 0.418 0 0.383 0 0.383 3 3.974 59 2 2.5 0 0.825 0 0.418 0 0.399 0 0.407 4 4.224 60 2 2.6 0 0.858 0 0.418 0 0.415 0 0.440 4 4.567 61 3 3.1 1 1.023 0 0.418 0 0.495 0 0.605 6 6.280 62 3 3.6 1 1.188 0 0.418 0 0.574 0 0.770 7 7.992 63 3 3.9 1 1.287 0 0.418 0 0.622 0 0.869 9 9.020 64 4 4.2 1 1.386 0 0.418 0 0.670 0 0.968 1 10.047 ' 65 4 4.7 1 1.551 0 0.418 0 0.750 1 1.133 1 11.760 66 5 5.6 1 1.848 0 0.418 0 0.893 1 1.430 1 14.843 67 1 1.9 0 0.627 0 0.418 0 0.303 0 0,303 3 3.146 68 0 0.9 0 0.297 0 0.418 0 0.144 0 0.144 1 1.490 69 0 0.6 0 0.198 0 0.418 0 0.096 0 0.096 0 0.994 70 0 0.5 0 0.165 - 0 0.418 0 0.080 0 0.080 0 0.828 71 0 0.3 0 0.099 0 0.418 0 0.048 0 0.048 0 0.497 72 0 0.2 17.757 EFFECTIVE RAIN (IN) = 1,480 FLOOD VOLUME _ 128 AC -FT 55,756 CF N: \P10200 \0001 \Site Info \Hydrology \6hr- 100yr- 2S.xls;2 40.0 35.0 30.0 25.0 N V 20.0 O LL 15.0 10.0 5.0 0.0 0 Synthetic Unit Hydrograph 6 -Hour, 100 -Year Watershed Area No. 2 60 120 180 Time (min) 240 300 360 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 6 HR - 100 YEAR TENTATIVE TRACT 31733 - Watershed Area 3 UNIT TIME - MINUTES = 5 STORM RAIN IN/HR DRAINAGE AREA (AC) _ 16.79 FLOW CFS TOTAL ADJ. STORM RAIN (IN) = 2.750 Plate E -5.4 SOIL GROUP A Plate C -1.37 QUALITY OF COVER - Good 0.5 - _-`-- RUNOFF-INDEX NUMBER (RI) 32 Plate E -6.1 PERVIOUS AREA LOSS RATE 'Fp' ( %) = 74 Plate E -6.2 LOSS RATE 'F' (IN/HR) = 0.44 0.441 IMPERVIOUS AREA WEIGHTED AVERAGE (%) = 45 1.493 LOW LOSS RATE 'Fm" (% OF RAIN) _ 50 0.198 DEVELOPED AREA (AC) 11.72 Ai ( %) = 60 LANDSCAPED AREA (AC) 5.07 Ai (%) = 10 WATER FEATURE AREA (AC) 0 Al (%) = 100 UNITTIME PERIOD PATTERN PERCENT (DECIMAL) STORM RAIN IN/HR LOSS RATE MAX. MIN. (IN/HR) EFF.RAIN IWHR FLOW CFS 0 0 1 0.5 0.165 0.441 0.074 0.074 1.244 2 0.6 0.198 0.441 0.089 0.089 1.493 3 0.6 0.198 0.441 0.089 0.089 1.493 4 0.6 0.198 0.441 0.089 0.089 1.493 5 0.6 0.198 0.441 0.089 0.089 1.493 6 0.7 • 0.231 0.441 0.104 0.104 1.742 ' t 7 0.7 0.231 - 0.441 0.104 0.104 1.742 8 0.7 0.231 0.441 0.104 0.104 1.742 9 0.7 0.231 0.441 0.104 0.104 1.742 10 0.7 0.231 - 0.441 0:104 0.104 1.742 11 0.7 0.231 0.441 0.104 0.104 1.742 12 0.8 0.264 0.441 0.119 0.119 1.990 13 0.8 0.264 0.441 0.119 0.119 1.990 ' 14 0.8 0.264 0.441 0.119 0.119 1.990 15 - 0.8 0.264 0.441 0.119 0.119 1.990 16 0.8 0.264 0.441 0.119 0.119 1.990 17 0.8 0.264 - 0.441 0.119 0.119 1.990 ' 18 0.8 0.264 0.441 0.119 0.119 1.990 ' 19 0.8 0.264 0.441 0.119 0.119 1.990 , 20 0.8 0.264 . , 0.441 0.119 0.119 1.990 21 0.8 0.264 0.441 0.119 0.119 1.990 ' 22 0.8 0.264 0.441 0.119 0.119 1.990 23 0.8 0.264 0.441 0.119 0.119 1.990 24 0.9 _ 0.297 0.441 0.133 0133 2.239 25 0.8 0.264 0.441 0.119 0.119 1.990 26 0.9 0.297 0.441 0.133 0.133 2.239 ' 27 0.9 0.297 0.441 0.133 0.133 2.239 28 0.9 0.297 0.441 0.133 0.133 2.239 29 0.9 0.297 0.441 0.133 0.133 2.239 30 0.9 0.297 0.441 0.133 0.133 2.239 31 0.9 0.297 _ 0.441 0.133 0.133 2.239 - 32 0.9 0.297 0.441 0.133 0.133 2.239 33 1.0 0.330 0.441 0.148 0.148 2.488 34 1.0 0.330 0.441 0.148 0.148 . 2.488 35 1.0 0.330 0.441 0.148 0.148 2.488 36 1.0 0.330 0.441 0.148 0.148 2.488 37 1.0 0.330 0.441 0.148 0.148 2.488 38 1.1 0.363 - 0.441 0.163 0.163 2.737 39 1.1 0.363 0.441 0.163 0.163 2.737 40 1.1 0.363 - 0.441 0.163 0.163 2.737 41 1.2 0.396 0.441 0.178 0.178 2.9&5 42 1.3 0.429 0.441 0.193 0.193 3.234 43 1.4 0.462 0.441 0.207 0.207 3.483 t 44 1.4 0.462 0.441 0.207 0.207 3.483 45 1.5 0.495 0.441 0.222 0.222 3.732 46 1.5 0.495 0.441 0.222 0.222 3.732 r 47 1.6 0.528 0.441, 0.237 0.237 3.981 48 1.6 0.528 0.441 0.237 0.237 3.981 49 1.7 0.561 0.441 - 0.252 0.252 4.229 50 1.8 0.594 0.441 0.267 0.267 4.478 ' 51 1.9 0.627 0.441 0.282 0.282 4.727 52 2.0 0.660 0.441 0.296 0.296 4.976 53 2.1 0.693 0.441 0.311 0.311 5.225. 54 2.1 - 0.693 0.441 0.311 0.311 5.225 , 55 2.2 0.726 0.441 0.326 0.326 5.473 56 2.3 0.759 0.441 0.341 0.341 5.722 57 2.4 0.792 0.441 0.356- 0.356 5.971 58 2.4 0.792 0.441 0.356 0.356 5.971 59 2.5 0.825 0.441 0.370 0.384 6.448 60 2.6 0.858 0.441 0.385 0.417 7.002 61 3.1 1.023 0.441 0.459 0.562 9.773 62 3.6 1.188 0.441 0.533 0.747 12.543 63 3.9 1.287 0.441 0.578 0.846 14.205 64: 4.2 1.386 0.441 0.622 0.945 15.867 65 4.7 1.551 0.441 0.696 1.110 18.638 66 5.6 1.848 0.441 0.830 1.407 23.624 67 1.9 0.627 0.441 0.282 0.282 4.727 68 0.9 0.297 0.441 0.133 0.133 2.239 ' 69 0.6 0.198 0.441 0.089 0.089 1.493 70 0.5 0.165 0.441 0.074 0.074 1.244 71 0.3 0.099 0.441 0.044 0.044 0.746 72 0.2 0.066 0.441 0.030 0.030 0.498 16.781 EFFECTIVE RAIN (IN) = 1.398 FLOOD VOLUME = 1.96 AC -FT 85,230 CF N: \P10200 \0001 \Site info \Hydrology \6hr- 100yr- 3S.xls;2 100 -YEAR 24 -HOUR UNIT HYDROGRAPHS RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 24 HR - 100 YEAR TENTATIVE TRACT 31733 - Watershed Area 1 UNIT TIME - MINUTES = 15 DRAINAGE AREA (AC) = 7.38 TOTAL ADJ. STORM RAIN (IN) = 5.700 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 "F" LOSS RATE (IN /HR) = 0:37 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 55 LOW LOSS RATE "Fm" (% OF RAIN) = 50 DEVELOPED AREA(AC) 6.64 Ai ( %) = 60 LANDSCAPED AREA (AC) 0.74 Ai ( %) _ 10 WATER FEATURE AREA (AC) 0 Ai ( %) _ 100 PATTERN STORM LOSS RATE UNITTIME' PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 0 0 1 0.2 0.046 0.660 0.025 0.025 0.185 2 0.3 0.068 0.652 0.038 0.038 0.278 3 0.3 0.068 0.645 0.038 0.038 0.278 4 0.4 0.091 0.637 0.050 0.050 0.370 5 0.3 0.068 0.630 0.038 0.038 0.278 6 0.3 0.068 0.622 0.038 0.038 0.278 7 0.3 0.068 0.615 0.038 0.038 0.278 8 0.4 0.091 0.607 0.050 0.050 0.370 9 0.4 0.091 0.600 0.050 0.050 0.370 10 0.4 0.091 0.593 0.050 0.050 0.370 11 0.5 0.114 0.586 0.063 0.063 0.463 12 0.5 0.114 0.578 0.063 0.063 0.463 13 0.5 0.114 0.571 0.063 0.063 0.463 14 0.5 0.114 0.564 0.063 0.063 0.463 15 0.5 0.114 0.557 0.063 0.063 0.463 16 0.6 0.137 0.550 0.075 0.075 0.555 17 0.6 0.137 0.543 0.075 0.075 0.555 18 0.7 0.160 0.536 0.088 0.088 0.648 19 0.7' 0.160 0.529 0.088 0.088 0.648 20 0.8 0.182 0.522 0.100 0.100 0.740 21 0.6 0.137 0.516 0.075 0.075 0.555 22 0.7 0.160 0.509 0.088 0.088 0.648 . 23 0.8 0.182 0.502 0.100 0.100 0.740 24 0.8 0.182 0.496 0.100 0.100 0.740 25 0.9 0.205 0.489 0.113 0.113 0.833 26 0.9 0.205 0.482 0.113 0.113 0.833 27 1.0 0.228 0.476 0.125 0.125 0.925 28 1.0 0.228 0.470 0.125 0.125 0.925 29 1.0 0.228 0.463 0.125 0.125 0.925 30 1.1 0.251 0.457 0.138 0.138 1.018 31 1.2 0.274 0.451 0.150 0.150 1.110 32 1.3 0.296 0.444 0.163 0.163 1.203 33 1.5 0.342 0.438 0.188 0.188 1.388 34 1.5 0342 0.432 0.188 0.188 1.388 35 1.6 0.365 0.426 0.201 0.201 1.480 36 1.7 0.388 0.420 0.213 0.213 1.573 37 1.9 0.433 0.414 0.238 0.238 1.758 38 2.0 0.456 0.408 0.251 0.251 1.850 39 2.1 0.479 0.402 0.263 0.263 1.943 40 2.2 0.502 0.397 0.276 0.276 2.035 41 1.5 0.342 0.391 0.188 0.188 1.388 N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 1S.xls;20 12.586 EFFECTIVE RAIN (IN) = 3.147 FLOOD VOLUME = 1.94 AC -FT 84,295 CF N:\P10200 \0001 \Site Info\ Hydrology \24hr- 100yr- 1S.xls;20 I PATTERN STORM LOSS RATE UNITTIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 42, 1:5 0.342 0.385 0.188: 0.188 1.388 43 2.0 0.456 0.380 0.251 0.251 1.850 44 210 0.456 0.374 0.251 0.251 1.850 45 119 0.433 0.369 0.238'. 0.238 1.758 46 1;9 0.433 0.363 0.2381 0.238 1.758 47 117 0.388 0.358 0.213: 0.213 1.573 48 1 l8 0.410 0.352 0.226 0.226 1.665 49 2.5 0.570 0.347 0.313': 0.313 2.313 50 2.6 0.593 0.342 0.326' 0.326 2.406 51 2!8 0.638 0.337 0.351 ' 0.351 2.591 52 2.9 0.661 0.332 0.364' 0.364 2.683 53 3.4 0.775 0.327 0.426. 0.448 3.310 54 3 4 0.775 0.322 0.426; 0.453 3.346 55 2:3 0.524 0.317 0.288 ` 10.288 2.128 56 2.3 0.524 0.312 0.288 0.288 2.128 57 2.7 0.616 0.307 0.338: 0.338 2.498 58 2.6 0.593 0.303 0.326 0.326 2.406 59. 2.6 0.593 0.298 0.326: 0.326 2.406 60 2.5 0.570 0.293 0.3131 0.313 2.313 61 2.4 0.547 0.289 0.301 � 0.301 2.221 62 2.3 0.524 0.285 .0.288- 0.288 2.128 .63 1.9 0.433 0.280 0.238 0.238 1.758 64 1.9 0.433 0.276 0.238 0.238 1.758 65 0.4 0.091 0.272 0.050 0.050 0.370 66 0.4 0.091 0.268 0.050 0.050 0.370 67 0.3 0.068 0.263 0.038 0.038 0.278 68 0.3 0.068 0.260 0.038: 0.038 0.278 69 0.5 0.114 0.256 0.063 � 0.063 0.463 70 0.5 0.114 0.252 0.063: 0.063 0.463 '71 0.5 0.114 0.248 0.063 0.063 0.463 72 0.4 0.091 0.244 0.050 " 0.050 0.370 73 0.4 0.091 0.241 0.050' 0.050 0.370 74 0.4 0.091 0.237 0.050 0.050 0.370 '75 0.3 0.068 0.234 0.038 0.038 0.278 76 0.2 0.046 0.230 0.025' 0.025 0.185 77 0.3 0.068 0.227 0.038 0.038 0.278 78 0.4 0.091 0.224 0.050 0.050 0.370 79 0.3 0.068 0.221 0.038 0.038 0.278 80 0.2 0.046 0.218 0.025. 0.025 0.185 81 0.3 0.068 0.215 0.038: 0.038 0.278 82 0.3 0.068 0.212, 0.038; 0.038 0.278 83 0.3 0.068 0.210 0.038, 0.038 0.278 84 0.2 0.046 0.207 -, 0.025: 0.025 0.185 85 0.3 0.068 0.205 0.038 0.038 0.278 86 0.2 0.046 0.202 0.025 0.025 0.185 87 0.3 0.068 0.200 0.038'. 0.038 0.278 88 0.2 0.046 0.198' 0.025 0.025 0.185 89 0.3 0.068 0.196 0.038 6.038 0.278 90 0.2 0.046 0.194 0.025 ; 0.025 0.185 91 0.2 0.046 0.193 0.025; 0.025 0.185 92 0.2 0.046 - 0.191 0.025 0.025 0.185 93 0.2 0.046 0.190 0.025: 0.025 0.185 94 0.2 0.046 0.189 0.025: 0.025 0.185 95 0.2 0.046 0.188 0.025: 0.025 0.185 96 0.2 0.046 0.187 0.025. 0.025 0.185 12.586 EFFECTIVE RAIN (IN) = 3.147 FLOOD VOLUME = 1.94 AC -FT 84,295 CF N:\P10200 \0001 \Site Info\ Hydrology \24hr- 100yr- 1S.xls;20 4.0 3.0 w 3 2.0 0 1.0 0.0 0 Synthetic Unit Hydrograph 24 -Hour, 100 -Year Watershed Area No. 1 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 24 HR - 100 YEAR THE HIDEAWAY Watershed Area 2 UNIT TIME - MINUTES = '15 DRAINAGE AREA (AC) = 30.45 TOTAL ADJ. STORM RAIN (IN) = 5.000 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" ( %) = 73 Plate E -6.2 LOSS RATE "F" (IN /HR) = 0.48 IMPERVIOUS AREA WEIGHTED AVERAGE ( %) 38 LOW LOSS RATE "Fm" (% OF RAIN) = 50 STREET AREA (AC) 0 Ai ( %) _ 90 DEVELOPED AREA (AC) 13.46 Ai ( %) = 65 LANDSCAPED AREA (AC) 15.88 Ai ( %) = 10 WATER FEATURE AREA (AC) 1.11 Ai ( %) = 100 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 0 0 1 0.2 0.040 0.853 0.015 0.015 0.458 2 0.3 0.060 0.843 0.023 0.023 0.687 3 0.3 0.060 0.833 0.023 0.023 0.687 4 0.4 0.080 0.823 0.030 0.030 0.916 5 0.3 0.060 0.814 0.023 0.023 0.687 6 0.3 0.060 0.804 0.023 0.023 0.687 7 0.3 0.060 0.794 0.023 0.023 0.687 8 0.4 0.080 0.785 0.030 0.030 0.916 9 .0.4 0.080 0.775 0.030 0.030 0.916 10 0.4 0.080 0.766 0.030 0.030 0.916 11 0.5 0.100 0.757 0.038 0.038 1.145 12 0.5 0.100 0.747 0.038 0.038 1.145 13 0.5 0.100 0.738 0.038 0.038 1.145 14 0.5 0.100 0.729 0.038 0.038 1.145 15 0.5 0.100 0.720 0.038 0.038 1.145 16 0.6. 0.120 .0.711 0.045 0.045 1.374 17 0.6 0.120 0.702 0.045 0.045 1.374 18 0.7 0.140 0.693 0.053 0.053 1.603 19 0.7• 0.140 0.684 0.053 0.053 1.603 20 0.8 0.160 0.675 0.060 0.060 1.832 21 0.6 0.120 0.666 0.045 0.045 1.374 22 0.7 0.140 0.658 0.053 0.053 1.603 23 0.8 0.160 0.649 0.060 0.060 1.832 24 0.8 0.160 0.640 0.060 0.060 1.832 25 0.9 0.180' 0.632 0.068 0.068 2.060 26 0.9 0.180 0.623 0.068 0.068 2.060 27 1.0 0.200 •0.615 0.075 0.075 2.289 28 1.0 0.200 0.607 0.075 0.075 2.289 29 1.0 0.200 0.599 0.075 • 0.075 2.289 30 1.1 0.220 0.590 0.083 0.083 2.518 31 1.2 0.240 0.582 0.090 0.090 2.747 32 1.3 0.260 0.574 0.098 0.098 2.976 33 1.5 0.300 0.566 0.113 0.113 3.434 34 1.5 0.300 0.558 0.113 0.113 3.434 35 1.6 0.320 0.551 0.120 0.120 3.663 36 1.7 0.340 0.543 0.128 0.128 3.892 37 1.9 0.380 0.535 0.143 0.143 4.350 38 2.0 0.400 0.528 0.150 0.150 4.579 39 2.1 0.420 0.520 0.158 0.158 4.808 40 2.2 0.440 0.513 0.165 0.165 5.037 41 1.5 0.300 0.505 0.113 0.113 3.434 N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 2S.xls;2 7.529 EFFECTIVE RAIN (IN) = 1.882 FLOOD VOLUME = 4.78 AC -FT 208,058 CF N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 2S.xls;2 PATTERN STORM LOSS RATE UNIT TIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 42 1.5 0.300 0.498 0.113 0.113 3.434 43 2.0 0.400 0.491 0.150 0.150 4.579 44 2.0 0.400 0.483 0.150 0.150 4.579 45 1.9 0.380 "0.476 0 .143: 0.143 4.350 46 • 1.9 0.380 0.469 0.1432 0.143 4.350 47 1.7 _0.340 _ 0.462 0.128 r 0.128 3.892 48 1.8 0.360 0.455 0.135 's 0.135 4.121 .49 2.5 0.500 0.449 0.188: 0.188 5.724 50 2.6 0.520 0.442 0.195 0.195 5.952 51 2.8 0.560 0.435 0.211 ' 0.211 6.410 52 2.9 0.580 0.429 0.218 ` 0.218 16.639 53 3.4 .0.680 0.422 0.2561 0.258 7.849 54 3.4 0.680 0.416 0.256; 0.264 8.044 55 2.3 0.460 0.410 0.173: .0.173 5.266 56 2.3 0.460 0.403 0.173 • 0.173 5.266 57 2.7 0.540 0.397 0.203 + 0.203 6.181 58 2.6 0.520 0.391 0.195' 0.195 5.952 59 2.6 0.520 0.385 0.195; 0.195 5.952 60 2.5 0.500 0.379 .0.188 0.188 5.724 61 2.4 0.480 0.373 0.180, 0.180 5.495 62 2.3 ...... __.- -. 0.460 0.368 0.173 ; 0.173 5.266 63 1.9 0.380 0.362 0.143, 0.143 4.350 64 1.9 0.380 0.357 0.1434 0.143 4.350 65 0.4 0.080 0.351 0.030 0.030 0.916 66 0.4 0.080 0.346 0.030: 0.030 0.916 67 0.3 0.060 0.340 0.023 0.023 0.687 68 0.3 0.060 0.335 0.023 ! 0.023 0.687 69 0.5 0.100 0.330 0.038, 0.038 1.145 70 0.5 0.100 0.325 0.038. 0.038 1.145 71 0.5 0.100 0.320 0.038. 0.038 1.145 72 0.4- 0.080 0.316 0.030 0.030 0.916 73 0.4 0.080 0.311 0.030: 0.030 0.916 74 0.4 0.080 0.307 0.030 .0.030 0.916 75 0.3 0.060 0.302 0.023. 0.023 0.687 -76 0.2 0.040 0.298 0.015, 0.015 0.458 77 0.3 0.060 0.294 0.023 i 0.023 0.687 78 0.4 0.080 0.290 0.030 0.030 0.916 79 0.3 0.060 0.286- 0.023: 0.023 0.687 80 0.2 . 0.040 0.282 0.015: 0.015 0.458 81 0.3 0.060 0.278 0.023' 0.023 0.687 82 0.3 0.060 0.274 0.023 0.023 0.687 83 0.3 0.060 0.271 0.023 j 0.023 0.687 84 0.2 0.040 0.268 0.0151 0.015 0.458 85 0.3 0.060 0.264 0.023' 0.023 0.687 86 0.2 0.040 0.261 0.015! 0.015 0.458 87 0.3 0.060 0.259 0.023: 0.023 0.687 88 0.2 0.040 0.256 0.015: 0.015 0.458 89 0.3 0.060 0.253 0.023 0.023 0.687 90 0.2 0.040 0.251 0.015 0.015 0.458 91 0.2 0.040 0.249 0.015: 0.015 0.458 92 0.2 0.040 0.247 0.015 0.015 0.458 93 0.2 ! 0.040 0.245 0.015 0.015 0.458 94 0.2 0.040 0.244 0.015: 0.015 0.458 95 0.2 0.040 0.242 0.015 0.015 0.458 J 96 0.2 0.040 0.242 0.015 0.015 0.458 7.529 EFFECTIVE RAIN (IN) = 1.882 FLOOD VOLUME = 4.78 AC -FT 208,058 CF N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 2S.xls;2 9.0 8.0 7.0 -6.0 .N 5.0 3 0 UL 4.0 3.0 2.0 1.0 0.0 0 Synthetic Unit Hydrograph 24 -Hour, 100 -Year Watershed Area No. 2. 120 240 360 480 600 720 840 Time (min) 960 1080 1200 1320 1440 RIVERSIDE COUNTY SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD 24 HR - 100 YEAR •TENTATIVE TRACT 31733 - Watershed Area 3 UNIT TIME- MINUTES = 15 DRAINAGE AREA (AC) = 16.79 TOTAL ADJ. STORM RAIN (IN) = 5.700 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 -62 LOSS RATE "F" (IN /HR) IMPERVIOUS AREA WEIGHTED AVERAGE ( %) = 45 LOW LOSS RATE "Fm" (% OF RAIN) = 50. DEVELOPED AREA (AC) 11.72 Ai ( %) = 60 LANDSCAPED AREA (AC) 5.07 Ai ( %) = 10 WATER FEATURE AREA (AC) 0 Ai ( %) = 100 PATTERN STORM LOSS RATE ; UNITTIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 0 0 1 0.2 0.046 0.779 0.020 0.020 0.344 2 0.3 0.068 0.770 0.031 '. 0.031 0.516 3 ' 0.3 0.068 0.761 0.031 ; 0.031 0.516 .4 0.4 0.091 0.752 0.041 i 0.041 0.688 5 0.3 0.068 0.743 0.031 0.031 0.516 6 0.3 0.068 0.734 0.031 0.031 0.516 7 0.3 0.068 0.725 0.031 0.031 0.516 8 0.4 0.091 0.717. 0.041: 0.041 0.688 9 0.4 0.091 0.708 .0.041 0.041 0.688 10 0.4 0.091 0.699 0.041 0.041 0.688 11 0.5 0.114 0.691 0.051: 0.051 .0.859 12 0.5 0.114 0.682 0.051 i 0.051 0.859 13 0.5 0.114 0.674 0.0511 0.051 0.859 14 0.5 0.114 0.665 0.051 ! 0.051 0.859 15 0.5 0.114 0.657 0.0511 0.051 0.859 16 0.6 0.137 0.649 0.0611 0.061 1.031 17 0.6 0.137 0.641 0.061 0.061 1.031 18 0.7 0.160 0.632 0.072 0.072 1.203 19 0.7 0.160 0.624 0.072'; 0.072 1.203 20 0.8 0.182 0.616 0.082 ; 0.082 1.375 21 0.6 0.137 0.608 0.0611 0.061 1.031 22 0.7 0.160 0.600 0.072 ; 0.072 1.203 23 0.8 0.182 0.592 0.082' 0.082 1.375 24 0.8 0.182 0.585 0.082: 0.082 1:375 25 0.9 0.205 0.577 0.092 0.092 1.547 26 0.9 0.205 0.569 0.0921 0.092 1.547 27 1.0 0.228 0.562 0.102: 0.102 1.719 28 1.0 0.228 '0.554 0.102 ; 0.102 1.719 29 1.0 0.228 0.546 0.102'. 0.102 1.719 30 1.1 0.251 0.539 0.113 0.113 1.891 31 1.2 0.274 0.532 0.123; 0.123 2.063 32 1.3 0.296 0.524 0.133: 0.133 2.235 33 1.5 0.342 0.517 0.154 0.154 2.578 34 1.5 0.342 0.510 0.154. 0.154 2.578 35 1.6 0.365 0.503 0.164; 0.164 2.750 36 1.7 0.388 0.496 0.174; 0.174 2.922 37 1.9 0.433 0.489 0.195: 0.195 3.266 38 2.0 0.456 0.482 0.205 0.205 3.438 39 2.1 0.479 0.475 0.215 ; 0.215 3.610 40 2.2 0.502 0.468 0.225 0.225 3.782 41 1.5 0.342 0.461 0.154 0.154 2.578 N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 3S.xls;20 10.327 EFFECTIVE RAIN (IN) = 2.582 FLOOD VOLUME = 3.61 AC -FT 157,348 CF N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 3S.xls;20 PATTERN STORM LOSS RATE UNITTIME PERCENT RAIN MAX. MIN. EFF.RAIN FLOW PERIOD (DECIMAL) IN /HR (IN /HR) IN /HR CFS 42 1.5 0.342 0.454 0.154 0.154 2.578 43 2.0 0.456 0.448 0.205 0.205 3.438 44 2.0 0.456 0.441 0.205 0.205 3.438 45 1.9 .0.433 0.435 0.195 0.195 3.266 c 46 1.9 0.433 0.428 0.195 i 0.195 3.266 47 1.7 -0.388 0.422 0.174 0.174 2.922 48 1.8 0.410 0.416 0.184 0.184 3.094 49 2.5 0.570 0.410 0.256 ! 0.256 4.297 50 2.6 0.593 - 0.403 0.266 0.266 4.469 51 2.8 0.638 0.397 0.287 0.287 4.813 52 2.9 0.661 0.391 0.297 0.297 4.985 53 3.4 0.775 0.385 0.348 0.390 6.544- 54 3.4 0.775 0.380 0.348 j 0.396 6.642 55 2.3 0.524 0.374 0.235 0.235 3.953 56 2.3 0.524 0.368 0.235 ; 0.235 3.953 57 2.7 0.616 0.363 0.276 0.276 4.641 58 2.6 0.593 .0.357 0.266 0.266 4.469 59 2.6 0.593 0.352 0.266 0.266 4.469 .60--- • -- 2.5 0.570 0.346 0.256 0.256 4.297 61 2.4 0.547 0.341 0.246 0.246 4.125 62 2.3 0.524 0.336 0.235 '• 0.235 3.953 63 1.9 0.433 0.331 0.195 0.195 3.266 64 1.9 0.433 0.325 0.195 0.195 3.266 65 0.4 0.091 0.321 0.041 i 0.041 0.668 66 0.4 0.091 0.316 0.041 0.041 0.688 67 0.3 0.068 0.311 0.031 '. 0.031 0.516 66 0.3 0.068 0.306 0.031 0.031 0.516 69 0.5 0.114 0.302 0.051 0.051 0.859 70 0.5 0.114 0.297 0.051 0.051 0.859 71 0.5 0.114 0.293 0.051 t 0.051 0.859 72 0.4 0.091 0.288 0.041 0.041 0.688 73 0.4 0.091 0.284 0.041 0.041 0.688 ----74 0.4 0.091 0.280 0.041 0.041 0.688 75 0.3 0.068 0.276 0.031 i 0.031 0.516 76 0.2 0.046 0.272 0.020 0.020 0.344 77 0.3 0.068 0.268 0.031 ; 0.031 0.516 78 0.4 0.091 0.264 0.041 0.041 0.688 79 0.3 0.068 0.261 0.031 .I 0.031 0.516 80 0.2 0.046 0.257 0.020 0.020 0.344 81 0.3 0.068 0.254 0.031 i 0.031 0.516 82 0.3 0.068 0.251 0.031 j 0.031 0.516 83 .0.3 0.068 0.247 0.031 1 0.031 0.516 84 0.2 0.046 0.244 0.020 0.020 0.344 85 0.3 0.068 0.241 0.031 0.031 0.516 86 02 0.046 0.239 0.020 0.020 0.344 87 0.3 0.068 0.236 0.031 0.031 0.516 88 0,2 0.046 0.234 0.020 0.020 0.344 89 0.3 0.068 0.231 0.031 0.031 0.516 90 0.2 0.046 0.229 0.020 0.020 0.344 91 0.2 0.046 0.227 0.020 ± 0.020 0.344 92 02 0.046 0.225 0.020 0.020 0.344 ' 93 02 0.046 0.224 0.020 0.020 0.344 94 0.2 0.046 0.222 0.020 0.020 0.344 95 0.2 0.046 0.221 0.020 0.020 0.344 96 0.2 0.046 0.221 0.020 0.020 0.344 ' 10.327 EFFECTIVE RAIN (IN) = 2.582 FLOOD VOLUME = 3.61 AC -FT 157,348 CF N: \P10200 \0001 \Site Info \Hydrology \24hr- 100yr- 3S.xls;20 7.0 . 6.0 5.0 v 4.0 3 0 M 3.0 2.0 1.0 0.0 0 Synthetic Unit Hydrograph 24 -Hour, 100 -Year Watershed Area No. 3 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) ' DRAINAGE REPORT FOR . AMENDED TRACT 31733 - PALIZADA CITY OF LA QUINTA ' JUNE 2006 PREPARED FOR: KB HOME COASTAL, INC. - DESERT DIVISION 77933 LAS MONTANAS ROAD, SUITE 101 PALM DESERT, CA 92211 PREPARED BY: MDS CONSULTING 78 -900 AVENUE 47, SUITE 208 LA QUINTA, CA 92253 % j Si 0 • • 1 MEMO To: Design Engineers From: NRO Engineering Re: CivilCadd Synthetic Unit Hydrograph Hydrology Calculations The attached "Interim Criteria for Sizing Increased Runoff Detention Facilities" issued by Riverside County Flood Control District has changed the Low Loss Rates for the 24 hour storm. Since the low loss rate is input into the CivilCadd program the design engineer must input the correct number. We have noticed recently that most engineers are not using the correct low loss rate and hence their basins may be too small. You must ensure that the correct low loss rate is input into the program. The second sheet attached shows where the new number is reflected in the output. You will also need to ensure that the impervious percent is correct for the area you are calculating. !V On D- .. iL _ .l. INIE T11rTr: CRIT�R * The entire area of proposed development will be routed through a.detention facility(s) to mitigate increased runoff. All basins must have positive drainage; dead storage basins shall not be acceptable. Storms to be studied will include the 1 -hour, 3- hour,.6 -hour and 24 -hour duration events for the 2-year, 5 -year and 10 -year return frequencies. Detention basin(s) and outlet(s) sizing will ensure that none of these storm events have a higher peak discharge' in the "after" condition than in the. "before" condition. • For the 2 -year and 5 -pear events the.loss rate will be determined using an AMC I condition. For the 10- year'event AMC Ii will be used. Constant loss rates shall'be used for the 1 -hour, 3 -hour and 6 -hour events.. A variable loss rate shall be used for the 24 -hour events. * Low Loss rates will be determined using the following: eo Undeveloped Condition `> Low Loss­- 90% ' - Developed Condition --> IL w�. 1 ass r .9 - r 8 x jatpe'rviou_0 / - Basin Site Lnw Lars 10% % hVervious y Where possilsle and feisible the on -site flows.should be mitigated before ootribinirik with off -site flows to minimize the size of the detention facility required. If it is �s I • ne�.asary lg eprrtb }ne oft• -site and on -site flows into 'a detention facility two separate conditions should be evaluated for each duration/return period/before -after development combination studied; the first for the total tributary area (off -site plus on- site), and the second for the area to i be developed alone (on- site). It must be clearly demonstrated that there is no increase in peak flow rates under either condition (total tributary area or on -site alone), for each of the return period/duration combinations required to be evaluated. A single plot showing the pre - developed, post - developed and. routed hydrograghs for each storm considered, shall be included with the submittal of the hydrology study. No outlet pipe(s) will be less than 1.8" in diameter. Where necessary an orifice plate may be used to restrict outflow rates. Appropriate trash racks shall he provided for all outlets less than 48 inches in diameter. * The basins) and outlet structures) must be capable of passing the 100 -year storm without damage to the facility. * Mitigation basins should be designed for joint use and be incorporated into open space or park areas. Side slopes should be no steeper thAn 4:1 and depths should be. minimized, where public access is uncontrolled. • A viable maintenance mechanism, acceptable to both she County and the District, should be provided for detention facilities. .-Generally. this Wonld mean a CSA,-latidseape district, parks agency or commercial property owners association. Residential bomeowners'associations would generally not be acceptable. refd2322 DWXJP 544-95 10 39dd 9NI- inSN00 IaN 669SEZE09L 90:90 S00Z /01/90 Sub -Area Data r ` Area(AC.) Runoff Index Impervious 28.040 32.00 0.450 Total Area Entered 28.04(Ac.) RI' RI Infil. Rate Imp rvious Adj. Infil.'Rate Area$ F AMC2 AMC =3 (In /Hr) ( $) (In /Hr) - (Dec.) (In /Hr) 32.0 �•52.0.i' 0.552 .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 f. (for 24 hour -storm duration) Soil'low loss.rate (decimal) 0.800 y -------- -- - -- - - - -- ` �5 y - - - -- U n. i. t- H y d r o g r. a p h DESERT S - Curve Hyd ----- - - - - -- --------------- -- U nit' r ograph 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 5.823 1.589 t 6 0.500 73.272. 9.624 2.720 j 7 0.583 85.484 11.716' 3.311 8 0.667 97.696 9.555 2.700 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 a 12. •1.000 146.545 3.674 1.038 13 1:083 158.757 3.168 0.895 14 1'. 16.7 1 70.969 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 0.3.80 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 2.331 341.938 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, 2.66,7 390.786 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 i Drainage Report Amended Tract No. 31733 - Prado Del Sol CITY OF LA QUINIA, STATE OF CALIFORNIA PLANNERS $rrr= AIRPORT BOULEVARD VICNITY MAP NOT TO SCALE M O R S E D 0 K I C H S C H U L T Z ENGINEERS FELDRA6 tPERAN R.C.E. 55246 78 -900 Avenue 47, Suite 208 La Quinta, CA 92253 Voice: 760 - 771 -4013 FAX: 760 -771 -4073 SURVEYORS EXP. DATE: 6/30/06 Proiect Description 0r 01 , The purpose of this report is to demonstrate that the proposed onsite retention basin and street and storm drain system are more than adequate_ to protect the proposed development from a 100 -year storm event. �l • One hundred and twenty -two (122) single - family residential lots are proposed on this 37.0 -acre site located in the city of La Quinta. The project site is bounded by Tentative Tract 31732 (residential site), Monroe Street, 61 Avenue) 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 capacities were analyzed using Manning's Equation for open channel flow. Storm drain pipes were sized using Manning's Equation using software by Advanced Engineering Software (AES). G: \446\ 14\HYD RO\D ESC M DOC MDS CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Job No: By: Date: — SHT OF Q �►. t N I ._..... .... 00. . 3 . i T 1 L i • i ` i MDS CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 t" 0� Job No: By: Date: — SHT OF MDS CONSULTING PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 r Job No: By: Date: SHT OF • CATCH BASIN SUMMARY MINIMUM C.B. Q100 NUMBER OF GATES L1 -1 0.8 1 NOTES Lt -2 12.5 (SEE NOTE) 3 8.6 CFS (Qco FROM CB #L1 -4) + 3.9 CFS =12.5 CFS TOTAL L1 -3 8.1 3 Qint =4.8 CFS, Qco =3.3 CFS TO CB JL2 -2 0-4 15.0 4 Qint =6.4 CFS, Qco =8.6 CFS TO CB JL1 -2 L2 -1 0.3 1 SUMP L2 -2 4.4 (SEE NOTE) 1 3.3 CFS (Qco FROM CB IL1 -3) + 1.1 CFS =4.4 CFS TOTAL L2 -3 3.3 N/A SUMP L2 -4 2.6 N/A SUMP L2 -5 1.3 N/A SUMP L2 -6 1.0 N/A SUMP 0-1 3.0 1 USE 2- GRATES L3 -2 2.5 1 SUMP L3 -3 2.5 1 SUMP M1 -1 9.0 2 SUMP Mt -2 5.3 2 SUMP M2 -1 3.0 N/A M3 -1 4.3 1 USE 2- GRATES M3 -2 5.9 2 M4 -1 0.9 1 M4 -2 3.4 •1 N -1 2.8 1 N -2 1.5 1 01 -1 5.7 2 01 -2 2.7 1 02 -1 3.1 1 02 -2 1.7 1 02 -3 4.6 1 USE 2- GRATES WIDTH CONDITION 'W FLOW -BY OR SUMP 2.95' SUMP 9.84' SUMP 9.84' FLOW -BY 13.30' FLOW -BY 2.95' SUMP 2.95' SUMP 10.00' FLOW -BY 4.00' SUMP 4.00' SUMP 4.00' SUMP 6.40' SUMP 2.95' SUMP 2.95' SUMP 6.40' SUMP 6.40' SUMP 4.00' SUMP 6.40' SUMP 6.40' SUMP 2.95' SUMP 2.95' SUMP 2.95' SUMP 2.95' SUMP 6.40' SUMP 2.95' SUMP 2.95' SUMP 2.95' SUMP 6.40' SUMP NOTES: 1. CATCH BASINS jL2 -3, JL2 -4, #L2 -5, #L2-16 do #M2 -1 ARE SIDE OPENING CATCH BASIN, THE REST ARE GRATE INLET TYPE 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 CONDITION Sladden Engineering l 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 623 -0962 Fax (714) 523.1369 • 39.726 Garand Ln.. Suite G, Palm Deaert, CA 92211 (760) 772.3893 Fax (760) 772.3895 April 7, 2004 Project No. 544 -4116 04-03 -204 PacificUS heal Estate Group 2 North Lake Avenue, Suite 800 Pasadena, California 91101 Attention: Mr. Ron Coleman Project Tentative Tract No. 31732 & 31733 SEC Monroe Street & Avenue 60 La Quinta, California Subject: InfiltratiowTercolarion Testing for Stormwater Retention As requested, we have performed percolation/infiltration testing on the subject site in order to determine the infiltration potential of the surface soils. The percolation rates determined should be useful in assessing stormwater retention needs. It is our understanding that on -site stormwater • retention will be required. It is proposed to collect the stormwater runoff within several shallow retention basins. Infiltration testing was perfornied within shallow test holes excavated in the area of the proposed retention basins. Percolation testing was performed on April 5 and 6, 2004. Testing involved filling tbe. test holes.. with- water -and- recording- the-drop-in the water surtace with time, Measurements were recorded in 15- minute increments. Tests results are summarized below; Rate Test Bole No. (incheslhour) A 4.0 H 4.4 C 6.2 It should be noted that the infiltration rates determined are ultimate rates based upon field test results. An appropriate safety factor should be applied to account for subsoil inconsistencies and potential silting of the percolating soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design (particularly stormwater volume estimates) and the safety factors associated with those design components. October 24, 2003 -2- Project No. 544 -3490 03 -10 -682 • We appreciate the Opportunity PP ty to provide service to you on this project. If you have questions regarding this letter or the data Included, please contact the undersigned. Respectfully submitted, .... •:. SLADDEN ENGINEERING No. C 45389 Z 7 1). 9/30/06; T rn * 2 Hogan R Wright Brett 4An s o s Project Engineer A Cwn." �P Principal Engineer For,. :.. n,:, Pere /pc Copies: 41 PaCMCUS Real Estate Group 9 • Sladden Engineering Double Ring Stormwater Percolation Data Sheet Project: S.E.C. Avenue §Q & Monroe Street -Le Qulnla Fmject No.._ 5444? 18 Test Hole: A Date Excavated; 45-04 Percolation Tested by: Ryan Reid soil Classification: SM • Date Tested: 4-5-04 1 Reading Time The Inner Change Outer Change Outer Inner Outer Na. of Interval Ring Inner FUng Outer Ring Ring Ring Readinn (min.1 fin I fin-1 (In.1 rin.1 Conversion (in./hr-1 (In-/hr-) • 11,42 18 28.6 1 3.0 11, 11-9 11:57 15.6 25-1 2 15 2.0 2.5 U0 9.9 13.8 22.2 12,12 13.6 3 1.8 2.6 19.7 jj A 19-7 4 16 2.1 1.8 J"4 1011 _17.6 5 is 5 1.4 6,0 5.8 12:57 15.9 12:57 15.9 6 1.1 1.4 4_4 4.8 1'12 LIS I-Us 1:12 7-6- 14.5 7 15 U 4A - 1-27 - --- -6 5- 13.2 127 -5 13.2 8 15 1, .0 1.2 11-0 �4_0 4.1 1:42 6.5 12.0 1:42 9 .15 1 A 1.3 1.1 �Lf 4-4 1:57 44 jQ7 1:57 LO-7 10 0.9 0.9 3.6 22-7 2:12 3.5 9.6 3.5 U- 2:27 6.4- 2:27 L-5 L- 4 2:42 15 Zz 1 7.Z Double Ring Stormwater Percolation Data Sheet 18.2 13.6 Project: S.E.C.Avenue 22. 60 & Monroe tract -1 n Ouinta ?,1 Project No.@ 5" -4118► Test Hole: B 2 15112 30 Date Excavated: 45 -04 Percolation Tested by: �• Ryon Reid _ _ Soil Classification: SM Date Tested: 4 -6 -04 �4 Reading Time Time Inner Change Outer Change Outer Inner Outer No. of Interval Ring Inner Ring Outer Ring Ring Ring Ranrfinn thin 1 tin t fin-1 tin _1 lin 1 Conversion fin./hr.) (inAr.) 1 7.Z 18.2 13.6 4!8 22. ?,1 9 -2 2 15112 30 13.6 1 22.5 -4 3!6 §;A 7_1 �4 18.3 3 10.4 � 18-3 3 0 5_0 6.00 :12 7�9 14.8 4 � •12 30 M � 14.i3 3 ^3 �8_ _4.:� 5_8 9:42 , 11.5 5 2_2 3_0 ? $ 4_;� 5„1 10:12 13-9 8_5 5 10:12 30 13.9 2_4 8.6 3,2 227 446 5.44 10:42- 11,E 553 7 10:42 11.5 5.3 i. 8 11:12 30 9_0 22_4 3_2 2,7 All • 1 ' Double Ring Stormwater Percolation Data Sheet Project:, E C. Avenue 60 8 Monroe Street -La QUiMa Project No,, 544 -4116 r Test Hole., C 13.9 Z 04 _Date Excavated: 4-5 -04 Percolation Tested by: Ryon Reid 4_9 _Soil Classification: SM • Date Tested: 4.6 -04 9_6 9.5 3 Reading Time rime Inner Change Outer Change Outer Inner Outer No. of Interval Ring Inner Ring Outer Ring Ring Ring OMMA."., vain % fin I An % (in.) fin.) Conversion (in. /hr.) (in./hr,) • 1 ' 8:34 g_p 28.3 �.2, 7__;_Q 12,0 13.9 Z 04 30 12 7_7 4_9 2- 0.1 14. AS 9_6 9.5 3 3Q �.6 L 44 a.! za 77_5 1 .1 4 ? a_s 3.9 L-2 7.8 10:04 15.1 5_5 5 10 04 34 9.;4 Z 41 8 -8 Z.0 10:34 11. 23Q 10:34 11.7 23.8 820 3_1Q B.? §A 11;04 19.0 11:04 8_8 7, 7 - - . - - 11:34.... 30 3_1 420 M _ .. 6_8 11:3 5_5 15.9 8 ,�Q 3,U, 3,g 3_3 6_6 12:L4 TRACT 31733 - PRADO DEL SOL ON- SITE /OFF -SITE HYDROLOGY CALCULATION .................... 1 UNIT HYDROGRAPH.................................................................... 2 RETENTION BASIN ...................................... ............................... 3 STREET CAPACITY /CATCH BASIN CALCULATION ............... 4 STORM DRAIN PIPE HYDRAULICS ...............:......:. . . HYDROLOGY MAP (POCKET) ..................... ............................... 6 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2003 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2003 License ID 1269 Analysis prepared by: * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *Amended 100 -year Storm Hydrology Calculation *Lines "L -111, "L -2" & "L -311 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L.100 TIME /DATE OF STUDY: 10:56 04/29/2006 ---------------------------------------------------------------------------- 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) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL - - AND - IGNORE- OTHER - CONFFLUENC - -E COMBINATIONS FOR DOWNSTREAM ANALYSES *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 UPSTREAM ELEVATION(FEET) = 420.80 DOWNSTREAM ELEVATION(FEET) = 416.90 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.393 *[.( 560.00 * *3) /( '3.90)] * *.2 = 13.324 100.YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.888 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7103 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.50 i TOTAL AREA(ACRES) = 1.99 TOTAL RUNOFF(CFS) = 5.50 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 416.90 DOWNSTREAM ELEVATION(FEET) = 415.30 STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 15.71 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.528 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6996 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 3.06 PEAK FLOW RATE(CFS) = 8.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 875.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 82.00 TO NODE 82.10 IS CODE = 31 • ---------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.30 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED- PIPE DIAMET-ER(INCH)- INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ - 8.14 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 15.74 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.10 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.10 TO NODE 82.10 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 86.00 TO NODE 88.00 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(FEET) = 480.00 UPSTREAM ELEVATION(FEET) = 419.70 DOWNSTREAM ELEVATION(FEET) = 416.90 ELEVATION DIFFERENCE(FEET).= 2.80 TC = 0.393 *[( 480.00 * *3) /( 2.80)] * *.2 = 12.980 100 YEAR RAINFALL,INTENSITY(INCH /HOUR) = 3.948 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7120 SOIL CLASSIFICATION IS "A" • SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 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.) = 12.98 RAINFALL INTENSITY(INCH /HR) = 3.95 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 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(FEET) = 540.00 UPSTREAM ELEVATION(FEET) = 421.40 DOWNSTREAM ELEVATION(FEET) = 416.90 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.393 *[( 540.00 * *3) /.( 4.50)] * *.2 = 12.669 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.005 • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7136 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.52 TOTAL AREA(ACRES) = 2.28 TOTAL RUNOFF(CFS) = 6.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 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.) = 12.67 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.98 12.98 3.948 0.35 2 6.52 12.67 4.005 2.28 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 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 7.48 2 7.41 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ LONGEST FLOWPATH FR 12.67 4.005 12.98 3.948 ESTIMATES ARE AS FOLLOWS: 7.48 Tc(MIN.) = 12.67 2.63 DM NODE 87.00 TO NODE 88.00 = 540.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 91.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 416.90 DOWNSTREAM ELEVATION(FEET) = 415.50 STREET LENGTH(FEET) = 285.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.89 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF- STREET VELOCITY(FEET /SEC.) = 2.22 SPLIT DEPTH(FEET) = 0.22 SPLIT FLOOD WIDTH(FEET) = 4.88 SPLIT FLOW(CFS) = 0.42 SPLIT VELOCITY(FEET /SEC.) = 1.18 • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.22 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 14.81 -- - - 100 YEAR- RAINFALL INTENSITY (-INCH /HOUR) _- 3.-653 - - - SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7034 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.82 i TOTAL AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) = 8.30 END OF SUBAREA STREET.FLOW HYDRAULICS: • DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.22 DEPTH *VELOCITY(FT *FT /SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 91.00 = 825.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 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.) = 14.81 RAINFALL INTENSITY(INCH /HR) = 3.65 TOTAL STREAM AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.30 FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS,SINGLE FAMILY (1/4 ACRE) • TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 590.00 UPSTREAM ELEVATION(FEET) = 420.50 DOWNSTREAM ELEVATION(FEET) = 415.50 ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.393 *[( 590.00 * *3) /( 5.00)] * *.2 = 13.082 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.930 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7115 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 7.16 TOTAL AREA(ACRES) = 2-.56 TOTAL RUNOFF(CFS) = 7.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.08 RAINFALL INTENSITY(INCH /HR) = 3.93 TOTAL STREAM AREA(ACRES) = 2.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.30 14.81 3.653 2.95 • 2 7.16 13.08 3.930 2.56 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.49 13.08 .3.930 2 14.95 14.81 3.653 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.95 Tc(MIN.) = 14.81 TOTAL AREA(ACRES) = 5.51 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 91.00 = 825.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 82.10 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.50 DOWNSTREAM(FEET) = 411.00 • FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE=FLOW VELOCITY(FEET /SEC.) = 8.08 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.95 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.89 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 82.10 = 865.00 FEET. • FLOW PROCESS FROM NODE 82.10 TO NODE. 82.10 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 14.95 14.89 3.641 5.51 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 82.10 = 865.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.14 15.74 3.524 3.06 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.10 = 890.00 FEET. 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 84.00 TO NODE 84.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.10 TO NODE 84.20 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(FEET) = 370.00 UPSTREAM ELEVATION(FEET) = 421.90 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 22.65 14.89 3.641 2 22.61 15.74 3.524 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.65 Tc(MIN.) = 14.89 TOTAL AREA(ACRES) = 8.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.10 TO NODE 84.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.00 DOWNSTREAM(FEET) = 409.80 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8'.95 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.65 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 15.06 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 985.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.10 TO NODE 84.20 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(FEET) = 370.00 UPSTREAM ELEVATION(FEET) = 421.90 - DOWNSTREAM ELEVATION(FEET) = 419.50 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.303 *[( 370.00 * *3) /( 2.40)] * *.2 = 8.840 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.952 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8672 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 2.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.20 TO NODE 84.30 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.90 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 938.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.62 PIPE TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 12.93 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.30 = 1308.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.30 TO NODE 84.30 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.) = 12.93 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 FLOW PROCESS FROM NODE 84.50 TO NODE 84.60 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(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 420.50 DOWNSTREAM ELEVATION(FEET) = 415.30 ELEVATION DIFFERENCE(FEET) = 5.20 TC = 0.303 *[( 900.00 * *3) /( 5.20)] * *.2 = 12.910 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.961 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8625 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 3.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.60 TO NODE 84.30 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< • >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.20 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.31 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.95 LONGEST FLOWPATH FROM NODE 84.50 TO NODE 84.30 = 913.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.30 TO NODE 84.30 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.) = 12.95 RAINFALL INTENSITY(INCH /HR) = 3.95 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.31 ** CONFLUENCE DATA ** TABLE ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.62 12.93 3.958 0.61 2 3.31 12.95 3.954 0.97 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1_ 5: 9 3 -- 12.9 3 3.95-8 2 5.93 12.95 3.954 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.93 Tc(MIN.) _ TOTAL AREA(ACRES) = 1.58 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 12.95 84.30 = 1308.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84:30 TO NODE 201.40 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 407.50 DOWNSTREAM(FEET) = 407.40 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.82 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.93 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.09 .•LONGEST FLOWPATH FROM NODE 84.10 TO NODE 201.40 = 1341.00 FEET. FLOW PROCESS FROM NODE 201.40 TO NODE 201.40 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- • -- FLOW - PROCESS - FROM - NODE - - -- 20000 TO NODE 201.00 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(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 415.30 DOWNSTREAM ELEVATION(FEET) = 413.90 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.303 *[( 80.00 * *3) /( 1.40)] * *.2 = 3.928 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 201.30 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.50 DOWNSTREAM(FEET) = 408.80 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.97 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 5.•95 LONGEST,FLOWPATH FROM NODE 200.00 TO NODE 201.30 = 236.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW-PROCESS FROM -NODE •2 01.3 0 TO NODE 2-01.30 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.) = 5.95 RAINFALL INTENSITY(INCH /HR) = 6.26 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.10 TO NODE 201.20 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(FEET) = 155.00 UPSTREAM ELEVATION(FEET) = 415.30 f DOWNSTREAM ELEVATION(FEET) = 413.90 • ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.303 *[( 155.00 * *3) /( 1.40)] * *.2 = 5.842 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.324 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8722 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.32 i" ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.20 TO NODE 201.30 IS CODE = 31 ------------------------------------------------------------------------ >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.60 DOWNSTREAM(FEET) = 408.90 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.86 LONGEST FLOWPATH FROM NODE 201.10 TO NODE 201.30 = 165.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.30 TO NODE 201.30 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.) = 5.86 RAINFALL INTENSITY(INCH /HR) = 6.31 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 ** CONFLUENCE DATA ** STREAM RUNOFF • Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.97 5.95 6.256 0.16 2 1.32 5.86 6.310 0.24 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 2.28 5.86 6.310 2 2.2'8 5.95 6.256 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.28 Tc(MIN.) = 5.86 TOTAL AREA(ACRES) = 0.40 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.30 = 236.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.30 TO NODE 201.40 IS CODE = 31 ---------------------------------------------------------------------------- • >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 408.80 DOWNSTREAM(FEET) = 407.20 FLOW LENGTH(FEET) = 157.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.69 • ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 6.42 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.40 = 393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.40 TO NODE 201.40 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK ## 2 WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.28 6.42 LONGEST FLOWPATH FROM NODE DATA ** INTENSITY AREA (INCH /HOUR) (ACRE) 5.981 0.40 200.00 TO NODE 201.40 = 393.00 FEET. ** MEMORY BANK ## 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5:93 13.09 3.929 1.58 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 201.40 = 1341.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 5.19 6.42 5.981 2 7.43 13.09 3.929 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE-(CFS) = 7.43- Tc (-MIN. ) = 13.09 TOTAL AREA(ACRES) = 1.98 FLOW PROCESS FROM NODE 201.40 TO NODE 84.90 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 407.40 DOWNSTREAM(FEET) = 407.20 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0.INCH PIPE IS 13.9 INCHES _ PIPE -FLOW VELOCITY(FEET /SEC.) = 4.40 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.43 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 13.29 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.90 = 1393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.90 TO NODE 84.90 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.894 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8621 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 2.06 TOTAL RUNOFF(CFS) = 7.70 TC(MIN.) = 13.29 FLOW PROCESS FROM NODE 84.90 TO NODE 84.90 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.) = 13.29 RAINFALL INTENSITY(INCH /HR) = 3.89 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.70 TO NODE 84.80 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(FEET) = 245.00 UPSTREAM ELEVATION(FEET) = 416.90 DOWNSTREAM ELEVATION(FEET) = 414.10 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.393 *[( 245.00 * *3) /( 2.80)] * *.2 = 8.670 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.010 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = ..7374 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.11 FLOW PROCESS FROM NODE 84.80 TO NODE 84.90 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 410.50 DOWNSTREAM(FEET) = 410.30 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 84.70 TO NODE 84.90 = 260.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.90 TO NODE 84.90 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.) = 8.73 RAINFALL INTENSITY(INCH /HR) = 4.99 TOTAL STREAM.AREA(ACRES) = 0.30 • PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.70 13.29 3.894 2.06 2 1.11 8.73 4.989 0.30 r 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 6.16 8.73 4.989 2 8.56 13.29 3.894 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.56 Tc(MIN.) = 13.29 TOTAL AREA(ACRES) = 2.36 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.90 = 1393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.90 TO NODE 84.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 410.30 DOWNSTREAM(FEET) = 409.80 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 13.60 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.00 = 1488.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW. PROCESS FROM -NODE 84.00 TO NODE 84: -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 8.56 13.60 3.842 2.36 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.00 = 1488.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 22.65 15.06 3.616 8.57 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 985.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 29.00 13.60 3.842 2 30.71 15.06 3.616 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.71 Tc(MIN.) = 15.06 TOTAL AREA(ACRES) = 10.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO NODE 85.10 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 909.80 DOWNSTREAM(FEET) = 909.20 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.43 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 30.71 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 15.20 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 85.10 = 1558.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.10 TO NODE 85.10 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * ** * *ALL MEMORY BANKS ARE FULL. ** * * * * * * * * * * * * * * * * * * ** ** *WARNING - MEMORY BANK 2 HAS BEEN OVERWRITTEN. •********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 85.00 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(FEET) = 385.00 UPSTREAM ELEVATION(FEET) = 415.70 DOWNSTREAM ELEVATION(FEET) = 413.50 ELEVATION DIFFERENCE(FEET) = 2.20 TC = 0.393 *[( 385.00 * *3) /( 2.20)] * *.2 = 11.933 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.149 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7174 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 2.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW'PROCESS FROM NODE 85.00 TO NODE 85:00 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.) = 11.93 RAINFALL INTENSITY(INCH /HR) = 4.15 • TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.40 TO NODE 85.00 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(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 416.30 DOWNSTREAM ELEVATION(FEET) = 413.50 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.393 *[( 355.00 * *3) /( 2.80)] * *.2 = 10.831 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.393 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7236 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.89 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 2.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 10.83 RAINFALL INTENSITY(INCH /HR) = 4.39 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = ' 2.89 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 .W.ILL 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 4.95 10.83 4.393 2 4.99 11.93 4.149 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.95 Tc(MIN.) = 10.83 TOTAL AREA(ACRES) = 1.67 LONGEST FLOWPATH FROM NODE 83.00 TO NODE 85.00 = 385.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.20 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< • ELEVATION DATA: UPSTREAM(FEET) = 410.20 DOWNSTREAM(FEET) 410.00 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) • 1 2.26 11.93 4.149 0.76 2 2.89 10.83 4.393 0.91 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 .W.ILL 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 4.95 10.83 4.393 2 4.99 11.93 4.149 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.95 Tc(MIN.) = 10.83 TOTAL AREA(ACRES) = 1.67 LONGEST FLOWPATH FROM NODE 83.00 TO NODE 85.00 = 385.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.20 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< • ELEVATION DATA: UPSTREAM(FEET) = 410.20 DOWNSTREAM(FEET) 410.00 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.95 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.94 LONGEST FLOWPATH FROM NODE 83.00 TO NODE 85.20 = 417.00 FEET: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.20 TO NODE 85.20 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) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.30 TO NODE 85.20 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)) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 425.00 UPSTREAM ELEVATION(FEET) = 416.70 DOWNSTREAM ELEVATION(FEET) = 413.50 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.393 *[( 425.00 * *3) /( 3.20)) * *.2 = 11.748 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.188 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7184 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.20 TO NODE 85.20 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.) = 11.75 RAINFALL INTENSITY(INCH /HR) = 4.19 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY• AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.95 10.94 4.367 1.67 2 3.01 11.75 4.188 1.00 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) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.10 TO NODE 85.10 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 7.75 11.56 4.227 2.67 LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.10 = 595.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM 1 7.75 10.94 4.367 INTENSITY AREA • 2 7.75 11.75 4.188 (INCH /HOUR)- (ACRE) 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 3.597 10.93 LONGEST PEAK FLOW RATE(CFS) = 7.75 Tc(MIN.) = 10.94 FROM NODE 84.10 TO NODE 85.10 = 1558.00 FEET. TOTAL AREA(ACRES) = 2.67 LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.20 = 425.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.20 TO NODE 85.10 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.90 DOWNSTREAM(FEET) = 409.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.56 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.75 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 11.56 LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.10 = 595.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.10 TO NODE 85.10 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 7.75 11.56 4.227 2.67 LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.10 = 595.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA - NUMBER ( -CFS) - (MIN.) (INCH /HOUR)- (ACRE) 1 30.71 15.20 3.597 10.93 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 85.10 = 1558.00 FEET. 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 31.10 11.56 4.227 2 37.30 15.20 3.597 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)­ 37.30 Tc(MIN.).= 15.20 TOTAL AREA(ACRES) = 13.60 FLOW PROCESS FROM NODE .85.10 TO NODE 106.00 IS CODE = 31 • >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER. - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.00 DOWNSTREAM(FEET) = 408.50 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES ( PIPE -FLOW VELOCITY(FEET /SEC.) • ESTIMATED PIPE DIAMETER(INCH) PIPE- FLOW(CFS) = 37.30 PIPE TRAVEL TIME(MIN.) = 0. LONGEST FLOWPATH FROM NODE 7.57 33.00 NUMBER OF PIPES = 1 19 Tc(MIN.) = 15.39 84.10 TO NODE 106.00 = 1643.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 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(FEET) = 340.00 UPSTREAM ELEVATION(FEET) = 416.70 DOWNSTREAM ELEVATION(FEET) = 413.30 ELEVATION DIFFERENCE(FEET) = 3.40 TC = 0.393 *[( 340.00 * *3) /( 3.40)] * *.2 = 10.152 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.564 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7276 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.89 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.89 FLOW PROCESS FROM NODE 95.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING.COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION.DATA: UPSTREAM(FEET) = 410.10 DOWNSTREAM(FEET) = 409.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.89 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.19 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 106.00 = 355.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.553 • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7274 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 1.41 TOTAL RUNOFF(CFS) = 4.68 TC(MIN.) = 10.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �- FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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 4.68 10.19 4.553 1.41 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 106.00 = .355.00 FEET ** MEMORY BANK ## 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 37.30 15.39 3.571 13.60 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 106.00 = 1643.00 FEET. 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 • ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 29.39 10.19 4.553 2 40.97 15.39 3.571 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.97 Tc(MIN.) = 15.39 TOTAL AREA(ACRES) = 15.01 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.01 TC(MIN.) = 15.39 PEAK FLOW RATE(CFS) = 40.97 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS i • r • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2003 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2003 License ID 1269 Analysis prepared by: * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Amended 10 -year Storm Hydrology Calculation * Linde "L -111, "L -2" & "L -31' * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L.10 TIME /DATE OF STUDY: 10:59 04/29/2006 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------7----------------------- 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) = 0.962 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY-MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 UPSTREAM ELEVATION(FEET) = 420.80 DOWNSTREAM ELEVATION(FEET) = 416.90 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.393 *[( 560.00 * *3) /( 3.90)] * *.2 = 13.324 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.338 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6534 ° SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 1.99 TOTAL RUNOFF(CFS) = 3.04 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< a >> >>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- • • • UPSTREAM ELEVATION(FEET) = 416.90 DOWNSTREAM ELEVATION(FEET) = 415.30 STREET LENGTH(FEET) = 315.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) _ * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 16.07 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.093 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6412 SOIL CLASSIFICATION IS "A" 3.76 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 3.06 PEAK FLOW RATE(CFS) 0.0150 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.62 FLOW VELOCITY(FEET /SEC.) = 1.99 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 875.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.00 TO NODE 82.10 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.30 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.22 ESTIMATED PIPE DIAMETER(INCH) _ 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.48 PIPE TRAVEL TIME(MIN.) = 0.03 . Tc(MIN.) = 16.10 LONGEST FLOWPATH FROM NODE. 80.00 TO NODE 82.10 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.10 TO NODE 82.10 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 86.00 TO NODE 88.00 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(FEET) = 480.00 UPSTREAM ELEVATION(FEET) = 419.70 DOWNSTREAM ELEVATION(FEET) = 416.90 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.393 *[( 480.00 * *3) /( 2.80)] * *.2 = 12.980 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.374 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6552 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.54 • TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.54 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 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.) = 12.98 RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 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(FEET) = 540.00 UPSTREAM ELEVATION(FEET) = 421.40 DOWNSTREAM ELEVATION(FEET) = 416.90 ELEVATION DIFFERENCE(FEET) = 4 -50 TC = 0.393 *[( 540.00 * *3) /( 4.50)] * *.2 - 12.669 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.408 - SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6568 • SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 2.28 TOTAL.RUNOFF(CFS) = 3.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 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.) = 12.67 RAINFALL INTENSITY(INCH /HR) = 2.41 TOTAL'STREAM AREA(ACRES) = 2.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.54 12.98 2:374 0.35 2 3.61 12.67 2.408 2.28 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 4.14 12.67 2.408 • 2 4.10 12.98 2.374 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.14 Tc(MIN.) = 12.67 TOTAL AREA(ACRES) = 2.63 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 88.00 = 540.00 FEET. FLOW PROCESS FROM NODE 88.00 TO NODE 91.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- 'UPSTREAM ELEVATION(FEET) = 416.90 DOWNSTREAM ELEVATION(FEET) = 415.50 STREET LENGTH(FEET) = 285.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020• OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) _ * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95 • PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 15.10 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.171 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT '= .6452 SOIL CLASSIFICATION IS_ "A" SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) _ 0.0150 4.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.87 FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 91.00 = 825.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 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.) = 15.10 RAINFALL INTENSITY(INCH /HR) = 2.17 TOTAL STREAM AREA(ACRES) = 2.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< • ____ - - - == ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 590.00 UPSTREAM ELEVATION(FEET) = 420.50 DOWNSTREAM ELEVATION(FEET) = 415.50. i • ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.393 *(( 590.00 * *3) /( 5.00)] * *.2 = 13.082 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.363 SINGLE FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6546 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 2.56 TOTAL RUNOFF(CFS) = 3.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< -----------------------------------------------------------=---------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME. OF CONCENTRATION(MIN.) = 13.08 RAINFALL INTENSITY(INCH /HR) = 2.36 TOTAL STREAM AREA(ACRES) = 2.56 PEAK FLOW RATE(CFS) AT CONFLUENCE­ 3.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.59 15.10 2.171 2.95 2 3.96 13.08 2.363 2.56 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 7.93 13.08 2.363 2 8.22 15.10 2.171 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.22 Tc(MIN.) = 15.10 TOTAL AREA(ACRES) = 5.51 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 91.00 = 825.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 ---------------------------------------------------------------------------- TO NODE 82.10 IS CODE = .31 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED ---------------------------------------------------------------------------- PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.50 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.22 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.20 • LONGEST FLOWPATH FROM NODE 87.00 TO NODE 82.10 = 865.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 82.10 TO NODE 82.10 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK ## 1 WITH THE MAIN- STREAM MEMORY<< <<< IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.45 15.20 2.163 2 12..42 16.10 2.090 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.45 Tc(MIN.) _ 15.20 TOTAL AREA(ACRES) = 8.57 FLOW PROCESS FROM NODE 82.10 TO NODE 84.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.00 DOWNSTREAM(FEET) = 409.80 FLOW.LENGTH(FEET.). = 9.5.00 MANNING'S.N = O.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.).= 7.85 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.45 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 15.40 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 985.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 10 ----------7----------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.10 TO.NODE 84.20 IS CODE = 21 - ---------------------------------------------------------------------------- » » >1ZATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ( INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 • UPSTREAM ELEVATION(FEET) = 421.90 DOWNSTREAM ELEVATION(FEET) = 419.50 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.303 *[( 370.00 * *3) /( 2.40)] * *.2 = 8.840 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.978 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8561 • ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.22 15.20 2.163 5.51 LONGEST FLOWPATH FROM NODE 87.00 TO NODE 82.10 = 865.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.48 16.10 2.090 3.06 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.10 = 890.00 FEET. 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 12.45 15.20 2.163 2 12..42 16.10 2.090 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.45 Tc(MIN.) _ 15.20 TOTAL AREA(ACRES) = 8.57 FLOW PROCESS FROM NODE 82.10 TO NODE 84.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.00 DOWNSTREAM(FEET) = 409.80 FLOW.LENGTH(FEET.). = 9.5.00 MANNING'S.N = O.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.).= 7.85 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.45 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 15.40 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 985.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 10 ----------7----------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.10 TO.NODE 84.20 IS CODE = 21 - ---------------------------------------------------------------------------- » » >1ZATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ( INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 • UPSTREAM ELEVATION(FEET) = 421.90 DOWNSTREAM ELEVATION(FEET) = 419.50 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.303 *[( 370.00 * *3) /( 2.40)] * *.2 = 8.840 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.978 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "A" r SUBAREA RUNOFF(CFS) = 1.56 • TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.56 FLOW PROCESS FROM NODE 84.20 TO NODE 84.30 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------=------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 415.90 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 938.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 4.71 Tc(MIN:) = 13.55 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.30 = 1308.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.30 TO NODE 84.30 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.) = 13.55 RAINFALL INTENSITY(INCH /HR) = 2.31 r TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.50 TO NODE 84.60 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED IN -ITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 420.50 DOWNSTREAM ELEVATION(FEET) = 415.30 ELEVATION DIFFERENCE(FEET) = 5.20 TC = 0.303 *[( 900.00 * *3) /( 5.20)] * *.2 = 12.910 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.382 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8511 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) _ 1.97 TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 1.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE' 84.60 TO NODE 84.301S CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 411.20 DOWNSTREAM(FEET) = 411.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.95 LONGEST FLOWPATH FROM NODE 84.50 TO NODE 84.30 = 913.00 FEET. F. . FLOW PROCESS FROM NODE 84.30 TO NODE 84.30 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.) = 12.95 RAINFALL INTENSITY(INCH /HR) = 2.38 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.97 ** CONFLUENCE DATA ** STREAM RUNOFF. Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 . 1.56 13.55 2.315 0.61 2 1.97 12.95 2.377 0.97 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 -------------------------------------------------------------'--------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.45 12.95 2.377 2 3.47 13`.55 2.315 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.45 Tc(MIN.) = 12.95 TOTAL.AREA.(ACRES) = 1.58 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.30 = 1308.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.30 TO NODE 201.40 IS CODE = 31 -------7-------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 407.50 DOWNSTREAM(FEET) = 407.40 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.45 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.12 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 201.40 = 1341.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.40 TO NODE 201.40 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 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(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 415.30 DOWNSTREAM ELEVATION(FEET) = 413.90 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.303 *[( 80.00 * *3) /( 1.40)] * *.2 = 3.928 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.168 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8636 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.'58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 201.30 IS CODE = 31 ---------------------------------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.50 DOWNSTREAM(FEET) = 408.80 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 6.10 • LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.30 = 236.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE - 201.30 TO NODE 201.30 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.) = 6.10 RAINFALL INTENSITY(INCH /HR) = 3.71 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.10 TO NODE 201.20 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(FEET) = 155.00 UPSTREAM ELEVATION(FEET) = 415.30 DOWNSTREAM ELEVATION(FEET) = 413.90 ELEVATION-DIFFERENCE(FEET) = 1.40' TC = 0.303 *[( 155.00 * *3) /( 1.40)] * *.2 = 5.842 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.802 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8616 • SOIL CLASSIFICATION IS "A" - SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES)' = 0.24 TOTAL RUNOFF(CFS) - 0.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.20 TO NODE 201.30 IS CODE = 31 -------------------------- - ------------------------------------------- - - - - -- 0 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< • - ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA:•UPSTREAM(FEET) = 409.60 DOWNSTREAM(FEET) = 408.90 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.87 LONGEST FLOWPATH FROM NODE 201.10 TO NODE 201.30 165.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.30 TO NODE 201.30 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.) = 5.87 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.58 6.10 3.707 0.16 • 2 0.79 5.87 3.793 0.24 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 1.34 5.87 3.793 2 1.34 6.10 3.707 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.34 Tc(MIN.) _ .5.87 TOTAL AREA(ACRES) = 0.40, LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.30 = 236.00 FEET. FLOW PROCESS FROM NODE 201.30 TO NODE 201.40 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 408.80 DOWNSTREAM(FEET) = 407.20 FLOW LENGTH(FEET) = 157.00 MANNING'S N = 0.013 • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00• NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.34 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 6.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.40 = 393.00 FEET. FLOW PROCESS FROM NODE 201.40 TO NODE 201.40 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 1.34 6.51 3.566 0.40 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 201.40 = 393.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.45 13.12 2.359 1.58 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 201.40 = 1341.00 FEET 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 3.05 6.51 3.566 2 4.34 13.12 2.359 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.34 Tc(MIN.) = 13.12 TOTAL AREA(ACRES) = 1.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.40 TO NODE 84.90 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -----=---------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 407.40 DOWNSTREAM(FEET) = 407.20 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) '= 4.34 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 13.34 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.90 = 1393.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.90 TO NODE 84.90 IS CODE = 81 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.336 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8507 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.16 • TOTAL AREA(ACRES) = 2.06 TOTAL RUNOFF(CFS) = 4.50 TC(MIN.) = 13.34 FLOW PROCESS FROM NODE 84.90 TO NODE 84.90 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.) = 13.34 RAINFALL INTENSITY(INCH /HR) = 2.34 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.70 TO NODE 84.80 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(FEET) = 245.00 UPSTREAM ELEVATION(FEET) = 416.90 DOWNSTREAM ELEVATION(FEET) = 414.10 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.393 *[( 245.00 * *3) /( 2.80)] * *.2 = 8.670 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.012 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6819 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.80 TO NODE 84.90 IS CODE = 31 ---------------------------------------------------------------------------- • >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< » » >USING COMPUTER - ESTIMATED PIPESIZE .(NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 410.50 DOWNSTREAM(FEET) = 410.30 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.62 E PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.74 LONGEST FLOWPATH FROM NODE 84.70 TO NODE 84.90 = 260.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.90 TO NODE 84.90 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.) = 8.74 RAINFALL INTENSITY(INCH /HR) = 3.00 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.62 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) • 1 4.50 13.34 2.336 2.06 2 0.62 8.74 2.998 0.30 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 3.56 8.74 2.998 2 4.98 13.34 2.336 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.98 Tc(MIN.) _ TOTAL AREA(ACRES) = 2.36 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 13.34 84.90 = 1393.00 FEET. J ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.90 TO NODE 84.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 410.30 DOWNSTREAM(FEET) = 409.80 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.98 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.00 = 1488.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 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 4.98 13.69 2.300 2.36 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 84.00 = 1488.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS), (MIN.) (INCH /HOUR) (ACRE) 1 12.45 15.40 2.146 8.57 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 985.00 FEET. 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 16.05 13.69 2.300 2 17.09 15.40 2.146 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.09 Tc(MIN.) = 15.40 TOTAL AREA(ACRES). = 10.93 FLOW PROCESS FROM NODE 84.00 TO NODE 85.10 IS CODE = 31 ----------------------------------------------------------- » » >COMPU-TE - -- P-IPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM-(FEET) = 909.80 DOWNSTREAM(FEET) = 909.20 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.28 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.09 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 15.56 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 85.10 = 1558.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.10 TO NODE 85.10 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ******************** * *ALL MEMORY BANKS ARE FULL. ** * * * * * * * * * * * * * * * * * * ** ** *WARNING - MEMORY BANK 2 HAS BEEN OVERWRITTEN. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 85.00 IS CODE = 21 f---------------------------------------------------------------------------- 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(FEET) = 385.00 UPSTREAM ELEVATION(FEET) = 415.70 DOWNSTREAM ELEVATION(FEET) = 413.50 ELEVATION DIFFERENCE(FEET) = 2.20 TC = 0.393 *(( 385.00 * *3) /( 2.20)] * *.2 = 11.933 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.495 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6607 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 1.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 11.93 RAINFALL INTENSITY(INCH /HR) = 2.49 TOTAL STREAM AREA(ACRES) _, 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.25 c ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.40 TO NODE 85.00 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(FEET) = 355.00 ( UPSTREAM ELEVATION(FEET) = 416.30 • DOWNSTREAM ELEVATION(FEET) = 413.50 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.393 *1( 355.00 * *3) /( 2.80)] * *.2 = 10.831 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.642 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6671 SOIL CLASSIFICATION IS, "A" SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 1.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 10.83 RAINFALL INTENSITY(INCH /HR) = 2.64 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.25 11.93 2.495 0.76 2 1.60 10.83 2.642 0.91 • 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 2.74 10.83 2.642 2 2.77 11.93 2.495 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.74 Tc(MIN.) = 10.83 TOTAL AREA(ACRES) = 1.67 LONGEST FLOWPATH FROM NODE 83.00 TO NODE 85.00 = 385:00 FEET. FLOW-PROCESS FROM NODE 85.00 TO NODE 85.20 IS CODE = 31 ---------------------------------------------------------------------------- >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< »7 »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 410.20 DOWNSTREAM(FEET) = 410.00 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 r ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 4.14 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1. PIPE- FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.96 LONGEST FLOWPATH FROM NODE 83.00 TO NODE 85.20 = 417.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 FLOW PROCESS FROM NODE 85.20 TO NODE 85.20 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.) = 10.96 RAINFALL INTENSITY(INCH /HR) = 2.62 TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.30 TO NODE 85.20 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)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 425.00 UPSTREAM ELEVATION(FEET) = 416.70 DOWNSTREAM ELEVATION(FEET) = 413.50 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.393 *[( 425.00 * *3) /( 3.20)] * *.2 = 11.748 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.518 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6617 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.67 r TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.67 FLOW PROCESS FROM NODE 85.20 TO NODE 85.20 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.) = 11.75 RAINFALL INTENSITY(INCH /HR) = 2.52 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.74 10. "96 2.623 1.67 2 1.67 11:75 2.518 1.00 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 4.30 10.96 2.623 2 4.30 11.75. 2.518 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.30 'Tc(MIN.) = 10.96 TOTAL AREA(ACRES) = 2.67 • LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.20 = 425.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS.FROM NODE 85.20 TO NODE 85.10 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE-FLOW)<< <<< --------------------------------------------------------------------=------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.90 DOWNSTREAM(FEET) = 409.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.30 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.10 = 595.00 FEET. FLOW PROCESS FROM NODE 85.10 TO NODE 85.10 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN= STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR), 1 17.12 11.67 2.527 2 20.72 15.56 2.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.72 Tc(MIN.) = 15.56 TOTAL AREA(ACRES) = 13.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85'.10 TO NODE 106.00 IS CODE = 31 ----------------7----------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -----------------------------=---------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.00 DOWNSTREAM(FEET) = 408.50 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.58 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.72 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 15.78, IF ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.30 11.67 2.527 2.67 LONGEST FLOWPATH FROM NODE 85.30 TO NODE 85.10 = 595.00 FEET. (- • ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.09 15.56 2.133 10.93 LONGEST FLOWPATH FROM NODE 84.10 TO NODE 85.10 = 1558.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR), 1 17.12 11.67 2.527 2 20.72 15.56 2.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.72 Tc(MIN.) = 15.56 TOTAL AREA(ACRES) = 13.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85'.10 TO NODE 106.00 IS CODE = 31 ----------------7----------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -----------------------------=---------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.00 DOWNSTREAM(FEET) = 408.50 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.58 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.72 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 15.78, IF LONGEST FLOWPATH FROM NODE 84.10 TO NODE 106.00 = 1643.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 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(FEET) = 340.00 UPSTREAM ELEVATION(FEET) = 416.70 DOWNSTREAM ELEVATION(FEET) = 413.30 ELEVATION DIFFERENCE(FEET) = 3.40 TC = 0.393 *[( 340.00 * *3) /( 3.40)] * *.2 = 10.152 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.744 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6714 SOIL CLASSIFICATION IS "A" i SUBAREA RUNOFF(CFS) = 2.16 • TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 2.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 95.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA:,UPSTREAM(FEET) = 410.10 DOWNSTREAM(FEET) = 409.90 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.20 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 106.00 = 355.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.00 TO NODE 106.00 IS CODE = 81 ----------------------------- =---------------------------------------- ------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.737 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6711 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 1.41 TOTAL RUNOFF(CFS) = 2.60 TC(MIN.) = 10.20 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 11 -------------=-------------------------------------------------------------- >> >>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ------------------------------------------=---------------------------------- ---------------------------------------------------------------------------- l ** MAIN STREAM CONFLUENCE DATA ** • STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.60 10.20 2.737 1.41 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 106.00 = 355.00 FEET. * *•MEMORY BANK ## 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.72 15.78 2.116 13.60 .LONGEST FLOWPATH FROM NODE 84.10 TO NODE 106.00 = 1643.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 15.99 10.20 2.737 2 22.73 15.78 2.116 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.73 Tc(MIN.) = 15.78 TOTAL AREA(ACRES) = 15.01 ---------------------------------------------------------------------------- �• END OF STUDY SUMMARY: -- TOTAL -AREA( ACRES)----- _ - - - -- 1501-- TC(MIN.)- = - - - -- 1578------------ - - - - -- PEAK FLOW RATE (CFS) 22.73 END OF RATIONAL METHOD ANALYSIS • • 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 * * * * * * * * * * * * * * * * * * * * * * * * ** • Amended 100 -year Storm Hydrology Calculation • Lines "M111, "M21f, "M3" & "M4" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: M.100 TIME /DATE OF STUDY: 8: 6 4/29/2006 --------------=------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----------------------------------------------------------7---------------- 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 1.00 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 = 620.00 UPSTREAM ELEVATION = 418.80 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[( 620.00 * *3) /( ,4.80)] * *.2 = 13.587 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.843 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(. /4 ACRE LOT) RUNOFF COEFFICIENT = .7090 SUBAREA RUNOFF(CFS) 5.53 TOTAL AREA(ACRES) = 2.03 TOTAL RUNOFF(CFS) = 5.53 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 13.59 RAINFALL INTENSITY(INCH /HR) = 3.84 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 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 = 520.00 UPSTREAM ELEVATION = 420.60 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 6.60 T = 0.393 *[( 520.00 * *3) /( 6.60)] * *.2 = 11.472 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.247 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7199 SUBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 3.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 11.47 RAINFALL INTENSITY(INCH /HR) = 4.25 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.53 13.59 3.843 2.03 2 3.79 11.47 4.247 1.24 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.46 11.47 4.247 2 8.96 13.59 3.843 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.96 Tc(MIN.) = 13.59 TOTAL AREA(ACRES) = 3.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 9.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------=------ ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.2 UPSTREAM NODE ELEVATION = 409.10 DOWNSTREAM NODE ELEVATION = 408.90 . FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.96 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 13.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ----------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ----=---------------------=------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 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 = 418.20 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 4.20 TC = 0.393 *[( 460.00 * *3) /( 4.20)] * *.2 = 11.667 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.205 SOIL CLASSIFICATION IS "A" SINGLE - FAMILY U/4 ACRE LOT) RUNOFF COEFFICIENT = .7188 SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 2.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 11.67 RAINFALL INTENSITY(INCH /HR) = 4.20 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 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 = 440.00 UPSTREAM ELEVATION = 420.10 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 6.10 TC = 0.393 *[( 440.00 * *3) /( 6.10)] * *.2 = 10.543 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.464 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7253 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 3.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 10.54 RAINFALL INTENSITY(INCH /HR) = 4.46 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 ** CONFLUENCE DATA ** DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.15 11.67 4.205 0.71 2 3.40 10.54 4.464 1.05 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED • ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.34 10.54 4.464 2 5.35 11.67 4.205 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.34 Tc(MIN.) 10.54 TOTAL AREA(ACRES) = 1.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM-NODE 9.00 TO NODE 9.00 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 5.34 10.54 4.464 1.76 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.96 13.71 3.824 3.27 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 12.23 10.54 4.464 2 13.53 13.71 3.824 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.53 Tc(MIN.) = 13.71 TOTAL AREA(ACRES) = 5.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 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 INITIAL SUBAREA FLOW - LENGTH = 255.00 UPSTREAM ELEVATION = 419.50 DOWNSTREAM ELEVATION = 412.90 ELEVATION DIFFERENCE = 6.60 TC = 0.393 *[( 255.00 * *3) /( 6.60)] * *.2 = 7.481 100 YEAR RAINFALL• INTENSITY(INCH /HOUR) = 5.465 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7464 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 4.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 7.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.7 UPSTREAM NODE ELEVATION = 408.90 DOWNSTREAM NODE ELEVATION = 408.50 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.28 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 7.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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.) _ '7.59 RAINFALL INTENSITY(INCH /HR) = 5.42 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • • FLOW PROCESS FROM NODE 16.00 TO NODE 19.00 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 = 418.30 DOWNSTREAM ELEVATION = 412.90 ELEVATION DIFFERENCE = 5.40 TC = 0.393 *[( 590.00 * *3) /( 5.40)1 * *.2 = 12.882 100 YEAR RAINFALL INTENSITY(INCH /HOUR)= 3.966 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7125 SUBAREA RUNOFF(CFS) = 5.91 TOTAL AREA(ACRES) = 2.09 TOTAL RUNOFF(CFS) = 5.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.88 RAINFALL INTENSITY(INCH /HR) = 3.97 TOTAL STREAM AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.28 7.59 5.419 1.05 2 '5.91 12.88 3.966 2.09 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. 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 7.76 7.59 5.419 2 9.04 12.88 3.966 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.04 Tc(MIN.) = 12.88 TOTAL_AREA(ACRES) = 3.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 26.00 IS CODE = 3 • ------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 t UPSTREAM NODE ELEVATION = 408.50 DOWNSTREAM NODE ELEVATION = 408.30 • FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.04 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 10 ---------------------------------------------------------------------------- »7 »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 3 <<<<< ---------------------------------------------------------------------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS.FROM NODE 20.00 TO NODE 21.00 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 = 380.00 UPSTREAM ELEVATION = 422.90 DOWNSTREAM ELEVATION = 420.60 ELEVATION DIFFERENCE = 2.30 TC = 0.303 *(( 380.00 * *3) /( 2.30)] * *.2 = 9.060 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.881 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8669 - SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) 0.70 TOTAL RUNOFF(CFS) 2.96 FLOW PROCESS FROM NODE 21.00 TO NODE 25.00 IS CODE = 3 »7 »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< »7 »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS. 5.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 417.60 DOWNSTREAM NODE ELEVATION = 413.20 FLOWLENGTH(FEET) = 245.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.96 TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 9.72 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 10 -------------------------------------------- --------------------------------- »;:-»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- - -FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 --.-------------------------------------------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) a Y' r TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 245.00 • UPSTREAM ELEVATION = 420.80 DOWNSTREAM ELEVATION = 417.90 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 245.00 * *3) /( 2.90)] * *.2 = 8.609 •100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.030 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7379 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 3.41 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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.) = 5.3 UPSTREAM NODE ELEVATION = 414.10 DOWNSTREAM NODE ELEVATION = 413.70 FLOWLENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.41 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 8.73 ;t FLOW PROCESS FROM NODE 24.00 TO NODE 24.00' IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< t' -- --------- - - - - -- --- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.990 SOIL CLASSIFICATION IS "A" t COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8674 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) = 4.28 TC(MIN) = 8.73 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 3 ' --------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 i DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 UPSTREAM NODE ELEVATION = 413.80 DOWNSTREAM NODE ELEVATION = 413.20 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.28 TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 9.20 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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 4.28 9.20 4.838 1.12 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.96 9.72 4.683 0.70 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 7.08 9.20 4.838 2 7.11 9.72 4.683 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.08 Tc(MIN.) = 9.20, TOTAL AREA(ACRES) = 1.82 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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 8.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.3 UPSTREAM NODE ELEVATION = 413.20 DOWNSTREAM -NODE ELEVATION 408. -30- - FLOWLENGTH(FEET) = 235:00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.08 TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 9.67 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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 7.08 9.67 4.697 1.82 ** MEMORY BANK ## 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.04 12.92 3.960 3.14 • *, t** * * * * * * *,r * * * * * * * * * * *,r * * * * * * * ** WARNING**** * * * *,r * * * * * * * * * * * * * * * * * * * * * * * ** 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 ** (r STREAM RUNOFF Tc INTENSITY • NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.85 9.67 4.697 2 15.01 12.92 3.960 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.01 Tc(MIN.) = 12.92 TOTAL AREM ACRES) = 4.96 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 15.01 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) = 4.96 END-OF RATIONAL METHOD ANALYSIS t • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (94 9) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Amended 10 -year Storm Hydrology Calculation * Lines "M1 ", "M211, "M3" & "M4" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: M.10 TIME /DATE OF STUDY: 8: 7 4/29/2006 ---------------------------------------------------------------------------- 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 1.00 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 = 620.00 UPSTREAM ELEVATION = 418.80 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[( 620.00 * *3) /( 4.80)] * *.2 = 13.587 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.311 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6521 SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 2.03 TOTAL RUNOFF(CFS) = 3.06 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 13.59 (~ RAINFALL INTENSITY(INCH /HR) = 2.31 • TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 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 = 520.00 UPSTREAM ELEVATION = 420.60 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 6.60 TC = 0.393 *[( 520.00 * *3) /( 6.60)] * *.2 = 11.472 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.553 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6633 SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 2.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE _ 'l ---------------------------------------------------------------------------- >> >>>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.) = 11.47 RAINFALL INTENSITY(INCH /HR) = 2.55 TOTAL STREAM AREA(ACRES) = 1.24 - -PEAK FLOW RATE(CFS) AT CONFLUENCE = 2-.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.06 13.59 2.311 2.03 2 2.10 11.47 2.553 1.24 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 4.68 11.47 2.553 2 4.96 13.59 2.311 % • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.96 Tc(MIN.) = 13.59 TOTAL AREA(ACRES) = 3.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 9.00 IS CODE = 3 - ------------- --------- ----------- ----- ------------- ------------------------ • >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< -------------------------------------------------------------------=-------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION = 409.10 DOWNSTREAM NODE ELEVATION = 408.90 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.96 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = .13.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 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 = 418.20 DOWNSTREAM ELEVATION = 414.00 ELEVATION DIFFERENCE = 4.20 TC = 0.393 *[( 460.00 * *3) /( 4.20)] * *.2 = 11.667 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.528 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF- COEFFICIENT = .6622 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 1.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 11.67 RAINFALL INTENSITY(INCH /HR) = 2.53 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS)_AT CONFLUENCE = 1.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8:00 TO NODE 9.00 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 = 440.00 UPSTREAM ELEVATION = 420.10 DOWNSTREAM ELEVATION = 414.00 .ELEVATION DIFFERENCE = 6.10 TC = 0.393 *[( 440.00 * *3) /( 6.10)] * *.2 = 10.543 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.684 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6689 SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 1.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 10.54 RAINFALL INTENSITY(INCH /HR) = 2.68 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.19 11.67 2.528 0.71 2 1.89 10.54 2.684 1.05 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 NUMBER (CFS) 1. 2.96 2 2.96 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) _ Tc (MIN.) 10.54 11.67 ESTIMATES 2. 1.76 INTENSITY (INCH /HOUR) 2.684 2.528 ARE AS FOLLOWS: 96 Tc (MIN. ) = 10.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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 2.96 10.54 2.684 1.76 ** MEMORY BANK # • STREAM RUNOFF NUMBER (CFS) 1 4.96 1 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH /HOUR) (ACRE) 13.72 2.297 3.27 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 6.77 10.54 2.684 2 7.49 13.72 2.297 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.49 Tc(MIN.) = 13.72 TOTAL AREA(ACRES) = 5.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 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 INITIAL SUBAREA FLOW - LENGTH = 255.00 UPSTREAM ELEVATION = 419.50 DOWNSTREAM ELEVATION = 412.90 ELEVATION DIFFERENCE = 6.60 TC = 0.393 *[( 255.00 * *3) /( 6.60)] * *.2 = 7.481 10 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 3.286 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6916 • SUBAREA RUNOFF(CFS) = 2.39 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 5.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.9 UPSTREAM NODE ELEVATION = 408.90 DOWNSTREAM NODE ELEVATION = 408.50 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.39 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 7.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 7.61 RAINFALL INTENSITY(INCH /HR) = 3.25 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 19.00 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 = 418.30 DOWNSTREAM ELEVATION = 412.90 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) = 3.27 TOTAL AREA(ACRES) = 2.09 TOTAL RUNOFF(CFS) 3.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.88 RAINFALL INTENSITY(INCH /HR) = 2.38 TOTAL STREAM AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.27 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.39 7.61 3.254 1.05 2 3.27 12.88 2.385 2.09 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. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 4.32 7.61 3.254 2 5.02 12.88 2.385 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.02 Tc(MIN.) = 12.88 TOTAL AREA(ACRES) = 3.14 FLOW PROCESS FROM NODE 19.00 TO NODE 26.00 IS CODE 3 • -------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.4 UPSTREAM NODE ELEVATION = 408.50 • DOWNSTREAM NODE ELEVATION = 408.30 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.02 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 12.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 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 = 380.00 UPSTREAM ELEVATION = 422.90 DOWNSTREAM ELEVATION = 420.60 ELEVATION DIFFERENCE = 2.30 TC = 0.303 *[( 380.00 * *3) /( 2.30)] * *.2 = 9.060 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.935 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8558 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -FLOW PROCESS FROM NODE- 2 -1.00 TO NODE 25.00 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 4.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 417.60 DOWNSTREAM NODE ELEVATION = 413.20 FLOWLENGTH(FEET) = 245.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.76 TRAVEL TIME(MIN.) = 0.77 TC(MIN.) = 9.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM l DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) r TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW- LENGTH = 245.00 UPSTREAM ELEVATION = 420.80 DOWNSTREAM ELEVATION = 417.90 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 245.00 * *3) /( 2.90)] * *.2 = 8.609 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.025 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6824 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 1.90 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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 5.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION = 414.10 DOWNSTREAM NODE ELEVATION = 413.70 FLOWLENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.90 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 8.75 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- - ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.996 SOIL- CLASSIFICATION -- IS- "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8563 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) = 2.41 TC(MIN) = 8.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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 7.2 INCHES PIPEFLOW.VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 413.80 DOWNSTREAM NODE ELEVATION = 413.20 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.41 TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 9.29 1� FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- �J ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.41 9.29 2.891 1.12 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.76 9.83 2.798 0.70 l ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 4.07 9.29 2.891 2 4.09 9.83 2.798 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.07 Tc(MIN.) = 9.29 TOTAL AREA(ACRES) = 1.82 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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 184 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.1 UPSTREAM NODE ELEVATION = 413.20. DOWNSTREAM NODE ELEVATION = 408.30 FLOWLENGTH(FEET) = 235.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.07 TRAVEL TIME(MIN.) 0.55 TC(MIN.) = 9.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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 4.07 9.84 2.795 1.82 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF I Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.02 12.92 2.380 3.14 • ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.' ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .r ** PEAK FLOW RATE TABLE ** • STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.90 9.84 2.795 2 8.49 12.92 2.380 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.49 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) = 4.96 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 8.49 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) _ .4.96 ---------------------------------------------------------------------------- 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) 1r 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 * Line "N" * # FILE NAME: N.100 TIME /DATE OF STUDY: 10: 5 3/14/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION- ----------------------------------------------- : ----------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE.OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED r• NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES **#*#*******##*##*****##***#****************# # * * # # * # * * * * * * * * * * * * * # * * * * # * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 21 ---------------------------------------------------------------------------- >>. >RAT.IONAL_.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 = 310.00 UPSTREAM ELEVATION = 416.90 DOWNSTREAM ELEVATION = 414.50 ELEVATION DIFFERENCE = 2.40 TC = 0.393 *[( 310.00 * *3) /( 2.40)) * *.2 = 10.297 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.526 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7268 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 2.83 FLOW PROCESS FROM NODE 55.00 TO NODE 59.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 PIPEFLOW VEtOCITY(FEET /SEC.) = 4.6 UPSTREAM NODE ELEVATION = 410.30 DOWNSTREAM NODE ELEVATION = 410.00 FLOWLENGTH(FEET) = 37.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 2.83 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) _ INCHES = 0.013 NUMBER OF PIPES = 10.43 1 FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 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.) = 10.43 RAINFALL INTENSITY(INCH /HR) = 4.49 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 59.00 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 = 320.00 UPSTREAM ELEVATION = 417.00 DOWNSTREAM ELEVATION = 414.50 ELEVATION DIFFERENCE = 2.50 TC = 0.393 *[( 320.00 * *3) /( 2.50)] * *.2 = 10.410 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.497 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7261 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 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.) = 10.41 RAINFALL INTENSITY(INCH /HR) = 4.50 TOTAL.STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 ** CONFLUENCE DATA ** STREAM. RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.83 10.43 4.492 0.86 2 1.53 10.41 4.497 0.47 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. 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 4.36 10.41 4.497 2 4.36 10.43 4.492 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.36 Tc(MIN.) = 10.43 TOTAL AREA(ACRES) = 1.33 END OF STUDY SUMMARY:' PEAK FLOW RATE(CFS) = 4.36 Tc(MIN.) = 10.43 TOTAL AREA(ACRES) = 1.33 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) i' 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 * Line "N" # * ***#************#***#**#****************#** # * * * # * * * * * * * # * * * * * * * * * * * * # * * # ** FILE NAME: N.10 TIME /DATE OF STUDY: 10: 7 3/14/2005 ----------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRALiIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES **#*******#******#***#*******#*************** * * * * # # * * * * # * * * # * * # * # * * # * * # * * * *# FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 21 ---------------------------------------------------------------------------- >>> >>RATIONAL_ METHOD - INITIAL SUBAREA ANALYSIS<r «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 310.00 UPSTREAM ELEVATION = 419.30 DOWNSTREAM ELEVATION = 416.90 ELEVATION DIFFERENCE = 2.40 TC = •0.393 *[( 310.00 * *3) /( 2.40)] * *.2 = 10.297 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.722 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6705 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 1.57' FLOW PROCESS FROM NODE 55.00 TO NODE 59.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 - DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.4 UPSTREAM NODE ELEVATION = 412.90" DOWNSTREAM NODE ELEVATION = 412.70 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 i PIPEFLOW THRU SUBAREA(CFS) = 1.57 • TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 10.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 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.) 10.48 RAINFALL INTENSITY(INCH /HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.57 FLOW PROCESS FROM NODE 56.00 TO NODE 59.00 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 = 320.00 UPSTREAM ELEVATION = 419.50 DOWNSTREAM ELEVATION = 416.90 ELEVATION DIFFERENCE = 2.60 TC = 0.393 *[( 320.00 * *3) /( 2.60)] * *.2 = 10.329 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.717 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6703 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 0.86 FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 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.) = 10.33 RAINFALL INTENSITY(INCH /HR) = 2.72 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.57 10.48 2.693 0.86 2 0.86 10.33 2.717 0.47 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. 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 2.40 10.33 2.717 2 2.42 10.48 2.693 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.42 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 1.33 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.42 Tc(MIN.) 10.48 TOTAL AREA(ACRES) = 1.33 END OF RATIONAL METHOD ANALYSIS • • 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * Amended 100 -Year Storm Hydrology Calculation * Lines 1101 ", 1102" & 110311 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 0.100 TIME /DATE OF STUDY: 8:40 4/29/2006 ---------------------------------------------------------------------------- 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 30.00 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 = 520.00 UPSTREAM ELEVATION = 418.60 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.80 TC.= 0.393 *[( 520.00 * *3) /( 3.80)] * *.2 = 12.811 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.979 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7128 SUBAREA RUNOFF(CFS) = 4.99 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 4.99 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.) = 12.81 RAINFALL INTENSITY(INCH /HR) = 3.98 TOTAL STREAM AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 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 = 235.00 UPSTREAM ELEVATION = 417.20 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 2.40 TC = 0.393 *[( 235.00 * *3) /( 2.40)] * *.2 = 8.721 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.992 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7371 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 8.72 RAINFALL INTENSITY(INCH /HR) = 4.99 TOTAL STREAM AREA(ACRES) = 0.25 PEAK- -FLOW RATE(CFS) AT- CONFLUENCE = 0.92 ** CONFLUENCE DATA ** CONCENTRATION RATIO STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.99 12.81 3.979 1.76 2 0.92 8.72 4.992 0.25 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • ** PEAK FLOW RATE TABLE ** i STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.32 8.72 4.992 2 5.72 12.81 3.979 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.72 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 2.01 t� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.91 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 36.00 -TO- NODE - -- -39.00 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 = 465.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.70 TC = 0.393 *[( 465.00 * *3) /( 3.70)] * *.2 12.044 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.126 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7168 SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.66 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.04 RAINFALL INTENSITY(INCH /HR) = 4.13 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.72 12.91 3.960 2.01 FLOW PROCESS FROM NODE - 35.00 TO NODE 39.00 IS CODE = 3 i >>>>> 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 9.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.1 UPSTREAM NODE ELEVATION = 410.80 DOWNSTREAM NODE ELEVATION = 410.40 FLOWLENGTH(FEET) = 37.00 MANNING'S N =0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.72 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 12.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.91 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 36.00 -TO- NODE - -- -39.00 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 = 465.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.70 TC = 0.393 *[( 465.00 * *3) /( 3.70)] * *.2 12.044 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.126 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7168 SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.66 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.04 RAINFALL INTENSITY(INCH /HR) = 4.13 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.72 12.91 3.960 2.01 2 2.66 12.04. 4.126 0.90 • ****** ,t *,t *,r * * * * * * * *,r * * * * * * * * * * * ** WARNING * * * * * * * * * *,t ,r * * * * * * *,t * * * * * * * * * *,t ,t ,r* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.00 12.04 4.126 2 8.28 12.91 3.960 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.28 Tc(MIN.) = 12.91 TOTAL AREA(ACRES) = 2.91 FLOW PROCESS FROM NODE 60.00 TO NODE 60.10 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW- LENGTH = 95.00 UPSTREAM ELEVATION = 415.90 DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 0.60 TC = 0.709 *[( 95.00 * *3) /( 0.60)] * *.2 = 12.075 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.120 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5333 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.10 TO NODE 60.20 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.6 UPSTREAM NODE ELEVATION = 413.90 DOWNSTREAM NODE ELEVATION = 413.10 FLOWLENGTH(FEET) = 130.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) =. 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA,(CFS) = 0.40 TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 12.89 FLOW PROCESS FROM NODE 60.20 TO NODE 60.20 IS CODE = 8 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.964 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5248 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.06 • TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.46 TC(MIN) = 12.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.20 TO NODE 65.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO, 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 413.10 DOWNSTREAM NODE ELEVATION = 410.70 FLOWLENGTH(FEET) = 185.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.46 TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 13.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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) = 3:82 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.30 TO NODE 61.00 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 = 180.00 UPSTREAM ELEVATION = 416.30 DOWNSTREAM ELEVATION = 415.00 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[( 180.00 * *3) /( 1.30)] * *.2 = 6.486 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.945 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8710 SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 2.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 65.00 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 4.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION = 413.30 DOWNSTREAM NODE ELEVATION = 410.07 FLOWLENGTH(FEET) = 116.00 MANNING'S N = 0.011 • ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.23 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 6.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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.) = 6.74 RAINFALL INTENSITY(INCH /HR) = 5.81 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.46 13.75 3.817 0.21 2 2.23 6.74 5.811 0.43 , 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 2.45 6.74 5.811 2 1.92 13.75 3.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.45 Tc(MIN.) = 6.74 TOTAL AREA(ACRES) = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 2 <<<<< -------------------------------------------------=-------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 65.00 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 = 555.00 UPSTREAM ELEVATION = 418.20 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 4.10 TC'= 0.393 *[( 555.00 * *3) /( 4.10)] * *.2 = 13.121 r 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.923 • SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7113 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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.) = 13.12 RAINFALL INTENSITY(INCH /HR) = 3.92 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 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 = 180.00 UPSTREAM ELEVATION = 415.70 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 1.60 TC = 0.303 *[( 180.00 * *3) /( 1.60)] * *.2 = 6.222 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.093 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8714 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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.) = 6.22 RAINFALL INTENSITY(INCH /HR) = 6.09 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.28 13.12 3.923 0.46 2 0.69 6.22 6.093 0.13 • **** * * * * * * * * * * *,t * * * * * * * * *,t * * * * * ** WARNING***** * * * * *,t * * * * *,r * * * * * * * * * * * * * * * ** 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 1.30 6.22 6.093 2 1.73 13.12 3.923 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.73 Tc(MIN.) = 13.12 TOTAL AREA(ACRES) = 0.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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 1.73 13.12 3.923 0.59 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.45 6.74 5.811 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. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.34 6.74 5.811 2 3.38 13.12 3.923 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.34 Tc(MIN.) = 6.74 TOTAL AREA(ACRES) = 1.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 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 PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 410.20 DOWNSTREAM NODE ELEVATION = 409.90 - FLOWLENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU.SUBAREA(CFS) = 3.34 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 6.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------------- - - - - -- J »7 »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 69.00 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 = 345.00 UPSTREAM ELEVATION = 417.00 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *(( 345.00 * *3) /( 2.90)] * *.2 = 10.572 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.456 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7251 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 • ---------------------------------------------------------------------------- »y »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.57 RAINFALL INTENSITY(INCH /HR) = 4.46 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.97 FLOW PROCESS FROM NODE 67.00 TO NODE 69.00 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 = 540.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 4.40 TC = 0.393 *[( 540.00 * *3) /( 4.40)] * *.2 = 12.726 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.994 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7133 SUBAREA RUNOFF(CFS) 2.85 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.85 FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 >> »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< --------=------------------------------------------------------------------ ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.73 0 RAINFALL INTENSITY(INCH /HR) = 3.99 • TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 ** CONFLUENCE DATA ** STREAM STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.97 10.57 4.456 0.61 2 2.85 12.73 3.994 1.00 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 4.34 10.57 4.456 2 4.62 12.73 3.994 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.62 Tc(MIN.) = 12.73 TOTAL AREA(ACRES) = 1.61 FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------=----------------------------------L------------------ ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY CFEET / SEC. ) = - 4.3 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.90 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.62 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 12.80 FLOW PROCESS FROM.NODE 70.00 TO NODE 70.00 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 4.62 12.80 3.'980 1.61 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.34 6.82 5.773 1.23 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 5.80 6.82 5.773 2 6.92 12.80 3.980 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.92 Tc(MIN.) = 12.80 TOTAL AREA(ACRES) = 2.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 76.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< + >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.6 UPSTREAM NODE ELEVATION = 409.90 DOWNSTREAM NODE ELEVATION = 409.70 FLOWLENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.92 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 12.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS- FROM - NODE - -- -76.00 TO NODE 76.00 IS CODE = 10 • ------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 « «< ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 75.00 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 = 290.00 UPSTREAM ELEVATION = 416.90 DOWNSTREAM ELEVATION = 414.60 ELEVATION,DIFFERENCE = 2.30 TC = 0.393 *[( 290.00 * *3) /( 2.30)] * *.2 = 9.978 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.611 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7287 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 1.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE- 75.00 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.) = 9.98 RAINFALL INTENSITY(INCH /HR) = 4.61 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75 FLOW PROCESS FROM NODE 72.00 TO NODE 75.00 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 = 260.00 UPSTREAM ELEVATION = 416.70 DOWNSTREAM ELEVATION = 414.60 ELEVATION DIFFERENCE = 2.10 TC = 0.393 *[( 260.00 * *3) /( 2.10)] * *.2 = 9.517 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.742 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7317 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 1.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR 2 INDEPENDENT STREAM 2 ARE: STREAM RUNOFF TIME OF CONCENTRATION(MIN.) = 9.52 NUMBER (CFS) RAINFALL INTENSITY(INCH /HR) = 4.74 1 3.02 TOTAL STREAM AREA(ACRES) = 0.39 2 3.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35 4.611 ** CONFLUENCE DATA ** ESTIMATES ARE AS FOLLOWS: STREAM RUNOFF Tc INTENSITY- AREA TOTAL AREA(ACRES) = NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.75 9.98 4.611 0.52 2 1.35 9.52 4.742 0.39 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.02 9.52 4.742 2 3.06 9.98 4.611 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)-= 3.06 Tc(MIN.) = 9.98 TOTAL AREA(ACRES) = 0.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 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 PIPEFLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.06 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 10.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 11 -------------------- ------------------------------------ - ------------------- >> >>> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY <<<<< t ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) • (INCH /HOUR) (ACRE) 1 3.06 10.14 4.567 0.91 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.92 12.97 3.951 2.84 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 8.47 10.14 4.567 2 9.57 12.97 3.951 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.57 TC(MIN.) = 12.97 TOTAL AREA(ACRES) = 3.75 ----------------------------------------=----------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 9.57 Tc(MIN.) = 12.97 , TOTAL AREA(ACRES) = 3.75 ----=------------------------------=---------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS • • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (94 9) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Amended 10 -.Year Storm Hydrology Calculation * Lines 1101 ", 1102" & 1103" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 0.10 TIME /DATE OF STUDY: 8:55 4/29/2006 --------------------- L ------------------------------------------- - ---------- 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 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 = 520.00 UPSTREAM ELEVATION = 418.60 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.80 TC = 0.3.93 *[( 520.00 * *3) /( 3.80)] * *.2 = 12.811 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.392 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT =..6560 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 2.76 • 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.) = 12.81 • RAINFALL INTENSITY(INCH /HR) = 2.39 TOTAL STREAM AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 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 = 235.00 UPSTREAM ELEVATION = 417.20 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 2.40 TC = 0.393 *[( 235.00 * *3) /( 2.40)] * *.2 = 8.721 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.002 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6815 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS.CODE = 1 ------------------------------------------------- 7 -------------------------- �- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.72 RAINFALL INTENSITY(INCH /HR) = 3.00 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT- CONFLUENCE 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.76 12.81 2.392 1.76 2 0.51 8.72 3.002 0.25 �f • 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 2.39 2 3.17 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc INTENSITY (MIN.) (INCH /HOUR) 8.72 3.002 12.81 2.392 ESTIMATES ARE AS FOLLOWS: 3.17 Tc(MIN.) = 12.81 2.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 39.00 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 PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 410.80 DOWNSTREAM NODE ELEVATION = 410.40 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.17 . TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 12.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.93 RAINFALL INTENSITY(INCH /HR) = 2.38 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.17 FLOW PROCESS FROM NODE 36.00 TO NODE 39.00 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 465.-00 - UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 414.80 ELEVATION DIFFERENCE = 3.70 TC = 0.393 *[( 465.00 * *3) /( 3.70)] * *.2 = 12.044 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.481 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6601 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.47 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.04 RAINFALL INTENSITY(INCH /HR) = 2.48 TOTAL STREAM AREA(ACRES) = 0.90 • PEAK FLOW RATE(CFS) AT CONFLUENCE 1.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.17 12.93 2.380 2.01 2 1.47 12.04 2.481 0.90 • *, t, r * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING******* * * * *,r * * * * * * * * *,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) 1 4.43 12.04 2.481 2 4.58 12.93 2.380 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.58 Tc(MIN.) = 12.93 TOTAL AREA(ACRES) = 2.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.10 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 95.00 UPSTREAM ELEVATION = 415.90 DOWNSTREAM ELEVATION = 415.30 ELEVATION DIFFERENCE = 0.60 TC = 0.709 *[( 95.00 * *3) /( 0.60)] * *.2 = 12.075. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.477 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4198 SUBAREA RUNOFF(CFS) _ 0.19 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.10 TO NODE 60.20 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 1.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.1 UPSTREAM NODE ELEVATION = 413.90 - DOWNSTREAM NODE ELEVATION = 413.10 FLOWLENGTH(FEET) = 130.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.19 TRAVEL TIME(MIN.) = 1.03. TC(MIN.) = 13.11 -- - FLOW PROCESS FROM NODE 60.20 TO NODE 60.20 IS CODE = 8 -------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.360 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4090 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.03 • TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.22 TC(MIN) = 13.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.20 TO NODE 65.00 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 1.6 INCHES PIPEFLOW- VELOCITY(FEET /SEC.) = 2.8 UPSTREAM NODE ELEVATION = 413.10 DOWNSTREAM NODE ELEVATION = 410.70 FLOWLENGTH(FEET) = 185.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.22 TRAVEL TIME(MIN.).= 1.08 TC(MIN.) = 14.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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.) = 14.19 • RAINFALL INTENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.30 TO NODE 61.00 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 = 180.00 UPSTREAM ELEVATION = 416.30 DOWNSTREAM ELEVATION = 415.00 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[( 180.00 * *3) /( 1.30)] * *.2 = 6.486 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.575 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = :8602 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.32 FLOW PROCESS FROM NODE 61.00 TO NODE 65.00 IS CODE = 3 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - = - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- i >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< • - ->> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------=--------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH.PIPE IS 3.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.4 UPSTREAM NODE ELEVATION = 413.30 'DOWNSTREAM NODE ELEVATION = 410.07 (! FLOWLENGTH(FEET) = 116.00 MANNING'S N = 0.011 • ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.32 TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 6.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 1 --------------------------------------7------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------- - - - - -= ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 3.48 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.22 14.19 2.252 0.21 2 1.32 6.79 3.481 0.43 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 1.43 6.79 3.481 2 1.07 14.19 2.252. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.43 Tc(MIN.) = 6.79 TOTAL AREA(ACRES) = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 10 ----------------------------------------------------------------------- - - - - -" >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< -----------------------------------------------=---------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 65.00 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 = 555.00 UPSTREAM ELEVATION = 418.20 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 4.10 TC = 0.393 *[( 555.00 * *3) /( 4.10)] * *.2 = 13.121 �J • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.359 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6544 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 0.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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.) = 13.12 RAINFALL INTENSITY(INCH /HR) = 2.36 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 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 = 180.00 UPSTREAM ELEVATION = 415.70 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 1.60 TC = 0.303 *[( 180.00 * *3) /( 1.60)] * *.2 = 6.222 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.664 SOIL CLASSIFICATION IS "A" •COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8608 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES)- -0.13 TOTAL RUNOFF(CFS) = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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.) = 6.22 RAINFALL INTENSITY(INCH /HR) = 3.66 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.71 13.12 2.359 0.46 2 0.41 6.22 3.664 0.13 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 f I • CONFLUENCE FORMULA USED FOR 2 ** PEAK FLOW RATE TABLE ** STREAMS. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 0.75 6.22 3.664 2 0.97 13.12 2.359 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.97 Tc(MIN.) = 13:12 TOTAL AREA(ACRES) = 0.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 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 0.97 13.12 2.359 0.59 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.43 6.79 3.481 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. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** .STREAM RUNOFF Tc INTENSITY NUMBER (.CFS) (MIN..) . (INCH /HOUR) 1 1.93 6.79 3.481 2 1.94 13.12 2.359 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.93 Tc(MIN.) = 6.79 TOTAL AREA(ACRES) = 1.23 FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 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 5.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 410.20 DOWNSTREAM NODE ELEVATION 409.90 FLOWLENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.93 • TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 6.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------------- - - - - -- 9 ( - ->> >>>MAIN- STREAM.MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 69.00 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 = 345.00 UPSTREAM ELEVATION = 417.00 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 2.90 TC = 0.393 *[( 345.00 * *3) /( 2.90)] * *.2 = 10.572 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.680 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6687 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 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.) = 10.57 RAINFALL INTENSITY(INCH /HR) = 2.68 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.09 FLOW PROCESS FROM NODE 67.00 TO NODE' 69.00 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 = 540.00 UPSTREAM ELEVATION = 418.50 DOWNSTREAM ELEVATION = 414.10 ELEVATION DIFFERENCE = 4.40 TC = 0.393 *[( 540.00 * *3) /( 4.40)] * *.2 = 12.726 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.402 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6565 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (; FLOW PROCESS FROM NODE 69.00 TO NODE -69.00 IS CODE = 1 - --------------- ------------ ------- ---- ---------------- --------------------- • » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ----------------------------------------------------------------==---------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED-FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.73 RAINFALL INTENSITY(INCH /HR) = 2.40 STREAM CONFLUENCE TOTAL STREAM AREA(ACRES) = 1.00 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.58 ** CONFLUENCE DATA ** INTENSITY AREA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.09 10.57 2.680 0.61 2 1.58 12.73 2.402 1.00 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2.40 10.57 2.680 2 2.56 12.73 2.402 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.56 Tc(MIN.) = 12.73 TOTAL AREA(ACRES) = 1.61 • - -FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 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 T. 4 INCHES - PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.90 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.56 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 12.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.56 12.82 2.392 1.61 ** MEMORY BANK ## 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.93 6.87 3.455 1.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 3.30 6.87 3.455 2 3.89 12.82 2.392 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.89 Tc(MIN.) = 12.82 TOTAL AREA(ACRES) = 2.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 76.00 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 9.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 UPSTREAM NODE ELEVATION = 409.90 DOWNSTREAM NODE ELEVATION = 409.70 FLOWLENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.89 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) 13.00 r- FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 75.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATI.ON CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 290.00 UPSTREAM ELEVATION = 416.90 DOWNSTREAM ELEVATION = 414.60 ELEVATION DIFFERENCE = 2.30 TC = 0.393 *[( 290.00 * *3) /( 2.30)] * *.2 = 9.978 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.773 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6726 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 0.97 l FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 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.) = 9.98 i RAINFALL INTENSITY(INCH /HR) = 2.77 TOTAL STREAM AREA(ACRES) = 0.52 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 75.00 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 = 260.00 UPSTREAM ELEVATION = 416.70 DOWNSTREAM ELEVATION = 414.60 ELEVATION DIFFERENCE = 2.10 TC = 0.393 *[( 260.00 * *3) /`( 2.10)] * *.2 = 9.517 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.851 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6757 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.75 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS.COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM. RUNOFF Tc INTENS-ITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.68 9.52 2.851 2 1.70 9.98 2.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.70 Tc(MIN.) = 9.98 TOTAL AREA(ACRES) = 0.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 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.) = 9.52 RAINFALL INTENSITY(INCH /HR) = 2.85 TOTAL STREAM AREA(ACRES). = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.97 9.98 2.773 0.52 2 0.75 9.52 2.851 0.39 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 INTENS-ITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.68 9.52 2.851 2 1.70 9.98 2.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.70 Tc(MIN.) = 9.98 TOTAL AREA(ACRES) = 0.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 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 5.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.70 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 10.17 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 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 1.70 10.17 2.741 0.91 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.89 13.00 2.372 2.84 • , r*** * * * * * * *,t * * * * * * * * * * * * * *,t * * * * ** WARNING, t**, r**** *,t * * *,r * * *,r * * * *,r * * * * * *,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. ** --PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.75 10.17 2.741 2 5.36 13.00 2.372 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.36 Tc(MIN.) = 13.00 TOTAL AREA(ACRES) = 3.75 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 5.36 Tc(MIN.) = 13.00 TOTAL AREA(ACRES) = 3.75 END OF RATIONAL METHOD ANALYSIS C • 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 05/31/06 File: 31733124100.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 31733 Basin "L" 24 -hour duraton, 100 -year storm ----------------------------------------------------------------_-- Drainage Area = 16.31(Ac.) = 0.025 Sq. Mi. • Drainage Area for Depth -Area Areal Adjustment 16.31(Ac.) Mi. Length along longest watercourse = 1900.00(Ft.) Length along longest watercourse measured to centroid = 710.00(Ft.) Length along longest watercourse = 0.360 Mi. Length along longest watercourse measured to centroid = 0.134 Mi. Difference in elevation = 13.00(Ft.) Slope along watercourse = 36.1263 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time.= 0.077 Hr. Lag time = 4.61 Min. 25% of lag time = 1.15 Min. 40% of lag time = 1.84 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] 16.31 1.40 22.83 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2] 16.31 5.00 81.55 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 5..000(In) Point rain (area averaged) = 5.000(In) 0.025 Sq. Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 Areal adjustment factor = 100.00 Adjusted average point rain = % 5.000(In) Unit Hydrograph Data • Sub -Area Data: --------------------------------------------------------------------- Unit time Area(Ac.) Runoff Index Impervious Distribution Unit Hydrograph 16.310 32.00 0.500 Graph % Total Area Entered = 16.31(Ac.) (CFS) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 0.167 32.0 52.0 0.552 0.500 0.303 1.000 0.303 3 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 l� Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 108.483 19.972 3.283 2 0.167 216.966• 50.283 8.265 3 0.250 325.449 15.766 2.592 4 0.333 433.932 6.865 1.128 • 5 0.417 542.414 3.631 0.597 6 0.500 650.897 1.772 0.291 7 0.583 759.380 1.180 0.194 8 0.667 867.863 0.532 0.087 ----------------=------------------------------------------------------ Sum = 100.000 Sum= 16.437 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.040 0.538 0.022 0.02 2 0.17 0.07 0.040 0.536 0.022 0.02 3 0.25 0.07 0.040 0.534 0.022 0.02 4 0.33 0.10 0.060 0.532 0.032 0.03 5 0.42 0.10 0.060 0.530 0.032 0.03 6 0.50 0.10 0.060 0.527 0.032 0.03 7 0.58 0.10 0•.060 0.525 0.032 0.03 8 0.67 0.10 0.060 0.523 0.032 0.03 9 0.75 0.10 0.060 0.521 0.032 0.03 10 0.83 0.13 0.080 0.519 0.043 0.04 11 0.92 0.13 0.080 0.517 0.043 0.04' 12 1.00 0.13 0.080 0.515 0.043 '0.04 13 1.08 0.10 0.060 0.513 0.032 0.03 14- 1.17 0.10 0.060 0.511 0.032 0.03 15 1.25 0.10 0.060 0.509 0.032 0.03 16 1.33 0.10 0.060 0.507 0.032 0.03 ' 17 1.42 0.10 0.060 0.505 0.032 0.03 18 1.50 0.10 0.060 0.503 0.032 0.03 { 19 1.58 0.10 0.060 0.501 0.032 0.03 • 20 1.67 0.10 0.060 0.499 0.032 0.03- 21 1.75 0.10 0.060 0.497 0.032 0.03 22 1.83 0.13 0.080 0.495 0.043 0.04 23 1.92 0.13 0.080 0.493 0.043 0.04 24 2.00 0.13 0.080 0.491 0.043 0.04 25 2.08 0.13 0.080 0.489 0.043 0.04 l� • f - • rl� 26 2.17 0.13 0.080 0.487 0.043 0.04 27 2.25 0.13 0.080 0.485 0.043 0.04 28 2.33 0.13 0.080 0.483 0.043 .0.04 29 2.42 0.13 0.080 0.481 0.043 0.04 30 2.50 0.13 0.080 0.479 0.043. 0.04 31 2.58 0.17 0.100 0.477 0.054 0.05 32 2.67 0.17 0.100 0.475 0.054 0.05 33 2.75 0.17 0.100 0.473 0.054 0.05 34 2.83 0.17 0.100 0.471 0.054 0.-05 35 2.92 0.17 0.100 0.469 0.054 0.05 36 3.00 0.17 0.100 0.467 0.054 0.05 37 3.08 0.17 0.100 0.465 0.054 0.05 38 3.17 0.17 0.100 0.464 0.054 0.05 39 3.25 0.17 0.100 0.462 0.054 0.05 40 3.33 0.17 0.100 0.460 0.054 0.05 41 3.42 0.17 0.100 0.458 0.054 0.05 42 3.50 0.17 0.100 0.456 0.054 0.05 43 3.58 0.17 0.100 0.454 0.054 0.05 44 3.67 0.17 0.100 0.452 0.054 0.05 45 3.75 0.17 0.100 0.450 0.054 0.05 46 3.83 0.20 0.120 0.448 0.065 0.06 47 3.92 0.20 0.120 0.446 0.065 0.06 48 4.00 0.20 0.120 0.444 0.065 0.06 49 4.08 0.20 0.120 0.443 0.065 0.06 50 4.17 0.20 0.120 0.441 0.065 0.06 51 4.25 0.20 0.120 0.439 0.065 0.06 52 4.33 0.23 0.140 0.437 0.076 0.06 53 4.42 0.23 0.140 0.435 0.076 0.06 54 4.50 0.23 0.140 0.433 0.076 0.06 55 4.58 0.23 0.140 0.431 0.076 0.06 56 4.67 0.23 0.140 0.430 0.-076 0.06 57 4.75 0.23 0.140 0.428 0.076 0.06 58 4.83 0.27 0.160 0.426 0.086 0.07 59 4.92 0.27 0.160 0.424 0.086 0.07 60 5.00 0.27- 0.160 0.422 0.086 0.07 61 5.08 0.20 0.120 0.420 0.065 0.06 62 5.17 0.20 0.120 0.418 0.065 0.06 6 3 5.25 -0.20- 0-12-0 0.417 0.,065 0.06 64 5.33 0.23 0.140 0.415 0.076 0.06 65 5.42 0.23 0.140 0.413 0.076 0.06 66 5.50 0.23 0.140 0.411 0.076 0.06 67 5.58 0.27 0.160 0.409 0.086 0.07 68 5.67 0.27 0.160 0.408 0.086 0.07 69 5.75 0.27 0.160 0.406 0.086 0.07 70 5.83 0.27 0.160 0.404 0.086 0.07 71 5.92 0.27 0.160 0.402 0.086 0.07 72 6.00 0.27 0.160 0.400 0.086 0.07 73 6.08 0.30 0.180 0.399 0.097 0.08 74 6.17 0.30 0.180 0.397 0.097 0.08 75 6.25 0.30 0.180 0.395 0.097 0.08 76 6.33 0.30 0.180 0.393 0.097 0.08 77 6.42 0.30 - 0.180 0.392 0.097 0.08 78 6.50 0.-30- 0.180 0.390 0.097 0.08 79 6.58 0-.33 0.200 0.388 0.108 0.09 80 6.67 0.33 0.200 0.386 0.108 0.09 81 6.75 0.33 0.200 0.385 0.108 0.09 82 6.83 0.33 0.200 0.383- 0.108 0.09 83 6.92 0.33 0.200 0.381 0,108 0.09 84 7.00 0.33 0.200 0.379 0.108 0.09 85 7.08 0.33 0.200 0.378 0.108 0.09 86 7.17 0.33 0.200 0.376 0.108 0.09 87 7.25 0.33 0.200 0.374 0.108 0.09 88 7.33 0.37 0.220 0.373 0.119 0.10 89 7.42 0.37 0.220 0.371 0.119 0.10 90 7.50 0.37 0.220 0.369 0.119 0.10 91 7.58 0.40 0.240 0.367 0.130 0.11 �- 92 93 7.67 7.75 0.40 0.40 0.240 0.240 0.366 0.364 0.130 0.130 0.11 0.11 • 94 7.83 0.43 0.260 0.362 0.140 0.12 95 7.92 0.43 0.260 0.361 0.140 0.12 96 8.00 0.43 0.260 0.359 0.140 0.12 97 8.08 0.50 0.300 0.357 0.162 0.14 98 8.17 0.50 0.300 0.356 0.162 0.14 99 8.25 0.50 0.300 0.354 0.162 0.14 100 8.33 0.50 0.300 0.352 0.162 0.14 101 8.42 0.50 0.300 0.351 0.162 0.14 102 8.50 0.50 0.300 0.349 0.162 0.14 103 8.58 0.53 0.320 0.347 0.173 0.15 104 8.67 0.53 0.320 0.346 0.173 0.15 105 8.75 0.53 0.320 0.344 0.173 0.15 106 8.83 0.57 0.340 0.343 0.184 0.16 107 8.92 0.57 0.340 0.341 0.184 0.16 108 9.00 0.57 0.340 0.339 - -- 0.00 109 9.08 0.63 0.380 0.338 - -- 0.04 110 9.17 0.63 0.380 0.336 - -- 0.04 111 9.25 0.63 0.380 0.335 - -- 0.05 112 9.33 0.67 0.400 0.333 - -- 0.07 113 9.42 0.67 0.400 0.331 - -- 0.07 114 9.50 0.67 0.400 0.330 - -- 0.07 115 9.58 0.70 0.420 0.328 - -- 0.09 116 9.67 0.70 0.420 0.327 - -- 0.09 117 9.75 0.70 0.420 •0.325 - -- 0.09 118 9.83 0.73 0.440 0.323 - -- 0.12 119 9.92 0.73 0.440 0.322 - -- 0.12 120 10.00 0.73 0.440 0.320 - -- 0.12 121 10.08 0.50 0.300 0.319 0.162 0.14 r 122 10.17 0.50 0.300- 0.317 0.162 0.14 • 123 10.25 0.50 0.300 0.316 0.162 0.14 124 10.33 0.50 0.300 0.314 0.162 0.14 125 10.42 0.50 0.300 0.313 0.162 0.14 D 126 10.50 0.50 0.300 0.311 0.162 0.14 127 10.58 0.67 0.400 0.310 - -- 0.09 128 10.67 0.67 0.400 0.308 - -- 0.09 -- 129 10.7-5 0.67 0.400 0.307 - -- 0.09- 130 10.83 0.67 0.400 0.305 - -- 0.09 131 10.92 0.67 0.4:00 0.304 - -- 0.10 132 11.00 0.67 0.400 0.302 - -- 0.10 133 11.08 0.63 0.380 0.301 - -- 0.08 134 11.17 0.63 0.380 0.299 - -- 0.08 135. 11.25 0.63 0.380 0.298 - -- 0.08 136 11.33 0.63 0.380 0.296 - -- 0.08 137 11.42 0.63 0.380 0.295 - -- 0.09 138 11.50 0.63 0.380 0.293 - -- 0.09 139 11.58. 0.57 0.340 0.292 - -- 0.05 140 11.67 0.57 0.340 0.290 - -- 0.05 141 11.75 0.57 0.340 0.289 - -- 0.05 142 11.83 0.60 0.360 0.287 - -- 0.07 143 11.92 0.60 0.360 0.286 - -- 0.07 144. 12.00 0.60 0.360 0.285 - -- 0.08 145 12.08 0.83 0.500 0.283 - -- 0.22 146 12.17 0.83 0.500 0.282 - -- 0.22 147 12.25 0.83 0.500 0.280 - -- 0.22 148 12.33 0.87 0.520 0.279 - -- 0.24 149 12.42 0.87 0.520 0.278 - -- 0.24 150 12.50 0.87 0.520 0.276 - -- 0.24 151 12.58 0.93 0.560 0.275 - -- 0.29 • 152 12.67 0.93 0.560 0.273 - -- 0.29 153 12.75 0.93 0.560- 0.272 - -- 0.29 154 12.83 0.97 0.580 0.271 - -- 0.31 155 12.92 0.97 0.580 0.269 - -- 0.31 156 13.00 0.97 0.580 0.268 - -- 0.31 157 13.08 1.13 0.680 0.267 - -- 0.41 158 13.17 1.13 0.680 0.265 - -- j .0.41 159 13.25 1.13 0.680 0.264 0.42 • 160 13.33 1.13 0.680 0.263 - -- 0.42 161 13.42 1.13 0.680 0.261 0.42 162 13.50 1.13 0.680 0.260 - -- 0.42 163 13.58 0.77 0.460 0.259 - -- 0.20 164 13.67 0.77 0.460 0.257 - -- 0.20 165 13.75 0.77 0.460 0.256 - -- 0.20 166 13.83 0.77 0.460 0.255 - -- 0.21 167 13.92 0.77 0.460 0.253 - -- 0.21 168 14.00 0.77 0.460 0.252 - -- 0.21 169 14.08 0.90 0.540 0.251 - -- 0.29 170 14.17 0.90 0.540 0.249 - -- 0.29 171 14.25 0.90 0.540 0.248 - -- 0.29 172 14.33 0.87 0.520 0.247 - -- 0.27 173 14.42 0.87 0.520 0.246 - -- 0.27 174 14.50 0.87 0.520 0.244 - -- 0.28 175 14.58 0.87 0.520 0.243 - -- 0.28 176 14.67 0.87 0.520 0.242 - -- 0.28 177 14.75 0.87 0.520 0.241 - -- 0.28 178 14.83 0.83 0.500 0.239 - -- 0.26 179 14.92 0.83 0.500 0.238 - -- 0.26 180 15.00 0.83 0.500 0.237 - -- 0.26 181 15.08 0.80 0.480 0.236 - -- 0.24 182 15.17 0..80 0.480 0.235 - -- 0.25 183 15.25 0.80 0.480 0.233 - -- 0.25 184 15.33 0.77 0.460 0.232 - -- 0.23 185 15.42 0.77 0.460 0.231 - -- 0.23 186 15.50 0.77 0.460 0.230 - -- 0.23 187 15.58 0.63 0.380 0.229 - -- 0.15 188 15.67 0.63 0.380 0.227 0.15 189 15.75 0.63 0.380 0.226 - -- 0.15 190 15.83 0.63 0.380 0.225 - -- 0.15 191 15.92 0.63 0.380 0.224 - -- 0.16 192 16.00 0.63 0.380 0.223 - -- 0.16 193 16.08 0.13 0.080 0.222 0.043 0.04 194 16.17 0.13 0.080 0.221 0.043 0.04 195 16.25 0.13 0.080 0.219 0.043 0.04 196 16.33 0..13 0.080 0.218 0.043 0.04 197 16.42 0.13 0.080 0.217 0.043 0.04 198 16.50 0..13 0.080 0.216 0.043 0.04 199 16.58 0.10 0.060 0,.2.15 0.032 0.03 200 16.67 0.10 0.060 0.214 0.032 0.03 201 16.75 0.10 0.060 0.213 0.032 0.03. 202 16.83 0.10 0.060 0.212 0.032 0.03 203 16.92 0.10 0.060 0.211 0.032 0.03 204 17.00 0.10 0.060 0.210 0.032 0.03 205 17.08 0.17 0.100 0.209 0.054 0.05 206 17.17 0.17 0.100 0.207 0.054 0.05 207 17.25 0.17 0.100 0.206 0.054 0.05 208 17.33 0.17 0.100 0.205 0.054 0.05 209 17.42 0.17 0.100 0.204 0.054 0.05 210 17.50 0.17 0.100 0.203 0.054 0.05 211 17.58 0.17 0.100 0.202 0.054 0.05 212 17.67 0.17 0.100 0.201 0.054 0.05 213 17.75 0.17 0.100 0.200 0.054 0.05 214 17.83 0.13 0.080 0.199 0.043 0.04 215 17.92 0.13 0.080 0.198 0.043 .0.04 216 18.00 0.13 0.080 0.197 0.043 0.04 217 18.08 0..13 0.080 0.196 0.043 0.04 218 18.17 0.13 0.080 0.195 0.043 0.04. 219 18.25 0.13 0.080 0.194 0.043 0.04 220 18.33 0.13 0.080 0.193 0.043 0.04 221 18.42 0.13 0.080 0.193 0.043 0.04 222 18.50 0.13 0.080 0.192 0.043 0.04 223 18.58 0.10 0.060 0.191 0.032 0.03 .224 225 18.67 18.75 0.10 0.10 0.060 0.060 0.190 0.189 0.032 0.032 0.03 0.03 • 226 18.83 0.07 0.040 0.188 0.022 0.02 227 18.92 0.07 0.040 0.187 0.022 0.02 228 19.00 0.07 0.040 0.186 0.022 0.02 229 19.08 0.10 0.060 0.185 0.032 0.03 230 19.17 0.10 0.060 0.184 0.032 0.03 231 19.25 0.10 0.060 0.184 0.032 0.03 232 19.33 0.13 0.080 0.183 0.043 0.04 233 19.42 0.13 0.080 0.182 0.043 .0.04 234 19.50 0.13 0.080 0.181 0.043 0.04 235 19.58 0.10 0.060 0.180 0.032 0.03 236 19.67 0.10 0.060 0.179 0.032 0.03 237 19.75 0.10 0.060 0.179 0.032 0.03 238 19.83 0.07 0.040 0.178 0.022 0.02 239 19.92 0.07 0.040 0.177 0.022 0.02 240 20.00 0.07 0.040 0.176 0.022 0.02 241 20.08 0.10 0.060 0.175 0.032 0.03 242 20.17 0.10 0:060 0.175 0.032 0.03 243 20.25 0.10 0.060 0.174 0.032 0.03 244 20.33 0.10 0.060 0.173 0.032 0.03 245 20.42 0.10 0.060 0.172 0.032 0.03 246 20.50 0.10 0.060 0.172 .0.032 0.03 247 20.58 0.10 0.060 0.171 0.032 0.03 248 20.67 0.10 0.060 0.170 0.032 0.03 249 20.75 0.10 0.060 0.169 0.032 0.03 250 20.83 0.07 0.040 0.169 0.022 0.02 251 20.92 0.07 0.040 0.168 0.022 0.02 252 21.00 0.07 0.040 0.167 0.022 0.02 253 21.08 0.10 0.060 0.167 0.032 0.03 254 21.17 0.10 0.060 0.166 0.032 0.03 • 255 21.25 0.10 0.060 0.165 0.032 0.03. 256 21.33 0.07 0.040 0.165 0.022 0.02 257 21.42 0.07 0.040 0.164 0.022 0.02 258 21.50 0.07 0.040 0.164 0.022 0.02 259 21.58 0.10 0.060 0.163 0.032 0.03 260 21.67 0.10 0.060 0.162 0.032 0.03 261 21.75 -0.10- 0.060- 0.162 0.032 0.03 262 21.83 0.07 0.040 0.161 0.022 0.02 263 21.92 .0.07 0.040 0.161 0.022 0.02 264 22.00 0.07 0.040 0.160 0.022 0.02 265 22.08 0.10 0.060 0.160 0.032 0.03 266 22.17 0.10 0.060 0.159 0.032 0.03 267 22.25 0.10 0.060 0.159 0.032 0.03 268 22.33 0.07 0.040 0.158 0.022 0.02 269 22.42 0.07 0.040 0.158 0.022 0..02 270 22.50 0.07 0.040 0.157 0.022 0.02 271 22.58 0.07 0.040 0.157 0.022 0.02 272 22.67 0.07 0.040 0.156 0.022 0.02 273 22.75 0.07 0.040 0.156 0.022 0.02 274 22.83 0.07 0.040 0.155 0.022 0.02 275 22.92 0.07 .0.040 0.155 0.022 0.02 276 23.00 0.07' 0.040 0.155 0.022 0.02 277 23.08 0.07 0.040 0.154 0.022 0.02 278 23.17 0.07 0.040 0.154 0.022 0.02 279 23.25 0.07 0.040 0.154 0.022 0.02 280 23.33 0.07 0.040 0.153 0.022 .0.02 281 23.42 0.07 0.040 0.153 0.022 0.02 282 23.50 0.07 0.040 0.153 0.022 0.02 283 23.58 0.07 .0.040 0.153 0.022 0.02 284 23.67 0.07 0.040 0.152 0.022 0.02 285 23.75 0.07 0.040 0.152 0.022 0.02 286 23.83 0.07 0.040 0.152 0.022 0.02 287 23.92 0.07 0.040 0.152 0.022 0.02 288 24.00' 0.07 0.040 0.152 0.022 0.02 Sum = 100.0 Sum = 25.7 Flood volume = Effective rainfall 2.14(In) times area 16.3(Ac.) /[(In) /(Ft.)] = 2.9(Ac.Ft) • Total soil loss = 2.86(In) Total soil loss = 3.886(Ac.Ft) Total rainfall = 5.00(In) Flood volume = 126750.7 Cubic Feet Total soil loss = 169266.3 Cubic Feet -- - - - - Peak - - - - - - - - - - - - flow rate of - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - this hydrograph = 6.851(CFS) - - - - -- -------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------- - - - - -- .. Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0004 0.06 Q 0 +10 0.0019 0.21 Q 0 +15 0.0037 0.26 VQ 0 +20 0.0058 0.31 VQ 0 +25 0.0086 0.40 VQ 0 +30 0.0115 0.43 VQ 0 +35 0.0145 0.44 VQ 0 +40 0.0176 0.45 VQ 0 +45 0.0207 0.45 VQ 0 +50 0.0241 0.48 VQ 0 +55 0.0279 0..56 V Q 1+ 0 0.0320 0.58 V Q 1+ 5 0.0358 0.56 V Q 1 +10 0.0392 0.49 VQ 1 +15 0.0'425 0 .'47 VQ 1 +20 0.0457 0.46 VQ 1 +25 0.0488 0.46 VQ 1 +30 0.0520 0.46 VQ 1 +35 0.0551 0.4.5 VQ 1 +40, 0.0582 0.45 VQ 1 +45 0.0614 0.45 VQ 1 +50 0.0647 0.48 VQ 1 +55 0.0686 0.56, V Q I. 2+-0 0.0726 0.58 V Q 2+ 5 0.0767 0.59 IVQ I �' 2 +10 0.0808 0.60 IVQ 2 +15 0.0850 0.60 IVQ 2 +20 0.0891 .0.60 IVQ 2 +25 0.0933 0.61 IVQ. I ` 2 +30 0.0975 0.61 IVQ I I. 2 +35 0.1018 0.64 IVQ I I I I 2 +40 .0.1067 0.71 IVQ I I I I 2 +45 0.1118 0.74 IVQ I I I I 2 +50 0.1169 0.75 IVQ I I I I 2 +55 0.1221 0.75 IV Q I I I I 3+ 0 0.1273 0.75 IV Q I I I I 3+ 5 0.1325 0176 IV Q I I I I 3 +10 0.1377 0.76 IV Q I I I I` 3 +15 0.1429 0.76 IV Q 3 +20 3 +25 0.1481 0.1534 0.76 I VQ I I I I y 0.76 I VQ • 3 +30 0.1586 0.76 I VQ. 3 +35 0.1638 0.76 I VQ 3 +40 0.1690 0.76 I VQ 3 +45 0.1742 0.76 I VQ 3 +50 0.1796 0.79 I VQ 3 +55 0.1856 0.86 I VQ 4+ 0 0.1917 0.89 I VQ �- 4+ 5 0.1978 0.90 I VQ • 4 +10 0.2041 0.90 VQ 4 +15 0.2103 0.91 I VQ 4 +20 0.2167 0.94 I VQ 4 +25 0.2237 1.01 I VQ 4 +30 0.2309 1.04 I VQ 1 4 +35 0.2381 1.05 VQ 4 +40 0.2453 1.05 I VQ 4 +45 0.2526 1.06 I VQ 4 +50 0.2601 1.09 VQ 4 +55 0.2681 1.17 VQ 5+ 0 0.2763 1.19 VQ 5+ 5 0.2842 1.14 I VQ 5 +10 0.2910 0.99 I QV 5 +15 0.2975 0.95 QV 5 +20 0.3041 0.96 QV 5 +25 0.3112 1.02 Q 5 +30 0.3184 1.04 Q 5 +35 0.3258 1.08 Q 5 +40 0.3338 1.16 I Q 5 +45 0.3420 1.19 I Q 5 +50 0.3502 1.20 Q 5 +55 0.3585 1.21 I Q 6+ 0 0.3669 1.21 QV 6+ 5 0.3754 1.24 I QV 6 +10 0.3845 1.32 I Q 6 +15 0.3937 1.34 I Q 6 +20 0.4030 1.35 I Q 6 +25 6 +30 0.4123 0.4217 1.36 1.36 I Q Q • 6 +35 0.4313 1.39 Q 6 +40 0.4414 1.47 I QV I 6 +45 0.4517 1.49 I QV 6 +50 0.4620 1.50• I Q I' 6 +55 0.4724 1.51 I Q 7+ 0 0.4828 1.51' I Q 7+ S 0 -.4 -932 1.51 Q - 7 +10 0.5036 1.51 Q 7 +15 0.5141 1.51 QV 7 +20 0.5247 1.54 I QV 7 +25 0.5358 1.62 QV 7 +30 0.5472 1.64 I QV 7 +35 0.5588 1.68 I QV 7 +40 0.5709 1.77 Q 7 +45 0.5832 1.79 QV 7 +50 0.5959 1.83 QV 7 +55 0.6091 1.92 QV 8+ 0 0.6225 1.94 QV 8+ 5 0.6363 2.02 I Q 8 +10 _ 0.6513 2.17 I Q 8 +15 0.6666 2.22 I QVI 8 +20 0.6821 2.25 I QVI 8 +25 0.6977 2.26 I QI 8 +30 0.7133 2.26 QI 8 +35 0._7291 2.30 I QV 8 +40 0.7455 2.38 I QV 8 +45 0.7620 2.40 I QV 8 +50 0.7788 2.44 I QV 8 +55 0.7962 2.52 • 9+ 0 0.8102 2.04 I Q IV 9+ 5 0.8164 0.90 I Q IV' 9 +10 0.8222 0.85 I Q IV 9 +15 0.8277 0.80 I Q IV 9 +20 0.8336 0.85 I Q IV 9 +25 0.8406 1.02 I Q IV 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 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 Q v Q v Q V Q V Q V Q V QV QV QV Ql Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 7 Q v Q V Q v Q v Q V Q Q v v v V v v V v v v v v V V 9 +30 0.8480 1.08 • 9 +35 9 +40 0.8561 0.8657 1.18 1.39 9 +45 0.8759 1.47 9 +50 0.8868 1.59 9 +55 0.8992 1.80 10+ 0 0.9122 1.88 10+ 5. 0.9259 1.99 10 +10 0.9407 2.16 10 +15 0.9560 2.22 10 +20 0.9715 2.24 10 +25 0.9870 2.26 10 +30 1.0026 2.26 10 +35 1.0172 2.11 10 +40 1.0290 1.72 10 +45 1.0402 1.62 10 +50 1.0511 1.59 10 +55 1.0620 1.58 11+ 0 1.0729 1.59 11+ 5 1.0835 1.54 .11 +10 1.0931 1.39 11 +15 1.1025 1.37 11 +20 1.1120 1.37 11 +25 1.1215 1.38 11 +30 1.1311 1.40 11 +35 1.1400 1.29 11 +40 1.1467 0.98 11 +45 1.1529 0.90 11 +50 1.1594 0.94 11 +55 1.1670 1.11 12+ 0 1.1751 1.17 • 12+ 5 1.1866 1.67 12 +10 1.2063 2.86 12 +15 1.2287 3.25 12 +20 1.2529 3.50 12 +25 1.2789 3.78 12 +30 1.3057 3.89 12 +35 1.3339 4.10 12 +40 1.3647 4.47 12 +45 1.3964 4.61 12 +50 1.4291 4.74 12 +55 1.4633 4.96 13+ 0 1.4980 5.04 13+ 5 1.5354 5.43 13 +10 1.5787 6.29 13 +15 1.6240 6.58' 13 +20 1.6703 6.72 13 +25 1.7171 6.80 13 +30 1.7643 6.85 13 +35 1.8068 6.17 13 +40 1.8369 4.38 13 +45 1.8633 3.83 13 +50 1.8882 3.61 13 +55 1.9123 3.50 14+ 0 1.9360 3.45 14+ 5 1.9615 3.69 14 +10 1.9915 4.36 14 +15 2.0231 4.59 14 +20 2.0550 4.63 14 +25 2.0862 4.54 • 14 +30 2.1174 4.53 14 +35 2.1487 4.54 14 +40 2.1801 4.56 14 +45 2.2116 4.57 14 +50 2.2427 4.52 14 +55 2.2728 4.38 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 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 Q v Q v Q V Q V Q V Q V QV QV QV Ql Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 7 Q v Q V Q v Q v Q V Q Q v v v V v v V v v v v v V V I • f� • 15+ 0 2.3028 4.34 I Q I IV 15+ 5 2.3322 4.28 I I Q I I V 15 +10 2.3606 4.12 I I Q I I V 15 +15 2.3887 4.08 I ( Q I I V 15 +20 2.4163 4.01 I I Q I I V 15 +25 2.4428 3.85 I I Q I I V 15 +30 2.4690 3.81 I I Q I I V 15 +35 2.4934 3.54 I I Q I I V ,15 +40 2.5133 2.89 I IQ I I V 15 +45 2.5319 2.69 I Q I I V 15 +50 2.5499 2.62 I Q I I V 15 +55 2.5677 2.59 I Q I I V 16+ 0 2.5855 2.58 I Q I I V 16+ 5 2.6005 2.19 I Q I I I V 16 +10 2.6087 1.19 I Q I I I V 16 +15 2.6148 0.88 I Q I. I I V 16 +20 2.6199 0.74 I Q I I I V 16 +25 2.6245 •0.67 I Q I I I V 16 +30 2.6289 0.64 I Q I I I V 16 +35 2.6330 0.59 I Q I I I V 16 +40 2.6364 0.50 IQ I I I V 16 +45 2.6397 0.48 IQ I I V 16 +50 2.6429 0.46 IQ I I I V 16 +55 2.6460 0.46 IQ I I I V 17+ 0 2.6492 0.46 IQ I I I V 17+ 5 2.6527 0.52 I Q I I I V 17 +10 2.6573 0.67 I Q I I I V 17 +15 - 2.6622 0.71 I Q I I I V 17 +20 2.6673 0.73 I Q I I I V 17 +25 2.6724 0.75 I Q I I I V 17 +30 2.6776 0.75 I Q I I I V 17 +35 2.6828 0.75 I Q I I I V 117 +40 2.6880 0.76 I Q I ( I V 17 +45 2.6932 0.76 I Q I I I V 17 +50 2.6982 0.73 I. Q I' I I V 17 +55 2.7027 _ 0.65 I Q I I I V. 18+ 0 2.7070 0.63 I Q I I I V -18+ 5 2.7113 0.62- I Q I I I V 18 +10 2.7155 -0.61 I Q i I I V 18 +15 2.7197 0.61 I Q I I I V- 18+20 2.7238 0-.61 I Q I I I V 1.8 +25 2.7280 0.61 I Q I I I V 18 +30 2.7322 0.61 I Q I I I V 18 +35• 2.7361 0.57 I Q I I I V 18 +40 2.7396 0.50 IQ I I I V 18 +45 .2.7428 0.48_ IQ I I I V 1$ +50 2.7458 0.43 IQ I I I V 18 +55 2.7483 0.35 IQ I I I ".v 19+ 0 2.7505 0.33 IQ I I I V 19+ 5 2.7529 0.34 IQ I I I V 19 +10 2.7557 0.41 IQ I I I V 19 +15 2.7587 0.44 IQ I I I V 19 +20 2.7620 0.47 IQ I I I V 19 +25 2.7658 0.55 I- Q I I i V 19 +30 2.7698 0.58 I Q I I I V 19 +35 2.7737 0.56 I Q I I I V 19 +40 2.7771 0.49 IQ I I I V 19 +45 2.7804 0.47 IQ I I I V 19 +50 2.7833 0.43 IQ I I I V 19 +55 2.7858 0.35 IQ I I I V 20+ 0 2.7880 0.33 IQ I I I V 20+ 5 2.7904 0.34 IQ I I I V 20 +10 -• 2.7932 0.41 IQ I I I V 20 +15 2.7962 0.44 IQ I I I V 20 +20 2.7993 0.44 IQ I I I V 20 +25 2.8024 0.45 IQ I I I V 20 +30 2.8055 0.45 IQ I V 20 +35 2.8086 0.45 IQ I I I V • 20 +40 2.8117 0.45 IQ I I I V 20 +45 2.8149 0.45 IQ I I I V 20 +50 2.8178 0.42 IQ I I I V I 20 +55 2.8202 0.35 IQ I 22 +10 I I .V I 21+ 0 2.8224 0.32 IQ I V I I V I. 21+ 5 2.8248 0.34 IQ I I I I V I 21 +10 2.8276 0.41 IQ I I I V I ' 21 +15 2.8306 0'.44 IQ I I I V I, 0.34 21 +20 2.8335 0.41 IQ I I I I V 22 +10 21 +25 2.8358 0.34 IQ I IQ I I V VI 21 +30 2.8381 0.32 IQ I 2.8619 I I VI I 21 +3'5 2.8404 0.34 IQ I I I VI 0.41 21+40 2.8433 0.41 IQ I I I VI 22 +25 21 +45 2.8463 0.44 IQ I I VI I VI 21 +50 2.8491 0.41 IQ I I I VI ; 21 +55 2.8515 0 34 IQ I I I I VI 0.31 22+ 0 2.8537 0.32 IQ I VI 22+ 5 2.8560 0.34 IQ I I I VI I 22 +10 2.8589 0.41 IQ I 2.9007 VI 22 +15 2.8619 0.44 IQ I I I 2.9028 22 +20 2.8647 0.41 IQ I I VI ,VI VI 22 +25 2.8671 0.34 IQ I I I VI 22 +30 2.8693 0.32 IQ I I I VI I 22 +35 2.8715 0.31 IQ I I VI Q 22 +40 2.8736 0.31 IQ I I I VI 0.09 22 +45 2.8757 0.31 IQ I I VI 2.9095 22 +50 2.8778 0.30 IQ I I I VI 24 +20 22 +55 2.8799 0.30 IQ I I I VI 23+ 0 2.8819 0.30 IQ I I VI • 23+ 5 2.-8840 0.30. IQ I I I VI I VI 23 +10 2.8861 0.30 2..9098 - 0.00 Q I I I V ti 23 +15 2.8882 0.30 IQ I I I VI 23 +20 2.8903 0.30 Q I I I VI 23 +25 2.8924 0.30 IQ I I VI 23 +30 2.8944 0.30 IQ I I I VI 23 +35 2.8965 0.30 23 +40 2.8986 0.30 IQ I I I VI 23 +45 2.9007 0.30 IQ I I I VI 23 +50 2.9028 0.30 IQ I I I VI 23 +55 2.9049 0.30 24+ 0 2.9069 0.30 IQ I I I VI 24+ 5 2.9086 0.24 Q I I I VI 24 +10 2.9092 0.09 Q I I I VI 24 +15• 2.9095 0.04 Q I I I VI 24 +20 2.9097 0.02 Q I I I VI 24 +25 2.9097 .0.01 Q I I I VI 24 +30 2.9098 0.01 Q I I I VI ` • 24 +35 ----------------------------------------------------------------------- 2..9098 - 0.00 Q I I I V ti 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 04/29/06 File: 317331,6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ---------------------------------=-------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 J Program License Serial Number 4027 ` _ � ----------------------------------------------- - English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] • 16.31 0.95 15.49 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 16.31 2.75 44.85 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.950(In) Area Averaged 100 -Year Rainfall = 2.750(In) • Point rain (area averaged) = 2.750(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious ---------------------------------------------=----------------------- -------------------------------------------------------------------- Drainage Area = 16.31(Ac.) = 0.025 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 16.31(Ac.) = 0.025 Sq. Mi. Length along longest watercourse = 1900.00(Ft.) Length along longest watercourse measured to centroid = 710.00(Ft.) Length along longest watercourse = 0.360 Mi. Length along, longest watercourse measured to centroid = 0.134 Mi. Difference in elevation = 13.00(Ft.) Slope along watercourse = 36.1263 Ft. /,Mi. Average Manning's 'N' = 0.020 Lag time = 0.077 Hr. Lag time = 4.61 Min. 25% of lag. time = 1.15 Min. 40% of lag time = 1.84 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] • 16.31 0.95 15.49 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 16.31 2.75 44.85 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.950(In) Area Averaged 100 -Year Rainfall = 2.750(In) • Point rain (area averaged) = 2.750(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 16.310 32.00 0.500 Total Area Entered = 16.31('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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr). = 0.303 Minimum soil loss rate ((In /Hr))-= 0.152 (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 0.083 108.483 19.972 3.283 2 0.167 216.966 50.283 8.265 3 0.250 325.449 15.766 2.592 4 0.333 433.932 6.865 1.128 5 0.417 542.414 3.631 0.597 6 0.500 650.897 1.772 0.291 7 0.583 759.380 1.180 0.194 • ----------------------------------------------------------------------- 8 0.667 867.863 Sum 0.532 = 100.000 Sum= 0'.087 16.437 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.)' Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.303 0.132 0.03 2 0.17 0.60- 0.198 0.303 0.158 0-.04 3 0.25 0.60 0.198 0.303 0.158 0.04 4 0.33 0.60 0.198 0.303 0.158 0.04 5 0.42 0.60 0.198 0.303 0.158 0.04 6 0.50 0.70 0.231 0.303 0.185 0.05 7 0.58 0.70 0.231 0.303 0.185 0.05 8 0.67 0.70 0.231 0.303 0.185 0.05 9 0.75 0.70 0.231 0.303 0.185 0.05 10 0.83 0.70 0.231 0.303 0.185 0.05' 11 0.92 0.70 0.231 0.303 0.185 0.05 12 1.00 0.80 0.264 0.303 0.211 0.05 13 1.08 0.80 0.264 0.303 0.211 0.05 14 1.17 0.80 0.264 0.303 0.211 0.05 15 1.25 0.80 0.264 0.303 0.211 0.05 16 1.33 0.80 0.264 - 0.303 0.211 0.05 17 1.42 0.80 0.264 0.303 0.211 0.05 18 1.50 0.80 0.264 0.303 0.211 0.05 19- 1.58 0.80 0.264 0.303 0.211 0.05 20 1.67 0.80 0.264 0.303 0.211 0.05 21 1.75 0.80 0.264 0.303 0.211 0.05 22 1.83 0.80 0.264 0.303 0.211 0.05 23 1.92 0.80 0.264 0.303 0.211 0.05 24 2.00 0.90 0.297 0.303 0.238 0.06 25 2.08 0.80 0.264 0.303 0.211 0.05 26 2.17 0.90 0.297 0.303 0.238 0.06 27 2.25 0.90 0.297 0.303 0.'238 0.06 28 2.33 0.90 0.297 0.303 0.238 0.06 29 2.42 0.90 0.297 0.303 0.238 0.06 30 2.50 0.90 0.297 0.303 0.238 0.06 • Time(h +m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 0+ 5 31 2.58 0.90 0.297 0.303 0.238 0.06 Q 32 2.67 0.90 0.297 0.303 0.06 • 33 ' 2.75 1.00 0.330 0238 0.303 0.03 34 2.83 1.00 0.330 0.303 0.03 35 2.92 1.00 0.330 0.303 - -- 0.03 36 3.00 1.00 0.330 0.303 - -- 0.03 37 3.08 1.00 0.330 0.303 - -- 0.03 38 3.17 1.10 0.363 0.303 - -- 0.06 39 3.25 1.10 0.363 0.303 - -- 0.06 40 3.33 1.10 0.363 0.303 - -- 0.06 41 3.42 1.20 0.396 0.303 - -- 0.09 42 3.50 1.30 0.429 0.303 - -- 0.13 43 3.58 1.40 0.462 0.303 - -- 0.16 44 3.67 1.40 0.462• 0.303 - -- 0.16 45 3.75 1.50 0.495 0.303 - -- 0.19 46 3.83 1.50 0.495 0.303 - -- 0.19 47 3.92 1.60 0.528 0.303 - -- 0.22 48 4.00 1.60 0.528 0.303 - -- 0.22 49 4.08 1.70 0.561 0.303 - -- 0.26 50 4.17 1.80 0.594 0.303 - -- 0.29 51 4.25 1.90 0.627 0.303 - -- 0.32 52 4.33 2.00 0.660 0.303 - -- 0.36 53 4.42 2.10 0.693 0.303 - -- 0.39 54 4.50 2.10 0.693 0.303 - -- 0.39 55 4.58 2.20 0.726 0.303 - -- 0.42 56. 4.67 2.30 0.759 0.303 - -- 0.46 57 4.75 2.40 0.792 0.303 - -- 0.49 58 4.83 2.40 0.792 0.303 - -- 0.49 59 4.92 2.50 0.825 0.303 - -- 0.52 60 5.00 2.60 0.858 0.303 - -- 0.55 61 5.08 3.10 1.023 0.303 - -- 0.72 • 62 5.17 3.60 1.188 0.303 0.88 63 5.25 3.90 1.287 - -- 0.303 0.98 64 5.33 4.20 1.386 0.303 - -- 1.08 65 5.42 4.70 1.551 0.303 - -- 1.25 66 5.50 5.60 1.848 0.303 - -- 1.54 67 5.58 1.90 0.627 0.303 - -- 0. -32 68 5.67 0.9.0 0.2 -97 0.303 0.238 0.06 69 5.75 0.60 0.198 0.303 0.158 0.04 . 70 5-.83 0.50 0.165 0.303 0.132 0.03 71 5.92 0.30 0.099 0.303 0.079 0.02 72 6.00 0.20 0.066 0.303 0.053 0.01 Sum = 100.0 Sum = 15.2 Flood volume = Effective rainfall 1.27(In) times area 16.3(Ac.) /[(In) /(Ft.)] = 1.7(Ac.Ft) Total soil loss = 1.48(In) Total soil loss = 2.016(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 74990.7 Cubic Feet Total soil loss = 87814.8 Cubic Feet -------------------------------------------------------------------- Peak ------------------------'-------------------------------------------- flow rate of this hydrograph = 20.198(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 7.5 15.0 22.5 30.0 0+ 5 0.0007 0.11 Q 0 +10 0.0035 0.40 Q 0 +15 0.0073 0.54 Q 0 +20 0.0114 0.60 Q. - 0 +25 0.0157 0.62 Q 0 +30 0.0202 0.66 Q • 0 +35 0.0252 0.7*2 Q 0 +40 0.0303 0.74 Q I I I I 0 +45 0.0355 0.75 VQ 0 +50 0.0407 0.76 VQ 0 +55 0.0459 0.76 IQ 1+ 0 0.0513 0.78 IQ 1+ 5 0.0571 0.84 IQ 1 +10 0.0629 0.85 IQ 1 +15 0.0689 0.86 IQ 1 +20 0.0748 0.86 IQ 1 +25 0.0808 0.87 IQ 1 +30 0.0868 0.87 IQV 1 +35 0.0927 0.87 IQV 1 +40 0.0987 0.87 IQV 1 +45 0.1047 0.87 IQV 1 +50 0.1107 0.87 IQV I 1 +55 0.1167 0.87 IQV I 2+ 0 0.1228 0.89 IQV I 2+ 5 0.1291 0.92 Q V 2 +10 0.1354 0.91 IQ V I I 2 +15 0.1420 0.95 IQ V I I 2 +20 0.1486 0.97 2 +25 0.1553 0.97 IQ V I I 2 +30 0.1620 .0.97 Q V 2 +35 0.1687 0.98 IQ V I I 2 +40 0.1754 0.98 Q V I I 2 +45 0.1814 0.87 Q 2 +50 0.1855 0.60 Q V I 2 +55 0.1891 0.51 Q V I • 3+ 0 0.1924 0.48 Q V I 3+ 5 0.1955 0.46 Q V I 3 +10 0.1993 0.56 Q V I 3 +15 0.2050 0.82 IQ V I 3 +20 0.2112 0.90 IQ V 3 +25 0.2184 1.05 IQ V I I 3 +30 0.2284 1.4-5 3 +35 0.2417 1.93 IQ V Q I I I' 3 +40 0.2577 2.33 I Q V I I 3 +45 0.2755 2.58 I Q V I 3 +50 0.2957 2.92 Q V 3 +55 0.3174 3.15 I Q V I I 4+ 0 0.3414 3.48 VV 4+ 5 0.3669 3.70 I Q I I 4 +10 0.3953 4.14 Q VI I 4 +15 0.4272 4.63 I Q VI I 4 +20 0.4627 5:14 QQ 4 +25 0.5017. 5.68 I IV I 4 +30 0.5438 6.10 I Q I V I 4 +35 0.5876 .6.37 I Q I V 4 +40 0 634 7 6.83 I Q1 V 4 +45 0.6852 7.33 I QI V I 4+50 0.7385 7.75 I Q V I 4 +55 0.7937 8.01 V 5+ 0 0.8519 8.46 I IQ VI 5+ 5 0.9166 9.39 I I Q IV 5 +10 0.9954 11.44 Q V 5 +15 1.0892 13.63 I I Q I V 5 +20 1.1954 15.42 V • 5 +25 1.3148 17.33 I I I Q V 5 +30 1.4539 20.20 I I I V 5 +35 1.5870 19.33 i QQ V 5 +40 1.6521 9.45 I I Q I I V 5 +45_ 1.6833 4.53 I Q I I I V 5 +50 1.7008 2.54 I Q I I I V 5 +55 1.7110 1.49 IQ I I VI 6+ 0 1.7171 0.88 IQ I I VI 6+ 5 • 1.7201 0.44 Q I VI 6 +10 `1.7209 0.13 'Q I VI 6 +15 1.7213 0.05 Q I I VI 6 +20 1.7214 0.02 Q I I VI 6 +25 1.7215 0.01 Q I I I VI 6 +30 1.7215 0.00 Q I I I VI 6 +35 ----------------------------------------------------------------------- 1.7215 0.00 Q I _, I I VI. 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 04/29/06 File: 31733L3100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 <j��� b �(�I N %,yl Program License Serial ------- ------ ------ Number 4027 ----- ------------------- A)- j v r- `- -- I-- - - - - -- - -v -` English (in -lb) Input Units Used r 1 English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------- - ------------------------------------------------ Drainage Area = 16.31(Ac.)' = 0.025 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 16.31(Ac.) 0.025 Sq. Mi. Length along longest watercourse = 1900.00(Ft.) • Length along longest watercourse measured to centroid = Length along longest watercourse = 0.360 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 13.00(Ft.). Slope along watercourse = 36.1263 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.077 Hr. Lag time 4.61'Min. 25% of lag time = _1.15 Min. 40% of lag time = 1.84 Min.. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = I 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 16.31 0.70 11.42 100 YEAR Area rainfall data: Area(Ac.)[ij Rainfall(In)[2] Weighting[1 *2] 16.31 2.20 35.88 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 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 710.00(Ft.) 0.134 Mi. 16.310 32.00 0.500 • Total Area Entered = 16.31(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr)_= 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 0.083 108.483 19.972 3.283 2 0.167 216.966 50.283 8.265 3 0.250 325•.449 15.766 2.592 4 0.333 433.932 6.865 1.128 5 0.417 542.414 3.631 0.597 6 0.500 650.897 1.772 0.291 7 0.583 759.380 1.180 0.194 8 0.667 867.863 0.532 Sum 100.000 - Sum = 0.087 16.437 - - - - - -- - -- 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 0.303 - -- 0.04 2 0.17 1.30- 0.343 0.303 - -- 0.04 3 0.25 1.10 0.290 0.303 0.232 0.06 4 0.33 1.50 0.396 0.303 - -- 0.09 5 0.42 1.50 0.396 0.303 - -- 0.09 6 0.50 1.80 0.475 0.303 - - -• 0.17 7 0.58 1.50 0.396 0.303 - -- 0.09 8 0.67 1.80 0.475 0.303 - -- 0.17 9 0.75 1.80 0.475 0.303 - -- 0.17 10 0.83 1.50 0.396 0.303 - -- 0.09 11 0.92 1.60 0.422 0.303 - -- 0.12 12 1.00 1.80 0.475 0.303 - -- 0.17 13 1.08 2.20 0.581 0.303 - -- 0.28 14 1.17 2.20 0.581 0.303 - -- 0.28 15 1.25 2.20 0.581 0.303 - -- 0.28 16 1.33 2.00 0.528 0.303 - -- 0.22 17 1.42 2.60 0.686 0.303 - -- 0.38 18 1.50 2.70 0.713 0.303 - -- 0.41 19 1.58 2.40 0.634 0.303 - -- 0.33 20 1.67 2.70 0.713 0.303 - -- 0.41 21 1.75 3.30 0.871 0.103 - -- 0.57 22 1.83 3.10 0.818 0.303 - -- 0.51 - 23 1.92 2.90 0.766 0.303 - -- 0.46 24 2.00 3.00 0.792 0.303 0.49 • 25 2.08 3.10 0.818 = -- 0.303 0.51 26 2.17 4.20 1.109 0.303 - -- 0.81 27 2.25 5.00 1.320 0.303 - -- 1.02 28 2.33 3.50 0.924 0.303 - -- 0.62 29 2.42 6.80 1.795 0.303 - -- 1.49 30 2.50 7.30 1.927 0.303 - -- 1.62 • r • 31 2.58 8.20 2.165 0.303 - -- 1.86 32 2.67 5.90 1'.557 0.303 - -- 1.25 33 2.75 2.00 0.528 0.303 - -- 0.22 34 2.83 1.80 0.475 0.303 - -- 0.17 35 2.92 1.80 0.475 0.303 - -- 0.17 36 3.00 0.60 0.158 0.303 0.127 0.03 0 +20 Sum = 100.0 Sum = 15.7 Flood volume = Effective rainfall 1.31(In) 0 +25 times area 16.3(Ac.) /[(In) /(Ft.)] _ .1.8(Ac.Ft) Total soil loss = 0.89(In) 0 +30 Total soil loss = 1.209(Ac.Ft) Total rainfall = 2.20(In) 0 +35 Flood volume = 77579.6 Cubic Feet Total soil loss = 52662.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 26.273(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+ 5 0.0009 0.13 Q 0 +10 0.0041 0.46 Q 0 +15 0.0084 0.62 Q 0 +20 0.0148 0.93 VQ 0 +25 0.0237 1.29 VQ 0 +30 0.0352 1.67 V Q 0 +35 0.0498 2.12 I.VQ I. 0 +40 0.0633 1.96 IVQ I I I 0 +45 0.0806 2.52 IV Q I I I 0 +50 0.0974 2.43 I VQ 0 +55 0.1106 1.93 I Q 1+ 0 0.125 "5 2.15 I Q 1+ 5 0.1456 2.93 I Q 1 +10 0.1727 3.93 I V Q 1 +15 0.2021 4.26 I VQ 1 +20 0.2312 4.23 I Q 1 +25 0.2615 4.39 I Q 1 +30 0.3007 5.70 I VQ 1 +35 0.3423 "6.03 I VQ 1 +40 0.3827 5.86 I QV 1 +45 0.4305 6.94 I QI I I I 1 +50 0.4872 8.24 I Q I I 1 +55 0.5432 8.12 I Q V I I 2+ 0 0.5973 7.86 I Q V I 2+ 5 0.6528 8.07 I Q V I i 2 +10 0.7167 9.27 I I Q V I 2 +15 0.8025 12.46 I I Q V I 2 +20 0.8968 "13.69 I I Q V. 2 +25 0.9943 14.16 I I Q I V I 2 +30 1.1403 21.19 I I I V Q I 2 +35 1.3131 25.09 I I I VI Q I 2 +40 1.4940 26.27 I I I I V Q 2 +45 1.6256 19.11 I I I Q I V 2 +50 1.6903 9.39 I I Q I I V 2 +55 1.7310 5.91 I Q I I I V 3+ 0 1.7583 3.96 I Q I I I VI 3+ 5 1.7714 1.90 I Q I I I VI 3 +10 1.7772 0.85 IQ I I I VI 3 +15 1.7796 0.34 Q I I I VI 3 +20 1.7804 0.12 Q I I I VI r. 3 +25 1.7808 0.06 Q I 3 +30 1.7810 0.02 Q I I VI I I VI • 3 +35 1.7810 0.00 Q I ----------------------------------------------------------------- I I V - - - - -- r • • i� • 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 06/01/06 File: 31733m24100.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 31733 for Basin "M "f 24 -hour duration, 100 -year storm -------------------------------------------------------------------- Drainage Area = 10.61(Ac.) = 0.017 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 10.61(Ac.) _ Length along longest watercourse = 990.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.188 Mi. Length along longest watercourse measured to centroid = Difference in-elevation = 12.00(Ft.) Slope along watercourse = 64.0000 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.046 Hr. Lag time = 2.74 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.09 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] 10.61 1.40 14.85 100 YEAR-Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2] 10`.61 5.00 53.05 • STORM.EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 5.000(In) Point rain (area averaged) = 5.000(In) 460.00(Ft.) 0.087 Mi. 0.017 Sq. Areal adjustment factor = 100.00 % Adjusted average point rain = 5.000(In) • Sub -Area Data: Area(Ac.) Runoff Index Impervious period 10.610 32.00 0.500 Hydrograph Total Area Entered = 10.61(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 0.500 0.303 1.000 0.303 182.711 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 365.422 (for 24 hour storm duration) 5.001 Soil low loss rate (decimal) = --------------------------------------------------------------- 0.540 - - - - -- U n i t H y d r o g r a p h DESERT S -Curve i Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 182.711 38.925 4.162 2 0.167 365.422 46.774 5.001 3 0.250 548.132 9.836 1.052 (" 4 0.333 730.843 3.238 0.346 • 5 0.417 913.554 1.226 0.131 ----------------------------------------------------------------------- Sum = 100.000 Sum= 10.693 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) .Percent (In / -H -r) Max A Low (In /Hr) 1 0.08 0.07 0.040 0.538 0.022 0.02 2 0.17 0.07 0.040 0.536 0.022 0.02 3 0.25 0.07 0.040 0.534 0.022 0.02 4 0.33 0.10 0.060 0.532 0.032 0.03 5 0.42 0.10 0.060 0.530 0.032 0.03 6 0.50 '0.10 0.060 0.527 0.032 0.03 7 0.58 0.10 0.060 0.525 0.032 0.03 8 0.67 0.10 0.060 0.523 0.032. 0.03 9 0.75 0.10 0.060 0.521 0.032 0.03 10 0.83 0.13 0.080 0.519 0.043 0.04 11 0.92 0.13 0.080 0.517 0.043 0.04 12 1.00 0.13 0.080 0.515 0.043 0.04 13 1.08 0.10 0.060 0.513 0.032 0.03 14 1.17 0.10 0.060 0.511 0.032 0.03 15 1.25 0.10 0.060 0.509 0.032 0.03 16 1.33 0.10 0.060 0.507 0.032 0.03 17 1.42 0.10 0.060 0.505 0.032 0.03 18 1.50 0.10 0.060 0.503 0.032 0.03 19 1.58 0.10 0.060 0.501 0.032 0.03 20 1.67 0.10 0.060 0.499 0.032 0.03 21 1.75 0.10 0.060 0.497 0.032 0.03 22 1.83 0.13 0.080 0.495 0.043 0.04 23 1.92 0.13 0.080 0.493 0.043 0.04 24 2.00 0.13 0.080 0.491 0.043 0.04 25 2.08 0.13 0.080 0.489 0.043 0.04 26 2.17 0.13 0.080 0.487 0.043 0.04 27 2.25 0.13 0.080 0.485 0._043 0.04 28 2.33 0.13 0.080 0.483 0.043 0.04 i 29 2.42 0.13 0.080 0.481 0.043 0.04 • 30 31 2.50 2.58 0.13 0.17 0.080 0.100 0.479 0.477 0.043 0.054 0.04 0.05 32 2.67 0.17 0.100 0.475 0.054 0.05 33 2.75 0.17 0.100 0.473 0.054 0.05 34 2.83 0.17 0.100 0.471 0.054 0.05 35 2.92 0.17 0.100 0.469 0.054 0.05 36 3.00 0.17 0.100 0.467 0.054 0.05 37 3.08 0.17 0.100 0.465 0.054 0.05 38 3.17 0.17 0.100 0.464 0.054 0.05 39 3.25 0.17 0.100 0.462 0.054 0.05 40 3.33 0.17 0.100 0.460 0.054 0.05 41 3.42 0.17 0.100 0.458 0.054 0.05 42 3.50 0.17 0.100 0.456 0.054 0.05 43 3.58 0.17 0.100 0.454 0.054 0.05 44 3.67 0.17 0.100 0.452 0.054 0.05 45 3.75 0.17 0.100 0.450 0.054 0.05 46 3.83 0.20 0.120 0.448 0.065 0.06 47 3.92 0.20 0.120 0.446 0.065 0.06 48 4.00 0.20 0.120 0.444 0.065 0.06 49 4.08 0.20 0.120 0.443 0.065 0.06 50 4.17 0.20 0.120 0.441 0.065 0.06 51 4.25 0.20 0.120 0.439 0.065 0.06 52 4.33 0.23 0.140 0.437 0.076 0.06 53 4.42 0.23 0.140 0.435 0.076 0.06 54 4.50 0.23 0.140 0.433 0.076 0.06 55 4.58 0.23 0.140 0.431 0.076 0.06 56 4.67 0.23 0.140 0.430 0.076 0.06 57 4.75 0.23 0.140 0:428 0.076 .0.06 58 4.83 0.27 0.160 0.426 0.086 0.07 59 4.92 0.27 0.160 0.424 0.086 0.07 • 60 5.00 0.27 0.160 0.422 0.086 0.07 61 5.08 0.20 0.120 0.420 0.065 0.06 62 5.17 0.20 0.120 0.418 0.065 0.06 63 5.25 0.20 0.120 0.417 0.065 0.06 64 5.33 0.23 0.140 0.415 0.076 0.06 65 5.42 0.23 0.140 0.413 0.076 0.06 66 5.5.0 0.23. 0..14.0 -0.411 0. -076 0.06 67 5.58 0.27 0.160 0.409 0.086 0.07 68 5.67 0.27 0.160 0.408 0.086 0.07 69 5.75 0.27 0.160 0.406 0.086 0.07 70 5.83 0.27 0.160 0.404 0.086 0.07 71 5.92 0.27 0.160 0.402 0.086 0.07 72 6.00 0.27 0.160 0.400 0.086 0.07 73 6.08 0.30 0.180 0.399 0.097 0.08 74 6.17 0.30 0.180 0.397 0.097 0.08 75 6.25 0.30 0.180 0.395 0'.097 0.08 76 6.33 0.30 0.180 0.393 0.697 0.08 77 6.42 0.30 0.180 0.392 0.097 0.08 78 6.50 .0.30 0.180 0.390 0.097 0.08 79 6.58 0.33 0.200 0.388 0.108 0.09 80 6.67 0.33 0.200 0.386 0.108 0.09 81 6.75 0.33 0.200 0.385 0.108 0.09 82 6.83 0.33 0.200 0.383 0.108 0.09 83 6.92 0.33 0.200 0.381 0.108 0.09 84 7.00 0.33 0.200 0.379 0.108 0.09 85 7.08 0.33 0.200 0.378 0.108 0.09 86 7.17 0.33 0.200 0.376 0.108 0.09 87 7.25 0.33 0.200 0.374 0.108 0.09 88 7.33 0.37 0.220 0.373 0.119 0.10 • 89 7.42 0.37 0.220 0.371 0.119 0.10 90 7.50 0.37 0.220 0.369 0.119 0.10 91 7.58 0.40 0.240 0.367 0.130 0.11 92 7.67 0.40 0.240 0.366 0.130 0.11 93 7.75 0.40 0.240 0.364 0.130 0.11 94 7.83 0.43 0.260 0.362 0.140 0.12 95 96 7.92 8.00 0.43 0.43 0.260 0.260 0.361 0.359 0.140 0.140 0.12 0.12 • 97 8.08 0.50 0.300 0.357 0.162 0.14 98 8.17 0.50 0.300 0.356 0.162 0.14 99 8.25 0.50 0.300 0.354 0.162 0.14 100 8.33 0.50 0.300 0.352 0.162 0.14 101 8.42 0.50 0.300 0.351' 0.162 0.14 102 .8.50 0.50 0.300 0.349 0.162 0.14 103 8.58 0.53 0.320 0.347 0.173 0.15 104 8.67 0.53 0.320 0.346 0.173 0.15 105 8.75 0.53 0.320 0.344 0.173 0.15 106 8.83 0.57 0.340 0.343 0.184 0.16 107 8.92 0.57 0.340 0.341 0.184 0.16 108 9.00 0.57 0.340 0.339 - -- 0.00 109 9.08 0.63 0.380 0.338 - -- 0.04 110 9.17 0.63 •0.380 0.336 - -- 0.04 111 9.25 0.63 0.380 0.335 - -- 0.05 112 9.33 0.67 0.400 0.333 - -- 0.07 113 9.42 0.67 0.400 0.331 - -- 0.07 114 9.50 0.67 0.400 0.330 - -- 0.07 115 9.58 0.70 0.420 0.328 - -- 0.09' 116 9.67 0.70 0.420 0.327 - -- 0.09 117 9.75 0.70 0.420 0.325 - -- 0.09 118 9.83 0.73 0.440 0.323 - -- 0.12 119 9.92 0.73 0.440 0.322 - -- 0.12 120 10.00 0.73 0.440 0.320 - -- 0.12 121 10.08 0.50 0.300 0.319 0.162 0.14 122 10.17 0.50 0.300 0.317 0.162 0.14 123 10.25 0.50 0.300 0.316 0.162 0.14 124 10.33 0.50 0.300 0.314 0.162 0.14 125 10.42 0.50 0.300 0.313 0.162 0.14 126 10.50 0.50 0.300 0.311 0.162 0.14 127 10.58 0.67 0.400 0.310 - -- 0.09 128 10.67 0.67 0.400 0.308 - -- 0.09 129 10.75 0.67 0.400 0.307 - -- 0.09 130 10.83 0.'67 0.400 0.305 - -- 0.09 131 10.92 0.67 0.400 0.304 - -- 0.10 132 .11.00_ 0."67- 0..40.0 .0.302 - -- -0.10 133 11.08 0.63 0.380 0.301 - -- 0.08 134 11.17 0.63 0.380 0.299 - -- 0.08 135 11.25 0.63 0.380 0.298 - -- 0.08 136 11.33 0.63 0.380 0.296 - -- 0.08- 137 11.42 0.63 0.380 0.295 - -- 0.09 138 11.50 0.63 0.380 0.293 - -- 0.09 139 11.58 0.57 0.340 0.292 - -- 0.05 140 11.67 0.57 0.340 0.290 - -- 0.05 141 11.75 0.57 0.340 0.289 - -- 0.05 142 11.83 0.60 0.360 0.287 - -- 0.07 143 11.92 0.60 0.360 0.286 - -- 0.07 144 12.00 0.60 0.360 0.285 - -- 0.08 145 12.08 0.83 0.500 0.283 - -- 0.22 146 12.17 0.83 0.500 0.282 - -- 0.22 147 12.25 0.83 0.500 0.280 - -- 0.22 148 12.33 0.87 0.520 0.279 - -- 0.24 149 12.42 0.87 0.520 0.278 - -- 0.24 150 12.50 0.87 0.520 0.276 - -- 0.24 151 12.58 0.93 0.560 0:275. - -- 0.29 152 12.67 0,•93 0.560 0..273 - -- 0.29 153 12.75 0.93 0.560 0.272 - -- 0.29 154 12.83 0:97 0.580 '0.271 - -- 0.31 • 155 12.92 0.97 0.580 0.269 - -- 0.31 156 13.00 0.97 0.580 0.268 - -- 0.31 157 13.08 1.13 0.680 0.267 - -- 0.41 158 13.17 1.13 0.680 0.265 - -- 0.41 159 13.25' 1.13 0.680 0.264 - -- 0.42 160 13.33 1.13 0.680 0.263 - -- 0.42 161 13.42 1.13 0.680 0.261 - -- 0.42 • 162 163 13.50 13.58 1.13 0.77 0.680 0.460 0.260 .0.259 =_= 0.42 0.20 164 13.67 0.77 0.460 0.257 0.20 165 13.75 0.77 0.460 0.256 - -- 0.20 166 13.83 0.77 0.460 0.255 - -- 0.21 167 13.92 0.77 0.460 0.253 - -- 0.21 168 14.00 0.77 0.460 0.252 - -- 0.21 169 14.08 0.90 0.540 0.251 - -- 0.29 170 14.17 0.90 0.540 0.249 - -- 0.29 171 14.25 0.90 0.540 0.248 - -- 0.29 172 14.33 0.87 0.520 0.247 - -- 0.27 173 14.42 0.87 0.520 0.246 - -- 0.27 174 14.50 0.87 0.520 0.244 - -- 0.28 175 14.58 0.87 0.520 0.243 - -- 0.28 176 14.67 0.87 0.520 0.242 - -- 0.28 177 14.75 0.87 .0.520 0.241 - -- 0.28 178 14.83 0.83 0.500 0.239 - -- 0.26 179 14.92 0.83 0.500 0.238 - -- 0.26 180 15.00 0.83 0.500 0.237 - -- 0.26 181 15.08 0.80 0.480 0.236 - -- 0.24 182 15.17 0.80 0.480 0.235 - -- 0.25 183 15.25 0.80 0.480 0.233 - -- 0.25 184 15.33 0.77 0.460 0.232 - -- 0.23 185 15.42 0.77 0.460 0.231 - -- 0.23 186 15.50 0.77 0.460 0.230 - -- 0.23 187 15.58 0.63 0.380 0.229 - -- 0.15 188 15.67 0.63 0.380 0.227 - -- 0.15 189 15.75 0.63 0.380 0.226 - -- 0.15 190 15.83 0.63 0.380 0.225 - -- 0.15 191 15.92 0.63 0.380 0.224 - -- 0.16 • 192 16.00 0.63 0.380 0.223 - -- 0.16 193 16.08 0.13 0.080 0.222 0.043 0.04 194 16.17 0.13 0.080 0.221 0.043 0.04 195 16.25 0.13 0.080 0.219 0.043 0.04 196 16.33 0.13 0.080 0.218 0.043 0 -04 197 16.42 0.13 0.080 0.217 0.043 0.04 198 .1.6.50 0..13 0.080 0.."216 0..043 0 -.04 199 16.58 0.10 0.060 0.215 0.032 0.03 200 16.67 0.10 0.060 0.214 0.032 0.03 201 16.75 0.10 0.060 0.213 0.032 0.03 202 16.83 0.10 0.060 0.212 0.032 0.03 203 16.92 0.10 0:060 0.211 0.032 0.03 204 17.00 0.10 0.060 0.210 0.032 0.03 205 17.08 0.17 0.100 0.209 0.054 0.05 206 17.17 0.17 0.100 0.207 0.054 0.05 207 17.25 0.17 0.100 0.206 0.054 0.05 208 17.33 0.17 0.100 0.205 0.054 0.05 209 17.42 0.17 0.100 0.204 0.054 0.05 210 17.50 0.17 0.100 0.203 0.054 0.05 211 17.58 0.17 0.100 0.202 0.054 0.05 212 17.67 0.17 0.100 0.201 0.054 0.05 .213 17.75 0.17 0.100 0.200 0.054 0.05 - 214 17.83 0.13 0.080 0.199 0.043 0.04 215 17.92 0.13 0.080 0.198 0.043 0.04 216 18.00 0.13 0.080 0.197 - 0.043 0.04 217 18.08 .0.13 0.080 0.196 0.043 0.04 218 18.17 0.13 0.080 0.195 0.043 0.04 219 18.25 0.13 0.080 0.194 0.043 0.04 220 18.33 0.13 0.080 0.193 0.043 0.04 • 221 18.42 0.13 0.080 0.193 0.043 0.04 222 18.50 0.13 0.080 0.192 0.043 0.04 223 18.58 0.10 0.060 0.191 0.032 0.03 224 18.67 .0.10 0.060 0.1.90 0.032 0.03 225 18.75 0.10 0.060 0.189 0.032 0.03 226 18.83 0.07 0.040 0.188 0.022 0.02 227 18.92 0.07 0.040 0.187 0.022 0.02 228 19.00 0.07 0.040 0.186 0.022 0.02 • 229 19.08 0.10 0.060 0.185 0.032 0.03 230 19.17 .0.10. 0.060 0.184 0.032 0.03 231 19.25 0.10 0.060 0.184 0.032 0.03 232 19.33 0.13 0.080 0.183 0.043 0.04 233 19.42 0.13 0.080 0.182 0.043 0.04 234 19.50 0.13 0.080 0.181 0.043 0.04 235 19.58 0.10 0.060 0.180 0.032 0.03 236 19.67 0.10 0.060 0.179 0.032 0.03 237 19.75 0.10 0.060 0.179 0.032 0.03 238 19.83 0.07 0.040 0.178 0.022 0.02 239 19.92 0.07 0.040 0.177 0.022 0.02 240 20.00 0.07 0.040 0.176 •0.022 0.02 241 20.08 0.10 0.060 0.175 0.032 0.03 242 20.17 0.10 0.060 0.175 0.032 0.03 243 20.25 0.10 0.060 0.174 0.032 0.03 244 20.33 0.10 0.060 0.173 0.032 0.03 245 20.42 0.10 0.060 0.172 0.032 0.03 246 20.50 0.10 0.060 0.172 0.032 0.03 247 20.58 0.10 0.060 0.171 0.032 0.03 248 20.67 0.10 0.060 0.170 0.032 0.03 249 20.75 0.10 0.060 0.169 0.032 0.03 250 20.83 0.07 0.040 0.169 0.022 0.02 251 20.92 0.07 0.040 0.168 0.022 0.02 252 21.00 0.07 0.040 0.167 0.022 0.02 253 21.08 0.10 0.060 0.167 0.032 0.03 254 21.17 0.10 0.060 0.166 0.032 0.03 255 21.25 0.10 0.060 0.165 0.032 0.03 256 21.33 0.07 0.040 0.165 0.022 0.02 257 21.42 0.07 0.040 0.164 0.022 0.02 258 21.50 0.07 0.040 0.164 0.022 0.02 259 21.58 0.10 0.060 0.163 0.032 0.03 260 21.67 0.10 0.060 0.162 0.032 0.03 261 21.75 0.10 0.060 0.162 0.032 0.03 262 21.83 0.07 0.040 0.161 0.022 0.02 263 21.92 0.07 0.040 0.161 0.022 0.02 2.64 2.2.00 0.07 0.040 0.1.6.0 0..022 0..02 265 22.08 0.10 0.060 0.160 0.032 0.03 266 22.17 0.10 0.060 0.159 0.032 0.03 267 22.25 0.10 0.060 0.159 0.032 0.03 268 22.33 0.07 0.040 0.158 0.022 0.02 269 22.42 0.07 0.040 0.158 0.022 0.02 270 22.50 0.07 0.040 0.157 0.022 0.02 271 22.58 0.07 0.040 0.157 0.022 0.02 272 22.67 0.07 0.040 0.156 0.022 0.02 273 22.75 0.07 0.040 0.156 0.022 0.02 274 22.83 0.07 0.040 0.155 0.022 0.02 275 22.92 0.07 0.040 0.155 0.022 0.02 276 23.00 0.07 0.040 0.155 0.022 0.02 277 23.08 0.07 0.040 0.154 0.022 0.02 278 23.17 0.07 0.040 0.154 0.022 0.02 279 23.25 0.07 0.040 0.154 0.022 0.02 280 23.33 0.07 0.040 0.153 0.022 0.02 281 23.42 0.07 0.040 0.153 0.022 0.02 282 23.50 0.07 0.040 0.153 0.022 0.02 283 23.58 0.07 0.040 0.153 0.022 0.02 284 23.67 0.07 0.040 0.152 0.022 0.02 285 23.75 0.07 0.040 0.152 0.022 0.02 286 23.83 0.07 0.040 0.152 0.022 0.02 • 287 23.92 0.07 0.040 0.152 0.022 0.02 288 24.00 0.07 0.040 0.152 0.022 0.02 Sum = 100.0 Sum = 25.7 Flood volume = Effective rainfall 2.14(In) times area 10.6(Ac.) /[(In ") /(Ft.)) = 1.9(Ac.Ft) Total soil loss = 2.86(In) Total soil loss = 2.528(Ac.Ft) Total rainfall = 5.00(In) • Flood volume = 82455.7 Cubic Feet Total soil loss = 110111.8 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 4.483(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0005 .0.08 Q 0 +10 0.0017 0.17 Q 0 +15 0.0030 0.19 Q 0 +20 0.0046 0.23 Q 0 +25 0.0065 0.28 VQ 0 +30 0.0085 0.29 VQ I I I I• 0 +35 0.0106 0.29 VQ 0 +40 0.0126 0.30 VQ 0 +45 0.0146 0.30 VQ 0 +50 0.0169 0.33 VQ 0 +55 0.0195 0.38 VQ 1+ 0 0.0222 0.34 VQ 1+ 5 0.0247 0.35 VQ 1 +10 0.0268 0.31 VQ r 1 +15 0.0288 0.30 VQ • 1 +20 0.0309. 0.30 VQ 1 +25 0.0329 0.30 VQ 1 +30 0.0350 0.30 VQ 1 +35 0.0370 0.30 VQ 1 +40 0.0390 0.30 VQ I' 1 +45 0.0411 0.30 VQ _ 1 +50 0. 0434 0,33 VQ 1 +55 0.0460 0.38 VQ 2+ 0 0.0486 0.39 IQ 2+ 5 0.0514 0.39 IQ I 2 +10 0.0541 0.39 IQ 2 +15 0.0568 0.39 IQ I 2 +20 0.0595 0.39 IQ I 2 +25 0.0622 0.39 IQ 2 +30 0.0649 0.39 IQ 2 +35 0.0679 0.43 IQ 2 +40 0.0712 0.48 IQ 2 +45 0.0745 0.49 IQ 2 +50 0.0779 0.49 IQ 2 +55 0.0813 0.49 IQ 3+ 0 0.0847 0.49 IQ 3+ 5 0.0881 0.49 IQ 3 +10 0.0915 0.49 IQ 3 ±15 0.0949 0.49 IQV 3 +20 0.0983 0.49 IQV 3 +25 0.1016 0.49 IQV 3 +30 0.1050 0.49 IQV 3 +35 0.1084 0.49 IQV l 3 +40 0.1118 0.49 IQV • 3 +45 0.1152 0.49 3 +50 0.1189 0.53 IQQ 3 +55 0.1228 0.58 4+ 0 0.1269 0.59 I Q 4+ 5 0.1309 0.59 I Q 4 +10 0.1350 0.59 I Q I I 41 4 +15 0.1391 0.59 Q 4 +20 0.1434 0.63 I QV • 4 +25 0.1480 0.67 I QV 4 +30 0.1527 0.68 I QV 4 +35 0.1575 0.69 QV 4 +40 0.1622 0.69 QV 4 +45 0.1670 0.69 I QV 4 +50 0.1720 0.73 I QV 4 +55 0.1773 0.77 Q 5 + -0 0.1827 0.78 Q 5+ 5 0.1876 0.71 QV 5 +10 0.1918 0.62 I Q V 5 +15 0.1960 0.60 I Q V 5 +20 0.2003 0.63 I Q V 5 +25 0.2050 0.67 I Q V, 5 +30 0.2097 0.68 Q V " 5 +35 0.2147 0.73 I Q V 5 +40 0.2200 0.77 I QV 5 +45 0.2254 0.78 I QV 5 +50 0.2308 0.79 QV 5 +55 0.2362 0.79 I QV 6+ 0 0.2417 0.79 I Q V 6+ 5 0.2473 0.83 Q V 6 +10 0.2534 0.87 I Q V 16 +15 0.2594 .0.88 I Q V 6 +20 0.2655 0.88 I Q V 6 +25 0.2716 0.89 I Q V 6 +30 .0.2777 0.89 Q V 6 +35 0.2841 0.92 I Q V 6 +40 0.2908 0.97 I Q V 6 +45 0.2975 0.98 I Q V • 6 +50 0.3043 0.98 I Q V 6 +55 0.3'111 0.98 I Q V 7+ 0 0.3178 0.98 I Q V 7+ 5 0.3246 0.98 I Q V 7 +10 0.3314 0.98 I Q V 7 +15 .0.3382 0.98 I Q V ._ 7 +.2A 0..34.5.2 1...02 I _Q V 7 +25 0.3526 1.07 I Q V 7 +30 0.3600 1.08 I Q V 7 +35 0.3677 1.12 I Q V 7 +40 0.3758 1.17 I Q V 7 +45 0.3839 1.18 Q V 7 +50 0.3922 1.22 Q V 7 +55 0.4010 1.27 I Q V 8+ 0 0.4097 1.28 I Q V 8+ 5 0.4191 1.35 Q V 8 +10 0.4290 1.45 I Q VI 8 +15 0.4392 1.47 I Q VI 8 +20 0.4493 1.47• I Q VI 8 +25 0.4595 1.48 I Q VI 8 +30 0.4696 1.48 I Q VI 8 +35 0.4801 1.51 I Q V 8 +40 0.4908 1.56 I Q V 8 +45 0.5016 - 1.57 I Q V 8 +50 0.5127 1.61 I Q V 8 +55 0.5242 1.66 I Q IV 9+ 0 0.5312 1.02 I Q IV 9+ 5 0.5341 0.42 IQ IV 9 +10 0.5373 0.47 IQ IV • 9 +15 0.5406 0.47 IQ IV 9 +20 0.5445 0.57 I Q IV 9 +25 0.5492 0.69 I Q IV 9 +30 0.5542 0.73 I Q IV 9 +35 0.5600 0.84 I Q IV 9 +40 0.5666 0.95 1 Q IV I I 41 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 4 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q f 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 Q V Q V Q V Q V Q Q Q Q Q Q Q Q Q Q �Q Q Q �Q �Q �Q �Q �Q �Q �Q Q Q 7 7 V V V V V V V V V V V V V V V V V V V �i 9 +45 0.5734 0.99 9 +50 - 0.5810 1.10 • 9 +55 0.5894 1.22 10+ 0 0.5980 1.26 10+ 5 0.6073 1.35 10 +10 0.6173 1.•45 10 +15 0.6274 1.47 10 +20 0.6375 1.47 10 +25 0.6477 1.48 10 +30 0.6579 1.48 10 +35 _ 0.6667 1.28 10 +40 0.6739 1.05 10 +45 0.6808 1.01 10 +50 0.6878 1.01 10 +55 0.6948 1.02 11+ 0 0.7019 1.03 1.1+ 5 0.7086 0.97 11 +10 0.7147 0.88 11 +15 0.7207 0.88 11 +20 0.7268 0.89 11 +25 0.7330 0.90 11 +30 0.7393 0.92 11 +35 0.7446 0.76 11 +40 0.7485 0.58 11 +45 0.7524 0.55 11 +50 0.7567 0.64 11 +55 0.7619 0.75 12+ 0 0.7673 0.78 12+ 5 0.7769 1.39 12 +10 0.7914 2.11 12 +15 0.8070 2.27 • 12 +20 0.8237 2.42 12 +25 0.8412 2.55 12 +30 0.8591 2.59 12 +35 0.8782 2.78 12 +40 0.89.88 2.99 12 +45 0.9198 3.05 12 +50 0.9.416 3..1.6 12 +55 0.9642 3.28 13+ 0 0.9870 3.32 13+ 5 1.0129 3.76 13 +10 1.0423 4.27 13 +15 1.0726 4.39 13 +20 1.1031 4.44 13 +25 1.1339 4.47 13 +30 1.1648 4.48 13 +35 1.1895 3.58 • 13 +40 1.2066 2.49 13 +45 1.2223 2.28 13 +50 1.2376 2.21 13 +55 1.2527 2.20 14+ 0 1.2680 2.21 14± 5 1.2856 2.56 14 +10 1.3061 2.97 14 +15 1.3273 3.07 14 +20' 1.3481 3.03 14 +25 1.3685 2.95 14 +30 1.3888 2.95 14 +35 1.4091 2.95 14 +40 1.4296 2.96 14 +45 1.4501 2.98 14 +50 1.4701 2.91 14 +55 _ 1.4895 2.82 15+ 0. 1.5089 2.81 15+ 5 1.5277 2.74 15 +1.0 1.5460 2.65 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 4 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q f 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 Q V Q V Q V Q V Q Q Q Q Q Q Q Q Q Q �Q Q Q �Q �Q �Q �Q �Q �Q �Q Q Q 7 7 V V V V V V V V V V V V V V V V V V V �i • /l • • 15 +15 1.5641 2.64 Q I V 15 +20 1.5818 2.56 Q I I V 15 +25 1.5988 2.47 I QI I I V 15 +30 1.6157 2.46 QI V 15 +35 1.6304 2.14 Q I V 15 +40 1.6425 1.74 Q I I V 15 +45 1.6540 1.67 I Q I I I V 15 +50 1.6654 1.66 I Q I V 15 +55 1.6768 1.66 I Q I V 16+ 0 1.6883 1. -67 Q I V 16+ 5 1.6964 1.18 Q I I I V 16 +10 1.7004 0.58 I Q I V 16 +15 1.7035 0.45 IQ I I V 16 +20 1.7064 0.41 IQ I I I V 16 +25 1.7091 0.39 IQ I I I V 16 +30 1.7118 0.39 IQ I I V 16 +35 1.7142 0.36 IQ I I I V 16 +40 1.7164 0.31 IQ I I I V 16 +45 1.7184 0.30 IQ I I I V 16 +50 1.7205 0.30 IQ I I I V 16 +55 1.7225 0.30 IQ I I I V 17+ 0 1.7245 0.30 IQ I I I V 17+ 5 1.7271 0.37 IQ I I I V 17 +10 1.7303 0.46 IQ I I I V 17 +15 1.7336 0.48 IQ I I I V 17 +20 1.7370 0.49 IQ I I I V 17 +25 1.7404 0.49 IQ I + I V 17 +30 1.7438 0.49 IQ I I I V 17 +35 1.7471 0.49 IQ I I I V 17 +40 1.7505 0.49 IQ ( I I V 17 +45 1.7539 0.49 IQ I I I V 17 +50 1.7571 0.45 IQ I I I V 17 +55 1.7599 0.41 IQ I I I V 18+ 0 1.7626 0.40 IQ I I I V 18+ 5 1.7653 0.39 IQ I I I V 18 +10 1.7680 0.39 IQ I I I V 18 +15 1.7707 0.39 IQ I I I V 18 +20- 1.77.35: 0.39 I -Q - I. -., I I -. • V 18 +25 1.7762 0.39 IQ I I I V 18 +30 1.7789 0.39 IQ I I I V 18 +35 1.7813 0.36 IQ I I I V 18 +40 1.7835 0.31 'IQ I I I V 18 +45 1.7855 0.30 IQ I I I V 18 +50 1.7873 0.26 IQ I I I V -• 18 +55 1.7888 0.21 Q I I I V 19+ 0 1.7901 0.20 Q I I I V 19+ 5 1.7918 0.24 Q I I I V 19 +10 1.7937 0.28 IQ I I I V 19 +15 1.7957 0.29 IQ I I I V 19 +20 1.7980, 0.33 IQ I I I V 19 +25 1.8006 0.38 IQ I I I v 19 +30 1.8033 0.39 IQ I I I V 19 +35 1.8057 0.35 IQ I I I V 19 +40 1:8079 0.31 IQ I I I V 19 +45 1.8099 0.30. IQ I I I V 19 +50 1.8117 0.26 IQ I I I v 19 +55 1.8132 0.21 Q I I I V 20+ 0 1.8145 0.20 Q I I I V 20+ 5 1.8162 0.24 Q I I I V 20 +10 1.8181 0.28 IQ I I I V 20 +15 1.8201 0.29 IQ I ( I V 20 +20 1.8221 0.29 IQ I I I V 20 +25 1.8242 0.30 IQ I I I V 20 +30 1.8262 0.30 IQ I I I V 20 +35 1.8282 0.30 IQ I I I V 20 +40 1.8303 0.30 IQ I I I V 20 +45 1.8323 0.30 IQ V 20 +50 1.8341 0.26 IQ I V • 20 +55 1.8355 0.21 Q 21+ 0 1.8369 0.20 Q I I I V 21+ 5 1.8385 0.24 Q I I I V 21 +10 1.8405 0.28 IQ I I V 21 +15 1.8425 0.29 IQ I V 21 +20 1.8442 0.26 IQ I I I V 21 +25 1.8457 0.21 Q I I I V 21 +30 1.8471 0.20 Q I' I I V 21 +35 1.8487 0.24 Q I I I V 21 +40 1.8506 0.28 IQ I I I V 21 +45 1.8526 0.29 IQ I I I V 21 +50 1.8544 0.26 IQ I I I V 21 +55 1.8559 0.21 Q I I I V 22+ 0 1.8572 0.20 Q I I I V 22+ 5 1.8589 0.24 Q I ( I V 22 +10 1.8608 0.28 IQ I I I V 22 +15 1.8628 0 :29 IQ I I I V 22 +20 1.8646 0.26 IQ I I I V 22 +25 1.8660 0.21 Q I I I V 22 +30 1.8674 0.20 Q I I I V 22 +35 1.8688 0.20 Q I I I V 22 +40 1.8701 0.20 Q I I I V 22 +45 1.8715 0.20 Q I I I V 22 +50 1.8728 0.20 Q I I I V 22 +55 1.8742 0.20 Q I I I V 23+ 0 1.8756 0.20 Q I I I V 23+ 5 1.8769 0.20 Q I I I V 23 +10 1.8783 0.20 Q I I I V 23 +15 1.8796 0.20 Q 23 +20 1.8810 0.20 Q I I I V 23 +25 1.8823 0.20 Q I I I V 23 +30 1.8837 0.20. Q I I I V 23 +35 1.8850 0.20 Q I I I V 23 +40 1.8864 0.20 Q I I I V 23 +45 1.8878 0.20 Q 23 +50 1.88.91, 0..20 Q I I I V 23 +55 1.8905 0.20 Q I I I V 24+ 0 1.8918 0.20 Q I I I V 24+ 5 1.8927 0.12, Q I I I V 24 +10 1.8928 0.03 Q 24 +15 1.8929 0.01 Q i I V I 24 +20 ----------------------------------------------------------------- 1.8929 0.00 Q I I I V - - - - -- • U 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 04/28/06 File: 31733m6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method cv�� RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 1 10� /V ---------------------------------------------- --- --- ---- --- - - - --- A__ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 10.61(Ac.) = 0.017 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 10.61(Ac.) = 0.017 Sq. Mi. Length along longest watercourse = 990.00(Ft.) Length along longest watercourse measured to centroid = • Length along longest watercourse = 0.188 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 12.00(Ft.) Slope along watercourse = 64.0000 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.046 Hr. Lag time = 2.74 Min. - 25% of lag time = 0.68 Min. 40% of lag time = 1.09 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 10.61 0.95 10.08 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2) 10.61 2.75 29.18 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall 0..950(In) Area Averaged 100 -Year Rainfall- 2.750 (In) • Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 460.00(Ft.) 0.087 Mi. f -- • 10.610 32.00 0.500 Total Area Entered = 10.61(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 0.083 182.711 38.925 4.162 2 0.167 365.422 46.774 5.001 3 0.250 548.132 9.836 1.052 4 0.333 730.843 3.238 0.346 5 0.417 913.554 1.226 0.131 ----------------------------------------------------------------------- Sum = 100.000 Sum= 10.693 • Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.165 0.303 0.132 0.03 2 0.17 0.60 0.198 0.303 0.158 0.04 3 0.25 0.60 0.198 0.303 0.158 0.04 4 0.33 0.60 0.198 0.303 0.158 0.04 5 0•.42 0.60 0.198 0.303 0.158 0.04 6 0.50 0.70 0.231 0.303 0.185 0.05 7 0.58 0.70 0.231 0.303 0.185 0.05 8 0.67 0.70 0.231 0.303 0.185 0.05 9 0.75 0.70 0.231 0.303 0.185 0.05 10 0.83 0.70 0.231 0.303 0.185 0.05. 11 0.92 0.70 0.231 0.303 0.185 0.05 12 1.00 0.80 0.264 0.303 0.211 0.05 13 1.08 0.80 0.264 0.303 0.211 0.05 14 1.17 0.80 0.264 0.303 0.211 0.05 15 1.25 0.80 0.264 0.303 0.211 0.05 16 1.33 0.80 0.264 0.303 0.211 0.05 17 1.42 0.80 0.264 0.303 0.211 0.05 18 1.50 -0.80 0.264 0.303 0.211 0.05 19 1.58 0.80 0.264 0.303 0.211 0.05 20 1.67 0.80 0.264 0.303 .._0.211 0.05 21 1.75 0.80 0.264 0.303 0.211 0.05 22 1.83 0.80 0.264 0.303 0.211 0.05 23 1.92 0.80 0.264 0.303 0.211 0.05 24 2.00 0.90 0.297 0.303 0.238 0.06 25 2.08 0.80 0.264 0.303 0.211 0.05 26 2.17 0.90 0.297 0.303 0.238 0.06 27 2.25 0.90 0.297 0.303 0.238 0.06 •. 28 2.33 0.90 0.297 0.303 0.238 0.06 29 2.42 0.90 0.297 0.303 0.238_ 0.06 30 2.50 0.90 0.297 0.303 0.238 0.06 31 2.58 0.90 0.297 0.303 0.238 0.06 32 2.67 0.90 0.297 0.303 0.238 0.06 33 2.75 1.00 0.330 0.303 - -- 0.03 r' • • • 34 2.83 1.00 0.330 0.303 - -- 0.03 35 2.92 1.00 0.330 0.303 - -- 0.03 36 3.00 1.00 0.330 0.303 - -- 0.03 37 3.08 1.00 .0.330 0.303 - -- 0.03 38 3.17 1.10 0.363 0.303 - -- 0.06 39 3.25 1.10 0.363 0.303 - -- 0.06 40 3.33 1.10 0.363 0.303 - -- 0.06 41 3.42 1.20 0.396 0.303 - -- 0.09 42 3.50 1.30 0.429 0.303 - -- 0.13 43 3.58 1.40 0.462 0.303 - -- 0.16 44 3.67 1.40 0.462 0.303 - -- 0.16 45 3.75 .1.50 0.495 0.303 - -- 0.19 46 3.83 1.50 0.495 0.303 - -- 0.19 47 3.92' 1.60 0.528 0.303 - -- 0.22 48 4.00 1.60 0.528 0.303 - -- 0.22 49 4.08 1.70 0.561 0.303 - -- 0.26 50 4.17 1.80 0.594 0.303 - -- 0.29 51 4.25 1.90 0.627 0.303 - -- 0.32 52 4.33 2.00 0.660 0.303 - -- 0.36 53 4.42 2.10 0.693 0.303 - -- 0.39 54 4.50 2.10 0.693 0.303 - -- 0.39 55 4.58 2.20 0.726 0.303 - -- 0.42 56 4.67 2.30 0.759 0.303 - -- 0.46 57 4.75 2.40 0.792 0.303 - -- 0.49 58 4.83 2.40 0.792 0.303 - -- 0.49 59 4.92 2.50 0.825 0.303 - -- 0.52 60 5.00 2.60 0.858 0.303 - -- 0.55 61 5.08 3.10 1.023 0.303 - -- 0.72 62 5.17 3.60 1.188 0.303 - -- 0.88 63 5.25 3.90 1.287 0.303 - -- 0.98 64 5.33' 4.20 1.386 0.303 - -- 1.08 65 5.42 4.70 1.551 0.303 - -- 1.25 66 5.50 5.60 1.848 0.303 - -- 1.54 67 5.58 1.90 0.627 0.303 - -- 0.32 68 5.67 0.90 0.297 0.303 0.238 0.06 69 5.75 0.60 0.198 0.303 0.158 0.04 70 5.83 0.50 0.165 0.303 0.132 0.03 71 5.92 0.30 0.099 0.303 0.079 0.02 72 6.00 0.20 0.066 0.303 0.053 0.01 Sum = 100.0 Sum = 15.2 Flood volume = Effective rainfall 1.27(In) times area 10.6(Ac.) /[(In) /(Ft.)] = 1.1(Ac.Ft) Total soil loss = 1.48(In) Total soil loss = 1.311(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 48784.6 Cubic Feet Total soil loss = 57125.8 Cubic Feet ------------------=------------------------------------------------- Peak flow rate of this hydrograph = 14.271(CFS) ---------------------------7---------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 7 ------------------ Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0009 0.14 Q 0 +10 0.0032 0.33 Q 0 +15 0.0060 0.40 Q 0 +20 0.0088 0.42 Q 0 +25 0.0117 0.42 Q 0 +30 '0.0148 0.45 Q 0 +35 0.0182 0.48 Q 0 r" • • 0 +40 0.0216 0.49 Q 0 +45 0.0250 0.49 Q 0 +50 0.0284 0.49 QV 0 +55 0.0318 0.49 QV 1+ 0 0.0354 0.52 IQ 1+ 5 0.0392 0.55 IQ 1 +10 0.0430 0.56 IQ 1 +15 0.0469 0.56 IQ 1 +20 0.0508 0.56 IQ 1 +25 0.0547 0.56 IQ 1 +30 0.0586 0.56 IQV 1 +35 0.0625 0.56 IQV 1 +40 0.0664 0.56 IQV 1 +45 0.0703 0.56 IQV 1 +50 0.0742 0.56 IQV 1 +55 0.0781 -0.56 IQV 2+ 0 0.0821 0.59 IQV 2+ 5 0.0863 0.60 IQ V I 2 +10 0.0904 0.60 IQ V I 2 +15 0.0947 0.63 IQ V I 2 +20 0.0991 0.63 IQ V I 2 +25 0.1034 0.63 IQ V I 2 +30 0.1078 0.64 IQ V I 2 +35 0.1122 0.64 IQ V I 2 +40 0.1166 0.64 IQ V I 2 +45 0.1200 0.50 Q V 2 +50 0.1223 0.33 Q V 2 +55 0.1244 0.30 Q V 3+ 0 0.1264 0.29 Q V 3+ 5 0.1283 0.28 Q V 3 +10 0.1312 0.42 Q V 3 +15 0.1353 0.59 I- 3+20 0.1396 0.62 IQQ V 3 +25 0.1449 0.77 IQ V I 3 +30 0.1523 1.08 I Q V 3 +35 0.1620 1.41 I Q V 3 +40 0.1732 1.63 ( Q V 3 +45 0.1857 1.81 I Q V 3 +50 0.1995 2.00 I Q V 3 +55 0.2144 2.17 I Q V 4+ 0 0.2306 2.35 I Q V I 4+ 5 0.2480 2.52 I Q V I 4 +10 0.2675 2.84 I Q VI, 4 +15 0.2894 3.18 I Q V 4 +20 0.3137 3.53 I Q IV 4 +25 0.3405 3.88 I Q I V 4 +30 0.3687 4.10 I Q I V 4 +35 0.3982 4.•29 I Q I V 4 +40 0.4299 4.60 I QI V 4 +45 0.4640 4.95 QIQ VV 4 +50 0.4995 5.16 I 4 +55 0.5363 5.34 I Q V 5+ 0 0.5753 5.66 I IQ 5+ 5 0.6204 6.55 Q 5 +10 0.6763 8.11 I I Q 5 +15 0.7420 9.54 I I Q 5 +20 0.8156 10.68 5 +25 0.8986 12.05 5 +30 0.9968 14.27 5 +35 1.0719 10.89 5 +40 1.0999 4.07 I Q 5 +45 1.1102. 1.50 I Q 5 +50 1.1151 0.71 IQ 5 +55 1.1175 0.35 Q 6+ 0 1.1190 0.21 Q 6+ 5 1.1197 0.10 Q V V V Q V Q Q Q V V V V V V V V V 6 +10 1.1199 0.03 Q I I VI 6 +15 1.1199 0.01 Q VI 6 +20 1.1199 0.00 Q I • -----------------=----------------------------------------------- I I VI - - - - -- • i • C9� 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 04/28/06 File: 31733m3100.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 --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 10.61(Ac.) = 0.017 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 10.61(Ac.) = 0.017 Sq. Mi. Length along longest watercourse = 990.00(Ft.) Length along longest watercourse measured to.centroid Length along longest watercourse = 0.188 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 12.00(Ft.) Slope along watercourse = 64.0000 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.046 Hr. Lag time 2.74.Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.09 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) 10.61 0.70 7.43 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2) Weighting[1 *2] 10.61 2.20 23.34 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 = 100.00 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 460.00'(Ft. ) 0.087 Mi • l� • 10.610 32.00. 0.500 Total Area Entered = 10.61(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 0.500 0.303 1.000 0.303 Sum (F) _ 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 0.083 182.711 38.925 4.162 2 0.167 365.422 46.774 5.001 3 0.250 548.132 9.836 1.052 4 0.333 730.843 3.238 0.346 5 0.417 913.554 1.226 0.131 =----------------------------------------------------------------------- Sum = 100.000 Sum= 10.693 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 0.303 - -- 0.04 2 0.17 1.30 0.343 0.303 - -- 0.04 3 0.25 1.10 0•.290 0.303 0.232 0.06 4 0.33 1.50 0.396 0.303 - -- 0.09 5 .0..42 1..50 0.39.6 0.303 - -- 0.09 6 0.50 1.80 0.475 0.303 - -- 0.17 7 0.58 1.50 0.396 0.303 - -- 0.09 8 0.67 1.80 0.475 0.303 - 0.171 9 0.75 1.80 0.475 0.303 - -- 0.17 10 0.183 1.50 0.396. 0.303 - -- 0.09 11 0.92 1.60 0.422 0.303 - -- 0.12 12 1.00 1.80 0.475 0.303 - -- 0.17 13 1.08 2.20 0.581 0.303 - -.- 0.28 14 1.17 2.20 0.581 0.303 - -- 0.28 15 1.25 2.20 0.581 0.303 - -- 0.28 16 1.33 2.00 0.528 0.303 - -- 0.22 17 1.42 2.60 0.686 0.303 - -- 0.38 18 1.50 2.70 0.713 0.303 - -- 0.41 19 1.58 2.40 0.634 0.303 - -- 0.33 20 1.67 2.70 0.713 0.303 - -- 0.41 21 1.75 3.30 0.871 0.303 - -- 0.57 22 1.83 3.10 0.818 0.303' --- 0.51 23 1.92 2.90 0.766 0.303 - -- 0.46 24 2.00 3.00 0.792 0.303 - -- 0.49 25 2.08 3.10 -0.818 0.303 - -- 0.51 26 2.17 4.20 1.109 0.303 - -- 0.81 27 2.25,, 5.00 1.320 0.303 - -- 1.02 28 2.33 3.50 0.924 0.303 - -- 0.62 29 2.42 6.80 1.795 0.303 - -- 1.49 30 2.50 7.30' 1.927 0.303 - -- 1.62 31 2.58 8.20 2.165 0.303 - -- 1.86 32 2.67. 5.90 1.558 0.303 33 2.75 2.00 0.528 0.303 - -- 0.22 34 2.83 1.80 0.475 0.303 - -- 0.17 35 2.92 1.80 0.475 0.303 - -- 0.17 • 36 3.00 0.60 0.158 0.303 0.127 0.03 Sum = 100.0 Sum = 15.7 Flood volume = Effective rainfall 1.31(In) times area. 10.6(Ac.) /[(In) /(Ft.)] = 1.2(Ac.Ft) Total soil loss = 0.89(In) Total soil loss = 0.786(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 50469.2 Cubic Feet Total soil loss = 34258.3 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 17.795(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 0.0011 0.17 Q 0 +10 0.0037 0.36 Q 0 +15 0.0070 0.48 Q 0 +20 0.0120 0.73 VQ 0 +25 0.0184 0.93 VQ 0 +30 0.0274 1.30 V Q 0 +35 0.0369 1.38 IVQ I �- 0 +40 0.0466 1.40 IVQ • 0 +45 0.0586 1.74 0 +50 .0.0688 1.48 I QQ 0 +55 0.0771 1.21 I Q 1+ 0 0.0874 1.49 I QV 1+ 5 0.1025 2.19 I VQ 1 +10 0.1216 2.78 I VQ 1 +15 0.1417 2.91 I VQ 1 +20 0.1605 2.73 QQ 1 +25 0.1822 3.14 I 1 +30 0.2096 3.99 I Q 1 +35 0.2368 3.94 I QV 1 +40 0.2640 3.95 I Q VI 1 +45 0.2981 4.95 I QV 1 +50 0.3366 5.58 I IQ 1 +55 0.3729 5.28 I Q V 2+ 0 0.4083 5.14 I Q V 2+ 5 0.4450 5.33 I Q V 2 +10 0.4910 6.61 I I Q V 2 +15 0.5532 9.04 I I QVI 2 +20 0.6136 8.76 I I Q IV I 2 +25 0.6875 10.73 I I IQ V I 2 +30 0.7931 15.34 I I I V Q 2 +35 0.9157 17.79 I I I IV Q I. 2 +40 1.0317 16.84 I ( I I Q V 2 +45 1.1001 9.93 I I QI I V I 2 +50 1.1277 4.02 I Q I I I V I 2 +55 1.1449 2.49 I Q I I I VI 3+ 0 1.1546 1.41 I Q I I I VI 3+ 5 1.1576 0.43 Q I I I VI, 3 +10 1.1584 0.12 Q I I I VI 3 +15 1.1586 0.03 Q I I I VI 3 +20 ----------------------------------------------------------------- 1.1586 0.00 Q I I I - - - - V -- • 7� • 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 06/01/06 File: 31733n24100.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 31733 Basin "N" 24 -hour duration ) `� _44 1� "Wl Drainage Area = 2.14(Ac.) 0.003 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 2.14(Ac.) _ Mi. Length along longest watercourse = 560.00(Ft.) Length along longest watercourse measured to centroid = 240.00(Ft.) Length along longest watercourse = 0.106 Mi. Length along longest watercourse measured to centroid = 0.045 Mi. Difference in elevation 9-.00(Ft.) Slope along watercourse = 84.8571 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.027 Hr. Lag time = 1.63 Min. 25% of lag time = 0.41 Min. 40% of lag time = 0.65 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] 2.14 1.40 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 2.14 5.00 Weighting[1 *2] 3.00 Weighting [1 *2] 10.70 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall ,= 5.000(In) Point rain (area averaged) = 5.000(In) 0.003 Sq. Areal adjustment factor = 100.00 % Adjusted average point rain = 5.000(In) • Sub -Area Data: Area(Ac.) Runoff Index Impervious period 2.140 32.00 0.500 Hydrograph Total Area Entered = 2.14(Ac.) RI RI Infil. Rate Impervious Adj. Infid. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec.. %) (In /Hr) (Dec.) (In /Hr) 32.0 52.0 0.552 0.500 0.303 1.000 0.303 306.506 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 613.011 (for 24 hour storm duration) 0.827 Soil low loss rate (decimal) = 0.540 3 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 0.083 306.506 56.839 1.226 2 0.167 613.011 38.328 0.827 3 0.250 919.517 4.833 0.104 • ----------------------------------------------------------------------- Sum = 100.000 Sum= 2.157 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.). Percent. (In /Hr) Max Low (In /Hr) .1 0.08 0.07 0.040 0.538 0.022 0.02 2 .0.17 0..07 0.040 0.5.36 0.022 0..02 3 0.25 0.07 0.040 0.534 0.022 0.02 4 0.33 0.10 0.060 0.532 0.032 0.03 5 0.42 0.10 0.060 0.530 0.032 0.03 6 0.50 0.10 0.060 0.527 0.032 0.03 7 0.58 0.10 0.060 0.525 0.032 0:03 8 0.67 0.10 0.060 0.523 0.032 0.03 9 0.75 0.10 0.060 0.521 0.032 0.03 10 0.83 0:.13 0.080 0.519 0.043 0.04 11 0.92 0.13 0.080 0.517 0.043 0.04 12 1.00 0.13 0.080 0.515 0.043 0.04 13 1.08 0.10 0.060 0.513 0.032 0.03 14 1.17 0.10 0.060 0.511 0.032 0.03 15 1.25 0.10 0.060 0.509 0.032 0.03 16 1.33 0.10 0.060 0.507 0.032 0.03 17 1.42 "0.10 0.060 0.505 0.032 0.03 18 1.50 0.10 0.060 0.503 0.032 0.03 19 1.58 0.10 0.060 0.501 0.032 0.03 20 1.67 0.10 0.060 0.499 0.032 0.03 21 1.75 0.10 .0.060 0.497 0.032 0.03 22 1.83 0.13 0.080 0.495 0.043 0.04 23 1.92 0.13 0.080 0.493 0.043 0.04 24 2.00 0.13 0.080 0.491 0.043 0.04 • 25 2.08 0.13 0.080 0.489 0.043 0.04 26 .2.17 0.13 0.080 0.487• 0.043 0.04 27 2.25 0.13• 0.080 0.485 .0.043 0.04 28 2.33 0.13 0.080 0.483 0.043 0.04 29 2.42 0.13 0.080 0.4.81 0.043 0.04 30 2.50 0.13 0.080 0.479 0.043 0.04 - 31 2.58 0.17 0.100 0.477 0.054 0.05 i 32 33 2.67 2.75 0.17 0.17 0.100 0.100 0.475 0.473 0.054 0.054 0.05 0.05 34 2.83 0.17 0.100 0.471 0.054 0.05 35 2.92 0.17 0.100 0.469 0.054 0.05 36 3.00 0.17 0.100 0.467 0.054 0.05 37 3.08 0.17 0.100 0.465 0.054 0.05 38 3.17 0.17 0.100 0.464 0.054 0.05 39 3.25 0.17 0.100 0.462 0.054 0.05 40 3.33 0.17 0.100 0.460 0.054 0.05 41 3.42 0.17 0.100 0.458 0.054 0.05 42 3.50 0.17 0.100 0.456 0.054 0.05 43 3.58 0.17 0.100 0.454 0.054 0.05 44 3.67 0.17 0.100 0.452 0.054 0.05 45 3.75 0.17 0.100 0.450 0.054 0.05 46 3.83 0.20 0.120 0.448 0.065 0.06 47 3.92 0.20 0.120 0.446 0.065 0.06 48 4.00 0.20 0.120 0.444 0.065 0.06 49 4.08 0.20 0.120 0.443 0.065 0.06 50 4.17 0.20 0.120 0.441 0.065 0.06 51 4.25 0.20 0.120 0.439 0.065 0.06 52 4.33 0.23 0.140 0.437 0.076 0.06 53 4.42 0.23 0.140 0.435 0.076 0.06 54 4.50 0.23 0.140 0.433 0.076 0.06 55 4.58 0.23 0.140 0.431 0.076 0.06 56 4.67 0.23 0.140 0.430 0.076 0.06 57 4.75 0.23 0.140 0.428 0.076 0.06 58 4.83 0.27 0.160 0.426 0.086 0.07 59 4.92 0.27 0.160 0.424 0.086 0.07 60 5.00 0.27 0.160 0.422 0.086 0.07 61 5.08 0.20 0.120 0.420 0.065 0.06 62 5.17 0.20 0.120 0.418 0.065 0.06 63 5.25 0.20 0.120 .0.417 0.065 0.06 64 5.33 0.23 0.140 0.415 0.076 0.06 65 5.42 0.23 0.140 0.413 0.076 0.06 66 5.50 0.23 0.140 0.411 0.076 0.06 67 5.58 0.27 0.160 0.409 0.086 0.07 68 5.6.7 0.27 0.160 0.408 0.086 0.07 69 5.75 0.27 0.160 0.406 0.086 0.07 70 5.83 0.27 0.160 0.404 0.086 0.07 71 5.92 0.27 0.160 0.402 0.086 0.07 72 6.00 0.27 0.160 0.400 0.086 0.07 73 6.08 0.30 0.180 0.399 0.097 0.08 74 6.17 0.30 0.180 0.397 0.097 0.08 75 6.25 0.30 0.180 0.395 0.097 0.08 76 6.33 0.30 0.180 0.393 0.097 0.08 77 6.42 0.30 0.180 0.392 0.097 0.08 78 6.50 0.30 0.180 0.390 0.097 0.08 79 6.58 0.33 0.200 0.388 0.108 0.09 80 6.67 0.33 0.200 0.386 0.108 0.09 81 6.75 0.33 0.200 0.385 0.108 0.09 82 6.83 0.33 0.200 0.383 0.108 0.09 83 6.92 0.33 0.200 0.381 0.108 0.09 84 7.00 0.33 0.200 0.379 0.108 0.09 85 7.08 0.33 0.200 0.378 0.108 0.09 -86 7.17 0.33 0.200 0.376 0.108 0.09 87 7.25 0.33 0.200 0.374 0.108 0.09 88 7.33 0.37 0.220 0.373 0.119 0.10 89 7.42 0.37 0.220 0.371 0.119 0.10 90 7.50 0.37 0.220 0.369 0.119 0.10 • 91 7.58 0.40 0.240 0.367 0.130 0.11 92 7.67 0.40 0.240 0.366 0.130 0.11 93 7.75 0.40 0.240 0.364 0.130 0.11 94 7.83 0.43 0.260 0.362 0.140 0.12 95 7.92 0.43 0.260 0.361 0.140 0.12 96 8.00 0.43 0.260 0.359 0.140 0.12 - 97 8.08 0.50 0.300 0.357 0.162 0.14 98 8.17 0.50 0.300 0.356 0.162 0.14 • 99 8.25 0.50 0.300 0.354 0.162 0.14 100 8.33 0.50 0.300 0.352 0.162 0.14 101 8.42 0.50 0.300 0.351 0.162 0.14 102 8.50 0.50 0.300 0.349 0.162 0.14 103 8.58 0.53 0.320 0.347 0.173 0.15 104 8.67 0.53 0.320 0.346 0.173 0.15 105 8.75 0.53 0.320 0.344 0.173 0.15 106 8.83 0.57 0.340 0.343 0.184 0.16 107 8.92 0.57 0.340 0.341 0.184 0.16 108 9.00 0.57 0.340 0.339 - -- 0.00 109 9.08 0.63 0.380 0.338 - -- 0.04 110 9.17 0.63 0.380 0.336 - -- 0.04 ill 9.25 0.63 0.380 0.335 - -- 0.05 112 9.33 0.67 0.400 0.333 - -- 0.07 113 9.42 0.67 0.400 0.331 --- 0.07 114 9.50 0.67 0.400 0.330 - -- 0.07 115 9.58 0.70 0.420 0.328 - -- 0.09 116 9.67 0.70 0.420 0.327 - -- 0.09 117 9.75 0.70 0.420 0.325 - -- 0.09 118 9.83 0.73 0.440 0.323 - -- 0.12 119 9.92 0.73 0.440 0.322 - -- 0.12 120 10.00 .0.73 0.440 0.320 - -- 0.12 121 10.08 0.50 0.300 0.319 0.162 0.14 122 10.17 0.50 0.300 0.317 0.162 0.14 123 10.25 0.50 0.300 0.316 0.162 0.14 124 10.33 0.50 0.300 0.314 0.162 0.14 125 10.42 0.50 0.300 0.313 0.162 0.14 126 10.50 0.50 0.300 0.311 0.162 0.14 127 10.58 0.67 0.400 0.310 - -- 0.09 •' 128 10.67 0.67 0.400 0.308 - -- 0.09 129 10.75 0.67 0.400 0.307 - -- 0.09 130 10.83 0.67 0.400 0.305 - -- 0.09 131 10.92 0.67 0.400 0.304 - -- 0.10 132 11.00 0.67 0.400 0.302 - -- 0.10 133 11.08 0.63 0.380 0.301 - - -. 0.08 134 11.17 0 -.63 0.380 0.299 - -- 0.08 135 11.25 0.63 0.380 0.298 -- 0.08 136 11.33 0.63 0.380 0.296 - -- 0.08 137 11.42 0.63 0.380 0.295 - -- 0.09 138 11.50 0.63 0.380 0.293 - -- 0.09 139 11.58 0.57 0.340 0.292 - -- 0.05 . 140 11.67 0:57 0.340 0.290 - -- 0.05 141 11.75 0.57 0.340 0.289 - -- 0.05 142 11.83 0.60 0.360 0.287 - -- .0.07 143 11.92 0.60 0.360 0.286 - -- 0.07 144 12.00 0.60 0.360 0.285 - -- 0.08 145 12.08 0.83 0.500 0.283 - -- 0.22 146 12.17 0.83 0.500 0.282 - -- 0.22 147 12.25 0.83 0.500 0.280 - -- 0.22 . 148 12.33 0.87 0.520 0.279 - -- 0.24 149 12.42 0.87 0.520 0.278 - -- 0.24 150 12.50 0.87 0.•520 0.276 - -- 0.24 151 12.58 0.93 0.560 0.275 - -- 0.29 152 12.67 0.93 0.560 0.273 - -- 0.29 153 12 -75 0.93 0.560 0.272 - -- 0.29 154 12.83 0.97 0.580 0.271 - -- 0.31 155 12.92 0.97 0.580 0.269 - -- 0.31 156 13.00 0.97 0.580 0.268 - -- 0.31 157 13.08 1.13 0.680 0.267 0.41 158 13.17 1.13 0.680 0.265 - -- 0.41 159 13.25 1.13 0.680 0..264 - -- 0.42 160 13.33 1.13 0.680 0.263 - -- 0.42 161 13.42 1.13 0.680 0.261 - -- 0.42 162 13.50 1.13 0.680 0.260 - -- 0.42 163 13.58 0.77 0.460 0.259 - -- 0.20 164 13.67 0.77 0.460 0.257 - -- 0.20 • 165 13.75 0.77 0.460 0.256 - -- 0.20 166 13.83 0.77 0.460 0.255 0.21 167 13.92 0.77 0.460 0.253 - -- 0.21 168 14.00 0.77 0.460 0.252 - -- 0.21 169 14.08 0.90 0.540 0.251 - -- 0.29 170 14.17 0.90 0.540 0.249 - -- 0.29 171 14.25 0.90 0.540 0.248 - -- 0.29 172 14.33 0.87 0.520 0.247 - -- 0.27 173 14.42 0.87 0.520 0.246 - -- 0.27 . 174 14.50 0.87 0.520 0.244 - -- 0.28 175 14.58 0.87 0.520 0.243 - -- 0.28 176 14.67 0.87 0.520 0.242 - -- 0.28 177 14.75 0.87 0.520 0.241 - -- 0.28 178 14.83 0.83 0.500 0.239 - -- 0.26 179 14.92 0.83 0.500 0.238 - -- 0.26 180 15.00 0.83 0.500 0.237 - -- 0.26 181 15.08 0.80 0.480 0.236 - -- 0.24 182 15.17 0.80 0.480 0.235 - -- 0.25 183 15.25 0.80 0.480 0.233 - -- 0.25 184 15.33 0.77 0.460 0.232 - -- 0.23 185 15.42 0.77 0.460 0.231 - -- 0.23 186 15.50 0.77 0.460 0.230 - -- 0.23 187 15.58 0.63 0.380 0.229 - -- 0.15 188 15.67 0.63 0.380 0.227 - -- 0.15 189 15.75 0.63 0.380 0.226 - -- 0.15 190 15.83 0.63 0.380 0.225 - -- 0.15 191 15.92 0.63 0.380 0.224 - -- 0.16 192 16.00 0.63 0.380 0.223 - -- 0.16 193. 16.08 0.13 0.080 0.222 0.043 0.04 • 194 16.17 0.13 0.080 0.221 0.043 0.04 195 16.25 0.13 0.080 0.219 0.043 0.04 196 16.33 0.13 0.080 0.218 0.043 0.04 197 16.42 0.13 0.080 0.217 .0.043 0.04 198 16.50 0.13 0.080 0.216 0.043 0.04 199 16.58 0.10 0.060 0.215 0.032 0.03 20.0 16.67. 0.10 0.060 0.214 0.032 0.03 201 16.75 0.10 0.060 0.213 0.032 0.03 202 16'.83 0.10 0.060 0.212 0.032 0.03 203 16.92 0.10 0.060 0.211 0.032 0.03 204 17.00 0.10 0.060 0.210 0.032 0.03 205 17._08 0.17 0.100 0.209 0.054 0.05 206 17.17 0.17 0.100 0.207 0.054 0.05 207 17.25 0.17 0.100 0.206 0.054 0.05 208 17.33 0.17 0.100 0.205 0.054 0.05 209 17.42 0.17 0.100 0.204 0.054 0.05 210 17.50 0.17 0.100 0.203 0.054 0.05 211 17.58 0.17 0.100 0.202 0.054 0.05 212 17.67 0.17 0.100 0.201 0.054 0.05 213 17.75 0.17 .0.100 0.200 0.054 0.05 214 17.83 0.13 0.080 0.199 0.043 0.04 215 17.92 0.13 0.080 0.198 0.043 0.04 216 18.00 0.13. 0.080 0.197 0.043 0.04 217 18.08 0.13 0.080 0.1.96 0.043 0.04 218 18.17 0.13 0.080 0.195 0.043 0.04 219 18.25 0.13 0.080 0.194 0.043 0.04 220 18.33 0.13 0.080 0.193 0.043 0.04 221 18.42 0.13 0.080 0.193 0•:043 0.04 222 18.50 0.13 0.080 0.192 0.043 0.04 223 18.58 0.10 0.060 0.191 0.032 0.03 224 18.67 0.10 0.060 0.190 0.032 0.03 225 18.75 0.10 0.060 0.189 0.032 0.03 226 18.83 0..07 0.040 0.188 0.022 0.02 227 18.92 0.07 0.040 0.187 0.022 0.02 228 19.00 0.07 0.040 0.186 0.022 0.02 229 19.08 0.10 0.060 0.185 0.032 0.03 230 19.17 0.10 0.060 0.184 0.032 0.03 • 231 19.25 0.10 0.060 0.184 0.032 0.03 232 19.33 .0.13 0.080 0.183 0.043 0.04 233 19.42 0.13 0.080 0.182 0.043 0.04 234 19.50 0.13 0.080 0.181 0.043 0.04 235 19.58 0.10 0.060 0.180 0.032 0.03 236 19.67 0.10 0.060 0.179 0.032 0.03 237 19.75 0.10 0.060 0.179 0.032 0.03 238 19.83 0.07 0.040 0.178 0.022 0.02 239 19.92 0.07 0.040 0.177 0.022 0.02 240 20.00 0.07 0.040 0.176 0.022 0.02 241 20.08 0.10 0.060 0.175 0.032 0.03 242 20.17 0.10 0.060 0.175 0.032 0.03 243 20.25 0.10 0.060 0.174 0.032 0.03 244 20.33 0.10 0.060 0.173 0.032 0.03 245 20.42 0.10 0.060 0.172 0.032 0.03 246 20.50 0.10 0.060 0.172 0.032 0.03 247 20.58 0.10 0.060 0.171 0.032 0.03 248 20.67 0.10 0.060 0.170 0.032 0.03 249 20.75 0.10 0.060 0.169 0.032 0.03 250 20.83 0.07 0.040 0.169 0.022 0.02 251 20.92 0.07 0.040 0.168 0.022 0.02 252 21.00 0.07 0.040 0.167 0.022 0.02 253 21.08 0.10 0.060 0.167 0.032 0.03 254 21.17 0.10 0.060 0.166 0.032 0.03 255 21.25 0.10 0.060 0.165 0.032 0.03 256 21.33 0.07 0.040 0.165 0.022 0.02 257 21.42 0.07 0.040 0.164 0.022 0.02 258 21.50 0.07 0.040 0.164 0.022 0.02 259 21.58 0.10 0.060 0.163 0.032 0.03 260 21.67 0.10 0.060 0.162 0.032 0.03 261. 21.75 0.10 0.060 0.162 0.032 0.03 262 21.83 0.07 0.040 0.161 0.022 0.02 263 21.92 0.07 0.040 0.161 0.022 0.02 264 22.00 0.07 0.040 0.160 0.022 0.02 265 22.08 0.10 0.060 0.160 0.032 0.03 2 -66 22. -17 0:10 0:060 0.15 -9 0. -032 0.03 267 22.25 0.10 0.060 0.159 0.032 0.03 268 22.33 0.07 0.040 0.158 0.022 0.02 269 22.42 0.07 0.040 0.158 0.022 0.02 270 22.50 0.07 0.040 0.157 0.022 0.02 271 22.58 0.07 0.040 0.157 0.022 0.02 272 22.67 0.07 0.040 0.156 0.022 0.02 273 22.75 0.07 0.040 0.156 0.022 0.02 274 22.83 0.07 0.040 0.155 0.022 0.02 275 22.92 0.07 0.040 0.155 0.022 0.02 276 23.00 0.07 0.040 0.155 0.022 0.02 277 23.08 0.07 0.040 0.154 0.022 0.02 278 23.17 0.07 0.040 0.154 0.022 0.02 279 23.25 0.07 0.040 0.154 0.022 0.02 28.0 23.33 0.07 0.040 0.153 0.022 0.02 281 23 ".42 0.07 0.040 0.153 0.022 0.02 282 23.50 0.07 0.04'0 0.153 0.022 0.02 283 23.58 0.07 0.040 0.153 0.022 0.02 284 23.67 0.07 0.040 0.152 0.022 0.02 285 23.75 0.07 0.040 0.152 0.022 0.02 286 23.83 0.07 0.040 0.152 0.022 0.02 2877 23.92 0.07 0.040 0.152 0.022 0.02 288 24.00 0.07 0.040 0.152 .0.022 0.02 • Sum = 100.0 Sum = 25.7 Flood volume = Effective rainfall 2.14(In) times area 2.1(Ac.) /[(In) /(Ft.)] = 0.4(Ac.Ft) Total soil loss = 2.86(In) Total soil loss = 0.510(Ac.Ft) Total rainfall = 5.00(In) • • 7 Flood volume = 16631.5 Cubic Feet Total soil loss = 22209.3 Cubic Feet Peak flow rate of this hydrograph = 0.905(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10 0+ 5 0.0002 0.02 Q 0 +10 0.0004 0.04 Q 0 +15 0.0007 0.04 Q 0 +20 0.0010 0.05 Q 0 +25 0.0014 0.06 Q 0 +30 0.0019 0.06 Q 0 +35 0.0023 0.06 Q 0 +40 0.0027 0.06 Q 0 +45 0.0031 0.06 Q 0 +50 0.0036 0.07 Q 0 +55 0.0041 0.08 Q 1+ 0 0.0047 0.08 Q 1+ 5 0.0051 0.07 Q 1 +10 0.0055 0`.06 Q 1+15 0.0060 0.06 .Q 1 +20 0.0064 0.06 Q 1 +25 0.0068 0.06 Q 1 +30 0.0072 0.06 Q 1 +35 0.0076 0.06 Q 1 +40 0.0080 0.06 Q 1 +45 0.0084 0.06 Q 1 +50 0.0089 0.07 Q 1 +55 0.0094 0.08 Q 2 -+ 0. 0.0100 0.08 QV 2+ 5 0.0105 0.08 QV 2 +10 0.0111 0.08 QV 2 +15 0.0116 0.08 QV 2 +20 0.0122 0.08 QV 2 +25 0.0127 0.08 QV 2 +30 0.0133 0.08 QV 2 +35 0.0139 0.09 QV 2 +40 0:0146 0.10 QV 2 +45 0.0153 0.10 QV 2 +50 0.0159 0.10 QV 2 +55 0.0166 0.10 QV 3+ 0 0.0173 0.10 QV 3+ 5 0.0180 0.10 QV 3 +10 0.0187 0.10 QV I I. 3 +15 0.0194 0.10 -Q V 3 +20 0.0200 0.10 Q V 3 +25 0.0207 0.10 Q V 3 +30 0.0214 0.10 Q V 3 ±35 0.0221 -0.10 Q V 3 +40 0.0228 0.10 Q V 3 +45 0.0235 0.10 Q V 3 ±50 0.0242 0.11 Q V 3 +55 0.0250 0.12 Q V 4+ 0 0.0259 0.12 Q V 4+ 5 0.0267 0.12 Q V 4 +10 0.0275 0.12 Q V 4 +15 0.0283 0.12 Q V 4 +20 0.0292 0.13 Q V 7 (r 46 C 4 +25 0.0302 0.14 Q V 4 +30 .0.0311 0.14 Q V 4 +35 0.0321 0.14 Q V 4 +40 0.0330 0.14 Q V 4 +45 0.0340 0.14 Q V 4 +50 0.0350 0.15 Q V 4 +55 0.0361 0.16 Q V 5+ 0 0.0372 0.16 Q V 5+ 5 0.0381 0.14 Q V 5 +10 0.0390 0.12 Q V 5 +15 0.0398 0.12 Q V 5 +20 0.0407 0.13 Q V 5 +25 0.0417 0.14 Q V 5 +30 0.0426• 0.14 Q V 5 +35 0.0436 0.15 Q V 5 +40 0.0447 0.16 Q V 5 +45 0.0458 0.16 Q V 5 +50 0.0469 0.16 Q V 5 +55 0.0480 0.16 Q V 6+ 0 0.0491 0.16 Q V 6+ 5 0.0503 0.17 Q V 6 +10 0.0515 0.18 Q V 6 +15 0.0527 0.18 Q V 6 +20 0.0540 0.18 Q V 6 +25 0.0552 0.18 Q V 6 +30 0.0564 0.18 Q V 6 +35 0.0577 0.19 Q V 6 +40 0.0591 0.20 Q V 6 +45 0.0605 0.20 Q V 6 +50 0.0618 0.20 Q V 6 +55 0.0632 0.20 Q V 7+ 0 0.0646 0.20 Q V 7+ 5 0.0659 0.20 Q V 7 +10 0.0673 0.20 Q V 7 +15 0.0687 0.20 Q V 7 +20 0.0701 0.21 Q V 7 +25 0.0716 0.22 Q V 7 +30 0..073.1 0.22 Q V 7 +35 0.0747 0.23 Q V 7 +40 0.0763 0.24 Q V 7 +45 0.0780 0.24 Q V 7 +50 0.0797 0.25 Q V 7 +55 0.0815 0.26 IQ V I 8+ 0 0.0832 0.26 IQ V I 8+ 5 0.0852 0.28 IQ V 8 +10 0.0872 0.30 IQ VI 8 +15 0.0893 0.30 IQ VI 8 +20 0.0913 0.30 IQ VI 8 +25 0.0934 0.30 IQ VI 8 +30 0.0954 0.30 IQ VI 8 +35 0.0975 0.31 IQ V 8 +40 0.0997 •0.32 IQ V 8 +45 0.1019 0.32 IQ V 8 +50 0.1042 0 . 33 IQ V, 8 +55 0.1065 0.34 IQ IV 9+ 0 0.1075 0.15 Q IV 9+ 5 0.1080 0.07 Q IV- 9 +10 0.1086 0.09 Q IV 9 +15 0.1092 0.10. Q IV 9 +20 0.1101 .0.12 Q IV 9 +25 0..1111 0.14 Q IV 9 +30 0.1121 0.15 Q IV 9 +35 0.1134 0._18 Q I.V 9 +40 0.1147 0.20 Q I V 9 +45 0:1161 0.20 Q I V 9 +50 0.1177 0.23 Q I V r V V V V V V V v V V V :v I V V V V I v V V V V V V V V V V V v V VI VI VI r I V V V V V V V V V V. V V V V V V VI VI VI VI r V V V V V V V 9 +55 0.1194 0.25 IQ • 10+ 0 10+ 5 0.1212 0.1231 0.26 0.28 IQ IQ 10 +10 0.1252 0.30 IQ 10 +15 0.1272 0.30 IQ 10 +20 0.1293 0.30 IQ 10 +25 0.1313 0.30 IQ 10 +30 0.1334 0.30 IQ 10 +35 0.1350 0.24 Q 10 +40 0.1364 0.20 Q 10 +45 0.1378 -0.20 Q 10 +50 0.1392 0.20 Q 10 +55 0.1406 0.21 Q 11+ 0 0.1421 0.21 Q 11+ 5 0.1434 0.19 Q 11 +10 0.1446 0.18 Q 11 +15 0.1458 0.18 Q 11 +20 0.1470 0.18 Q 11 +25 0.1483 0.18 Q 11 +30 0.1495 0.19 Q 11 +35 0.1505 0.14 Q 11 +40 0.1513 0.11 Q 11 +45 0.1520 0.11 Q 11 +50 0.1529 0.14 Q 11 +55 0.1540 0.16 Q 12+ 0 0.1551 0.16 Q 12+ 5 0.1574 0.34 IQ 12 +10 0.1606 0.45 IQ 12 +15 0.1638 0.47 IQ 12 +20 0.1673 0.50 I Q 12 +25 0.1709 0.52 I Q 12 +30 0.1745 0.52 I Q 12 +35 0.1784 .0.58 I Q 12 +40 0.1827 0.61 I Q 12 +45 0.1869 0.62 I Q 12 +50 0.1914 0.65 I Q 12 +55 0.1960 0.67 I Q 13.+ 0 0.2.006 0.67 I Q 13+ 5 0.2061 0.80 I Q 13 +10 0.2122 0.88 I Q 13 +15 0.2184 0.90 I Q 13 +20 0.2246 0.90 I Q 13 +25 0.2308 0.90 I Q 13 +30 0.2370 0.91 I Q 13 +35 0.2414 0.64 I Q 13 +40 0.2446 0.46 IQ 13 +45 0.2476 0.44 IQ 13 +50 0.2506 0.44 IQ 13 +55 0.2537 0.44 IQ 14+ 0 0.2568 0.45 IQ 14+ 5 0.2605 0.55 I Q 14 +10 0.2648 0.62 I Q 14 +15 0.2691 0.63 I Q 14 +20 0.2733 0.61 I Q . 14 +25 0.2774 0.59 I Q 14 +30 0.2815 0.59 I Q 14 +35 0.2856 0.60 I Q 14 +40 0.2897 0.60 I Q 14 +45 0.2939 0 ".60,. I Q 14 +50 0.2978 0..58 Q 14 +55 0.3017 0.57 i Q 15+ 0 0.3056 0.57 I Q 15+ 5 0.3094 0.54 I Q 15 +10 0.3130 0.53 I Q 15 +15 0.3167 0.53 I Q 15 +20 0.3202 0.51 I Q V V V V V V V v V V V :v I V V V V I v V V V V V V V V V V V v V VI VI VI r I V V V V V V V V V V. V V V V V V VI VI VI VI r V V V V V V V • l • r • 15 +25 0.3236 0.50 IQ 15 +30 0.3270 0.50 IQ 15 +35 0.3298 0.40 IQ 15 +40 0.3321 0.34 IQ 15 +45 0.3344 0.33 IQ 15 +50 0.3367 0.33 IQ 15 +55 0.3390 0.34 IQ 16+ 0 0.3413 0.34 IQ 16+ 5 0.3426 0.19 Q 16 +10 0.3433 0.09 Q 16 +15 0.3438 0.08 Q 16 +20 0.3444 0.08 Q 16 +25 0.3449 0.08 Q 16 +30 0.3455 0.08 Q 16 +35 0.3459 0.07 Q 16 +40 0.3463 0.06 Q 16 +45 0.3467 0.06 Q 16 +50 0.3472 0.06 Q 16 +55 0.3476 0.06 Q 17+ 0 0.3480 ' 0.06- Q 17+ 5 0.3485 0.08 Q 17 +10 0.3492 0.10 Q 17 +15 0.3499 0.10. Q 17 +20 0.3506 0.10 Q 17 +25 0.3513 0.10 Q 17 +30 0.3519 0.10 Q 17 +35 0.3526 0.10 Q 17 +40 0.3533 0.10 Q " 17 +45 0.3540 0.10 Q 17 +50 0.3546 0.09 Q 17 +55 0.3552 0.08 Q 18+ 0 0.3557 0.08 Q 18+ 5 0.3563 0.08 Q 18 +10 0.3568 0.08 Q 18 +15 0.3573 0.08 Q 18 +20 0.3579 0.08 Q 18 +25 0.3584 0.08 Q 18 +3.0. 0..3590. G., 0.8 ._Q 18 +35 0.3595 0.07 Q 18 +40 0.3599 0.06 Q 18 +45 0.3603 0.06 Q 18 +50 0.3606 0.05 Q 18 +55 0.3609 0.04 Q 19+ 0 0.3612 0.04 Q 19+ 5 0.3.615 0.05 Q 19 +10 0.3619 0.06 Q 19 +15 0.3623 0.06 Q 19 +20 0.3628 0.07 Q 19 +25 0.3634 0.08 Q 19 +30 0.3639 0.08 Q 19 +35 0.3644 0.07 Q 19 +40 0.3648 0.06 Q 19 +45 0.3652 0.06 Q 19 +50 0.3655 0.05 Q 19 +55 0.3658 0.04 Q 20+ 0 0.3661 0.04 Q 20+ 5 0.3664 0.05 Q 20 +10 0.3668 0.06 Q 20 +15 0.3673 0.06 Q 20 +20 .0.3677 0.06 Q 20 +25.,. 0.3681 0.06 Q 20 +30:-., 0.3685 0.06 Q 20 +35 0.3689 0.06 Q 20 +40 0.3693 0.06 Q " 20+45 0.3697 0.06 Q 20 +50 0.3700 0.05 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 Y 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 r 20 +55 21+ 0 0.3703 0.3706 0.04 0.04 Q Q I I I I V I V • 21+ 5 0.3710 0.05 Q I I V 21 +10 0.3714 0.06 Q I I V 21 +15 0.3718 0.'06 Q. I I I V 21 +20 0.3721 0.05 Q I I V I' 21 +25 0.3724 0.04' Q I VI 21 +30 _ 0.3727 0.04 Q I VI 21 +35 0.3730 0.05 Q I I VI 21 +40 0.3734 0.06 Q I I I VI 21 +45 0.3738 0.06 Q I I I VI 21 +50 0.3742 0:05 Q I I I. VI 21 +55 0.3744 0.04 Q I I I VI 22+ 0 0.3747 0.04 Q I I I VI 22+ 5 0.3751 0.05 Q I I I VI 22 +10 0.3755 0.06 Q I I I VI 22 +15 0.3759 0.06 Q I I I VI 22 +20 0.3762 0.05 Q I I I VI 22 +25 0.3765 _ 0.04 Q I I I VI 22 +30 0.3768 0.04 Q I I I VI 22 +35 0.3770. 0.04 Q I I I vI° 22 +40. 0.3773 0.04 Q I I I VI 22 +45 0.3776 0.04 Q I I I VI 22 +50 0.3778 0.04 Q I I I VI 22 +55 0.3781 0.04 Q I I I VI 23 +.0 0.3784 0.04 Q I I I VI. 23+ 5 0.3787 0.04 Q I I I VI 23 +10 0.3789 0.04 Q I I I VI 23 +15 0.3792, 0.04 Q I I I VI 23 +20 0.3795 0.04 Q I I I VI 23 +25 0.3798 0.04 Q I I I VI • 23 +30 0.3800 0.04 Q I I I VI 23 +35 0.3803 0.04 Q I I I VI 23 +40 0.3806 0.04 Q I I I VI 23 +45 0.3809 0.04 Q I I I VI 23 +50 0.3811 0.04 Q I I I VI 23 +55 0.3814 0.04 Q I I I VI 2.4+ 0 0.3817 0.04 Q I I I VI 24+ 5 0.3818 0.02 Q I I I VI 24 +10 0.3818 0.00 Q I I I VI 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 02/02/05 File: 31733n6100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -7-----------------------------------------------------------7-7-------- 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 31733 Basin "N" -=------- - - - - -- -- -T------------- - - - - -- Drainage Area = 2.14(Ac.) = 0.003 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 2.14(Ac.) _ Length along longest watercourse = 560.00(Ft.) Length along longest watercourse measured to centroid = 240.00(Ft.) Length along longest watercourse = 0.106 Mi. Length along longest watercourse measured to centroid = 0.045 Mi. Difference in elevation = 9.00(Ft.) Slope.along watercourse = 84.8571 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.027 Hr. Lag time.= 1.63 Min. 25% of lag time = 0.41 Min. 40% of lag time _0.65 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 2.14. 0.95 2.03 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 2.14 2.75 5.89 - STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.950(In) Area Averaged 100 -Year Rainfall = 2.750.(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00 Adjusted average point rain = 2'.750(In) 0.003 Sq. Mi. Sub -Area Data: Area(Ac.) Runoff Index 'Impervious 2.140 32.00 0.500 Total Area Entered = 2.14(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum . soil loss rate ((In /Hr)) = 0.152 (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 0.083 306.506 56.839 1.226 2 0.167 613.0].1 38.328 0.827 3 0.250 919.517 4.833 0.104 ----------------------------------------------------------------------- Sum = 100.000 Sum= 2.157. Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.303 0.132 0.03 2 0.17 0.60 0.198 0.303 0.158 0.04 3 0.25 0.60 0.198 0.303 0.158 0.04 4 0.33 0.60 0.198 0.303 0.158 0.04 5 0.42 0.60 0.198 0.303 0.158 0.04 6 0.50 0.70 0.231 0.303 0.185 0.05 7 0.58 0.70 0.231 0.303 0.185 0.05 8 0.67 0.70 0.231 0.303 0.185 0.05 9 _0..75 0.7.0 0..2.31 0.303 0 -185 0 -:05 10 0.83 0.70 0.231 0.303 0.185 0.05 11. 0.92 0.70 0.231 0.303 0.185, 0.05 12 1.00 0.80 0.264 0.303 0.211 0.05 13 1.08 0.80 0.264 0.303 0.211 0.05 14 1.17 0.80 0.264 0.303 0.211 0.05 15 1.25 0.80 0.264 0.303 0.211 0.05 16 1.33 0.80 0.264 0.303 0.211 0.05 17 1.42 0.80 0.264 0.303 0.211 0.05 18 1.50 0.80 0.264 0.303 0.211 0.05 19 1.58 0.80 0.264 0.303 0.211 0.05 20 1.67 0.80 0.264 0.303 0.211 0.05 21 1.75 0.80 0.264 0.303 0.211 0.05 22 1.83 0.80 0.264 0.303 0.211 0.05 23 1.92 0.80 0.264 0.303 0.211 0.05 24 2.00 0.90 0.297 0.303 0.238 0.06 25 2.08 0.80 0.264 0.303 0.211 0.05 26 2.17 0.90 0.297 0.303 0.238 0.06 27 2.25 0.90 0.297 0.303 0.238 0.06 28 2.33 0.90 0.297 0.303 0.238 0.06 29 2.42 0.90 0.297 0.303 0.238, 0.06 30 2.50 0.90 0.297 0.303 0.238 0.06 it 2.58 0.90 0.297 0.303 0.238 0.06 W2 2.67 0.90 0.297 0.303 0.238 0.06 33 2.75 1.00 0.330 0.303 - -- 0.03 34 2.83 1.00 0.330 0.303 - -- 0.03 35 2.92 1.00 0.330 0.303 - -- 0.03 36 3.00 1.00 0.330 0.303 - -- 0.03 37 3.08 1.00 0.330 0.303 - -- 0.03 _ 38 3.17 1.10 0.363 0.303 - -- 0.06 39 3.25 1.10 0.363 0.303 - -- 0.06 0 40 3.33 1.10 0.363 0.303 - -- 0.06 41. 3.42 1.20 0.396 0.303 0.09 .42. 3.50 1.30 0.429 0.303 - -- 0.13 43 3.58 1.40 0.462 0.303 - -- 0.16 44 3.67 1.40 0.462 0.303 - -- 0.16 45 3.75 1.50 0.495 0.303 - -- 0.19 46 3.83 1.50 0.495 0.303 - -- 0.19 47 3.92 1.60 0.528 0.303 - -- 0:22 48 4.00 1.60 0.528 0.303 - -- 0.22 49 4.08 1.70 0.561 0.303 - -- 0.26 50 4.17 1.80 0.594 0.303 - -- 0.29 51 4.25 1.90 0.627 0.303 - -- 0.32 52` 4.33 2.00 0.660 0.303 - -- 0.36 53 4.42 2.10 0.693, 0.303 - -- 0.39 54 4.50 2.10 0.693 0.303 - -- 0.39 55 4.58 2.20 0.726 0.303• - -- 0.42 56 4.67 2.30 0.759 0.303 57 4.75 2.40 0,.792 0.303 - -- 0.49 58 4.83 2.40 0.792 0.303 - -- 0.49 59 4.92 2.50 0.825 0.303 - -- 0.52 60 5.00 2.60 0.858 0.303 - -- 0.55 61 5.08 3.10 1.023 0.303 - -- 0.72 62 5.17 3.60 1.188 0.303 - -- 0.88 63 5.25 3.90 1.287 0.303 - -- 0.98 64 5.33 4.20 1.386 0.303 - -- 1.08 65 5.42 4.70 1.551 0.303 - -- 1.25 66 5.50 5.60 1.848 0.303 - -- 1.54 67 5.58 1.90 0.627 0.303 " - -- 0.32 5.67 0.90 0.297 0.303 0.238 0.06 •68 69 5.75 0.60 0.198, 0.303 0.158 0.04 70 5.83 0.50 0.165 0.303 0.132 0.03 71 5.92 0.30 0.099 0.303 0.079 0.02 72 6.00 0.20 0.066 0.303 0.053 0.01 Sum = 100.0 Sum = 15.2 Flood volume = Effective rainfall 1.27(In) times. area. 2,. 1_(Ac.) / -[ (In) / (Ft.) ] _ 0.2 (Ac: Ft) Total soil loss = 1.48(In) Total soil loss = 0.265(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 9840.2 Cubic Feet Total ------------------------------------------------------------ soil loss = 11522.2 Cubic Feet Peak -------------------------------------------------------------------- flow rate of this hydrograph = 3.039(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 2.5 5.0 7.5 10.0 0+ 5 0.0003 0.04 Q 0 +10 0.0008 0.08 Q 0 +15 0.0014 0.08 Q 0 +20 0.0020 0.09 Q ` 0 +25 0.0026 0.09 Q 0 +30 0.0032 0.09 Q I V V V V V V V VI 4 V v v V V v 0 +35 0.0039 0.10 Q 0 +40 0.0046 0.10 Q 0 +45 0.0053 0.10 Q 0 +50 0.0059 0.10 QV 0 +55 0.0066 0.10 QV 1+ 0 0.0074 0.11 QV 1+ 5 0.0082 _ 0.11 QV •_ 1 +10 0.0089 0.11 QV 1 +15 0.0097 0.11 QV 1 +20 0.0105 0.11 QV 1 +25 0.0113, 0.11 Q V 1 +30 - 0.0121 0.11 Q V 1 +35 0.0129 0.11 Q'V 1 +40 0.0136 0.11 Q V 1 +45 0.0144 0.11 Q V 1 +50 0.0152 0.11 Q V 1 +55 0.0160 0.11 Q V 2+ 0 0.0168 0.12 Q V 2+ 5 0.0177 0.12 Q V 2 +10 0.0185 0.12 Q V 2 +15 0.0194 0.13 Q V 2 +20 0.0203 0.13 `Q V 2 +25 0.0212 0.13 Q V •2+30 0.0220 0.13 Q V 2 +35 0.0229 0.13 Q V 2 +40 - 0.0238 0.13 Q V 2 +45 0.0244 0.09 Q V 2 +50 0.0248 0.06 Q V 2 +55 0.0252 0.06 Q V 3+ 0 0.0256 0.06 Q V 3+ 5 0.0260 0.06 Q V 3 +10 0.0267 0.10 Q V 3 +15 0.0276 0.13 Q V 3 +20 0.0284 0.13 Q V 3 +25 0.0296 0.17 Q V 3 +30 0.0312 0.24 Q V •r 3 +35 0.0334 0.31 IQ V 3 +40 0.0357 0.34 IQ V 3 +45 0.0383 0.38 IQ V 3 +50 0.0411 0.41 IQ V 3 +55 0.0443 0.45 IQ VV 4+ 0 0.0476 0.48 Q 4+ 5 0-0512 -0.53 -Q 4 +10 0.0553 0.59 I V 4 +15 0.0599 0.66 I Q 4 4 +20 0.0649 0.74 I Q I 4 +25 0.0705 0.81 Q 4 +30 0.0762 0.84 I 4 +35 0.0823 0.88 I Q 4 +40 0.0889 0.95 I Q 4 +45 0.0959 1.02 I Q 4 +50 0.1031 1.05 4 +55 0.1107 1.09 I Q 5+ 0 0.1187 1.16 I Q 5+ 5 0.1283 1.40 QQ 5 +10 0.1402• 1.74 I 5 +15 0.1541 2.01 I Q I 5 +20 0.,1695 2.23 I Q I 5 +25 0.1869 2.53 5 +30 0.2078 3.04 I I 5 +35 0.2203 1.80 Q 5 +40 0.2237 0.50 I Q 5 +45 0.2246 0.13 Q 5 +50 0.2252 0.08 Q 5 +55 0.2256 0.06 Q 6+ 0 0.2258 0.04 Q I V V V V V V V VI 4 V v v V V v 6+ 5 0.2259 0.01 QV I V 6 +10 0.2259 0.00 Q ----------------------------------------------------------------------- • 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 02/02/05 File: 31733n3100.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 31733'Basin "N" -her , ��� - �,�� � VN(,f -------------------- A -------------------------------- Drainage Area = 2.14(Ac.) _ . 0.003 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 2.14(Ac.) _ Length along longest watercourse = 560.00(Ft.) Length along longest watercourse measured to centroid = 240.00(Ft.) Length along longest watercourse = 0.106 Mi. Length along longest watercourse measured to centroid = 0.045 -Mi. Difference in elevation = 9.00(Ft.) Slope along watercourse = 84.8571 Ft. /Mi. Average Manning's 'N' = 0.020. Lag time = 0.027 Hr. Lag time = 1.63 Min. 25% of lag time = 0.41 Min. 49W- of .lag time 0.65..•Mi -n. 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. ) [.l] Rainfall (In) [2] weighting [1 *2] 2.14 0.70 1.50 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 2.14 2.20 4.71 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 = 100.00 % Adjusted average point rain = 2.200(In) 0.003 Sq. Mi. Sub -Area Data: Area(Ac.) Runoff Index Impervious 96 2.140 32.00 0.500 Total Area Entered = 2.14(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 W (CFS) --------------------------------------------------------------------- 1 0.083 306.506 56.839 1.226 2 0.167 613.011 38.328 0.827 3 0.250 919.517 4.833 0.104 Sum = 100.000 Sum= 2.157 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 0.303 - -- 0.04 r ? 0.17. 1.30 0.343 0.303 - -- 0.04 �3 0.25 1.10 0.290 0.303 0232 0.06 4 0.33 1.50 0.396 0.303 0.09 5 0.42 1.50 0.396 0.303 - -- 0.09 6 0.50 1.80 0.475 0.303 - -- 0.17 7 0.58 1.50 0.396 0.303 - -- 0.09 8 0.67 1.80 0.475 0.303 - -- 0.17 -9- 0.75-.. 1.8.0 .0._47.5 0-.3.03- - - -- 0.1-7 10 0.83 1.50 0.396 0.303 - -- 0.09 11 0.92 1.60 0.422 0.303 - -- 0.12 12 1.00 1.80 0.475 0.303 - -- 0.17 13 1.08 2.20 0.581 0.303 - -- 0.28 14 1.17 2.20 0.581 0.303 - -- 0:28 15 1.25 2.20 0.581 0.303 - -- 0.28 16 1.33 2.00 0.528 0.303 - -- 0.22 17 1.42 2.60 0.686 0.303 - -- 0.38 18 1.50 2.70 0.713 0.303 - -- 0.41 19 1.58 2.40 0.634 0.303 - -- 0.33 20 1.67 2.70 0.713 0.303 - -- 0.41 21 1.75 3.30 0.871 0.303 -- 0.57 22 1.83 3.10 0.818 0.303 - -- 0.52 23 1.92 2.90 -0.766 0.303 - -- 0.46 24 2.00 3.00 0.792 0.303 - -- 0.49 25 2.08 3.10 0.818 0.303 - -- 0.52 26 2.17 4.20 1.109 0.303 r - -. 0.81 27, 2.25 5.00 1.320 0.303 --- 1.02 28 2.33 3.50 0.924 0.303 - -- 0.62 29 2.42 6.80 1.795 0.303 - -- 1.49 �0 2.50 7.30 1.927 0.303 - -- 1.62 �2 2.58 2.67 8.20 5.90 2.165 1.558 0.303 - -- 0.303 - -- 1.86 1.25 33 2.75 2.00 0.528 0.303 - -- 0.22 34 2.83 1.80 0.475 0.303 - -- 0.17 35 2.92 1.80 0.475 0.303 - -- 0 ".17 36' 3.00" 0.60 0.158 0.303 0.127 0.03 Sum = 100.0 Sum = 15.7 Flood volume = Effective rainfall 1.31(In) times area 2.1(Ac.) /[(In) /(Ft.)] = 0.2(Ac.Ft) • Total soil loss = 0.89(In) Total soil loss = 0.159(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 10180.1 Cubic Feet Total soil loss = 6909.8 Cubic Feet -------------------------------------------------------------•------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 3.782(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 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q 0 +10 0.0009 0.08 Q 0 +15 0..0016 0.11 Q 0 +20 0.0028 0.17 Q 0 +25 0.0041 0.20 Q 0+30 0.0062 0.30 IQ 0 +35 0.0080 0.27 IQ 0 +40 0.0101 0.31 IQ I 0 +45 0.0126 0.36 IQV I 0 +50 0.0145 0.27 IQV 0 +55 0.0162 0.24 Q V 1 1+ 0 0.0183 0.32 IQ V I 1+ 5 0.0218 0.49 Q V 1 +10 0:0258 0.59 IQV 1 +15 0.0299 0.60 V 1 +20 0.0336 0.53 i QQ 1 +25 0.0383 0.68 V 1 +30 0.0441 0.84 14 Q V 1 +35 .0.0495 Q 0.0 78 VVI 1+4 0.0551 0.82 I 1 +45 0.0625 1.07 I Q V 1 +50 0.0704 1.14 I Q I V 1 +55 0.0776 1.05 QQ V 2+ 0 0.0848 1.04 i i V 2+ 5 0.0922 1.08 Q V 2 +10 0.1023 1.46 I Q I V 2 +15 0.1159 1.97 Q VI 2 +20 0.1275 1.69 I Q I I 2+2S 0.1443 2.45 QI I V I 2 +30 0.1670 3.29 Q V 2 +35 0.1930 3.78 i ;. Q i i V 2+40 0.2154 3.25 I I Q I I V 2+45 0.2258 1.51 I Q I I I V 2 +50 0.2294 0.53 I Q I I I VI 2 +55 0.2320 0.38 IQ I I I VI 3+ 0 0.2334 0.20 Q I I I V1 "3± 5 0.2337 0.04 Q I I I V( 3+10 ----------------------------------------------------------------- 0:2337 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 06/01/06 File: 31733o24100.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 31733 Basin "O" 24-hour duration -------------------------11------------------------------------------- Drainage Area = 7.34(Ac.) = 0.011 Sq. Mi. •' Drainage Area for Depth -Area Areal Adjustment = 7.34(Ac.) _ Mi. Length along longest watercourse = 820.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.155 Mi. Length along longest watercourse measured to centroid = Difference in-elevation = 9.10(Ft.) Slope along watercourse = 58.5951 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.039 Hr. Lag time = 2.36 Min. 25% of lag time = 0.59 Min. 40% of lag time = 0.94 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. ) [i] Rainfall (In) [2] Weighting [1 *2] 7.34 1.40 10.28 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 7.34 5.00 36.70 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area.Averaged 100 -Year Rainfall = 5.000(In) Point rain (area averaged) = 5.000(In) 36.0.00(Ft.) 0.068 Mi. 0.011 Sq. Areal adjustment Adjusted average • Sub -Area Data: Area(Ac.) 7.340 Total Area Ente factor = 100.00 % point rain = 5.000(In) Runoff Index Impervious 32.00 0.500 red = 7.34(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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) --------------------7------------------------------------------------ 1 0.083 211.850 44.266 3.275 2 0.167 423.700 44.702 3.307 3 0.250 635.550 8.210 0.607 4 0.333 847.401 2.822 0.209 -------------------------- - - - - -- - -- -Sum -= 100.000--- -- - - - - -- Sum= - - - - - -- 7.397 - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08. 0.07 0.040 0.538 0.022 0. -02 2 0.17 0.07 0.040 0.536 0.022 0.02 3 0.25 0.07 0.040 0.534 0.022 0.02 4 0.33 0.10 0.060 0.532 0.032 0.03 5 0.42 0.10 0.060 0.530 0.032 0.03 6 0.50 0.10 0.060 0.527 0.032 0.03 7 0.58 0.10 0.060 0.525 0.032 0.03 8 0.67 0.10 0.060 0.523 0.032 0.03 9 0.75 0.10 0.060 0.521 0.032 0.03 10 0.83 0.13 0.080 0.519 0.043 0.04 11 0.92 0.13 0.080 0.517 0.043 0.04 12 1.00 0.13 0.080 0.515 0.043 0.04 13 1.08 0.10 0.060 0.513 0.032 0.03 14 1.17 0.10 0.060 0.511 0.032 0.03 15 1.25 0.10 0.060 0.509 0.032 0.03 16 1.33 0.10 0.060 0.507 0.032 0.03 17 1.42 0.10 0.060 0.505 0.032 0.03 18 1.50 0.10 0.060 0.503 0.032 0.03 19 1.58 0.10 0.060 0.501 0.032 0.03 20 1.67 0.10 0.060 0.499 0.032 0.03 21 1.75 0.10 0.060 0.497 0.032 0.03 22 1.83 0.13 0.080 0.495 0.043 0.04 23' 1.92 0.13 0.080 0.493 0.043 0.04 • 24 2.00 0.13 0.080 0.491 0.043 0.04 25 2.08 0.13 0.080 .0.489' 0.043 0.04 26 2.17 0.13 0.080 0.487 0.043 0.04 27 2.25 0.13 0.080 0.485 0.043 0.04 28 2.33 0.13 0.080 0.483 0.043 0.04 29 2.42 0.13 0.080 0.481 0.043 0.04 30 2.50 0.13 0.080 0.479 0.043 0.04 31 2.'58 0.17 0.100 0.477 0.054 0.05 • 32 2.67 0.17 0.100 0.475 0.054 0.05 33 2.75 0.17 0.100 0.473 0.054 0.05 34 2.83 0.17 0.100 0.471 0.054 0.05 35 2.92 0.17 0.100 0.469 0.054 0.05 36 3.00 0.17 0.100 0.467 0.054 0.05 37 3.08 0.17 0.100 0.465 0.054 0.05 38 3.17 0.17 0.100 0.464 0.054 0.05 39 3.25 0.17 0.100 0.462 0.054 0.05 40 3.33 0.17 0.100 0.460 0.054 0.05 41 3.42 0.17 0.100 0.458 0.054 0.05 42 3.50 0.17 0.100 0.456 0.054 0.05 43 3.58 0.17 0.100 0.454 0.054 0.05 44 3.67 0.17 0.100 0.452 0.054 0.05 45 3.75 0.17 0.100 0.450 0.054 0.05 46 3.83 0.20 0.120 0.448 0.065 0.06 47 3.92 0.20 0.120 0.446 0.065 0.06 48 4.00 0.20 0.120 0.444 0.065 0.06 49 4.08 0.20 0.120 0.443 0.065 0.06 50 4.17 0.20 0.120 0.441 0.065 0.06 51 4.25 0.20 0.120 0.439 0.065 0.06 52 4.33 0.23 0.140 0.437 0.076 0.06 53 4.42 0.23 0.140 0.435 0.076 0.06 54 4.50 0.23 0.140 0.433 0.076 0.06 55 4.58 0.23 0.140 0.431 0.076 0.06 56 4.67 0.23 0.140 0.430 0.076 0.06 57 4.75 0.23 0.140 0.428 0.076 0.06 58 4.83 0.27 0.160 0.426 0.086 0.07 59 4.92 0.27 0.160 0.424 0.086 0.07 60 5.00 0.27 0.160 0.422 0.086 0.07 61 5.08 0.20 0.120 0.420 0.065 0.06 62 5.17 0.20 0.120 0.418 0.065 0.06 63 5.25 0.20 0.120 0.417. 0.065 0.06 64 5.33 0.23 0.140 0.415 0.076 0.06 65 5.42 0.23 0.140 0.413 0.076 0.06 66 5.50 0.23 0.140 0.411 0.076 0.06 67 5 -.5.8 0.27 0.160 0.409 0.086 0.07 68 5.67 0.27 0.160 0.408 0.086 0.07 69 5.75 0.27 0.160 0.406 0.086 0.07 70 5.83 0.27 0.160 0.404 0.086 0.07 71 5.92 0.27 0.160 0.402 0.086 0.07 72 6.00 0.27 0.160 0.400 0.086 0.07 73 6.08 0.30 0.180 0.399 0.097 0.08 74 6.17 0.30 0.180 0.397 0.097 0.08 75 6.25 0.30 0.180 0.395 0.097 0.08 76 6.33 0.30 0.180 0.393 0.097 0.08 77 6.42 0.30 0.180. 0.392 0.097 0.08 78 6.50 0.30 0.180 0.390 0.097 0.08 79 6.58 0.33 0.200 0.388 0.108 0.09 80 6.67 0.33 0.200 0.386 0.108 0.09 81 6.75 0.33 0.200 0.385 0.108 0.09 82 6.83 0.33 0.200 0.383 0.108 0.09 83 6.92 0.33 0.200 0.381 0.108 0.09 84 7.00 0.33 0.200 0.379 0.108 0.09 85 7.08 0.33 0.200 0.378 0.108 0.09 86 7.17 0.33 0.200 0.376 0.108 0.09 87 7.25 0.33 0.200 0.374 0.108 0.09 88 7.33 0.37 0.220 0.373 0.119 0.10 89 7.42 0.37 0.220 0.371 0.119 0.10 • 90 7.50 0.37 0.220 0.369 0.119 0.10 91 7.58 0.40 0.240 0.367 0.130 0.11 92 7.67 0.40 0.240 0.366 0.130 0.11 93 7.75 0.40 0.240 0.364 0.130 0.11 94 7.83 0.43 0.260 0.362 0.140 0.12 95 7.92 0.43 0.260 0.361 0.140 0.12 96 8.00 0.43 0.260 0.359 0.140 0.12 97 8.08 0.50 0.300 0.357 0.162 0.14 • 98 8 -17 0.50 0.300 0.356 0.162 0.14 99 8.25 0.50 0.300 0.354 0.162 0.14 100 8.33 0.50 0.300 0.352 0.162 0.14 101 8.42 0.50 0.300 0.351 0.162 0.14 102 8.50 0.50 0.300 0.349 0.162 0.14 103 8.58 0.53 0.320 0.347 0.173 0.15 104 8.67 0.53 0.320 0.346 0.173 0.15 105 8.75 0.53 0.320 0.344 0.173 0.15 106 8.83 0.57 0.340 0.343 0.184 0.16 107 8.92 0.57 0.340 0.341 0.184 0.16 108 9.00 0.57 0.340 0.339 - -- 0.00 109 9.08 0.63 0.380 0.338 - -- 0.04 110 9.17 0.63 0.380 0.336 - -- 0.04 111 9.25 0.63 0.380 0.335 - -- 0.05 112 9.33 0.67 0.400 0.333 - -- 0.07 113 9.42 0.67 0.400 0.331 - -- 0.07 114 9.50 0.67 0.400 0.330 - -- 0.07 115 9.58 0.70 0.420 0.328 - -- 0.09 116 9.67 0.70 0.420 0.327 - -- 0.09 117 9.75 0.70 0.420 0.325 - - -- 0.09 118 9.83 0.73 0.440 0.323 - -- 0.12 119 9.92 0.73 0.440 0.322 - -- 0.12 120 10.00 0.73 0.440 0.320 - -- 0.12 121 10.08 0.50 0.300 0.319 0.162 0.14 122 10.17 0.50 0.300 0.317 0.162 0.14 123 10.25 0.50 0.300 0.316 0.162 0.14 124 10.33 0.50 0.300 0.314 0.162 0.14 125 10.42 0.50 0.300 0.313 0.162 0.14 126 10.50 0.50 0.300 0.311 0.162 0.14 127 10.58 0.67 0.400 0.310 0.09 128 10.67 0.67 0.400 0.308 - -- 0.09 129 10.75 0.67 0.400 0.307 - -- 0.09 130 10.83 0.67 0•.400 0.305 - -- 0.09 131' 10.92 0.67 0.400 0.304 - -- 0.10 132 11.00 0.6.7 0.400 0.302 - -- 0.10 13-3 11.08 0.63 0.380 0.301 - -- 0-.08- 134 11.17 0.63 0.380 0.299 - -- 0.08 135 11.25 0.63 0.380 0.298 - -- 0:08 136 11.33 0.63 0.380 .0.296 - -- 0.08 137 11.42 0.63 0.380 0.295 - -- 0.09 138 11.50 0.63 0.380 0.293 - -- 0.09 139 11.58 0.57 0.340 0.292 - -- 0.05 140 11.67 0.57 0.340 0.290 - -- 0.05 141 11.75 0.57 0.340 0.289 - -- 0.05 142 11.83 0.60 0.360 0.287 - -- 0.07 143 11.92 0.60 0.360 0.286 - -- 0.07 144 12.00 0.60 0.360 0.285 - -- 0.08 145 12.08 0.83 0.500• 0.283 - -- 0.22 146 12.17 0.83 0.500 0.282 - -- 0.22 147 12.25 0.83 0.500 0.280 - -- 0.22 148 12.33 0.87 0.520 0.279 - -- 0.24 149 12.42 0.87 0.520 0.278 - -- 0.24 150 12.50 0.87 0.520 0.276 - -- 0.24 151 12.58 0.93 0.560 0.275 - -- 0.29 152 12.67 0.93 0.560 0.273 - -- 0.29 153 12.75, 0.93 0.560 0.272 - -- 0.29 154 12.83" 0.97 0.580 0.271 - -- 0.31 155 12.92 0.97 0.580 0.269 - -- 0.31 156 13.00 0.97 0.580 0.268 0.31 157 13.08 1.13 0.680 0.267 - -- 0.41 158 13.17 1.13 0.680 0.265 - -- 0.41 159 13.25 1.13 0.680 0.264 - -- 0.42 160 13.33 1.13 0.680 0.263 - -- 0.42 161 13.42 1.13 0.680 0.261 - -- 0.42 �- •162 13.50 1.13 0.680 0.260 - -- 0.42 163 13.58 0.77 0.460 0.259 - -- 0.20 • 164 13.67 0.17 0.460 0.257 0.20 165 13.75 0.77 0.460 0.256 - -- 0.20 166 13.83 0.77 0.460 0.255 - -- 0.21 167 13.92 0.77 0.460 0.253 - -- 0.21 168 14.00 0.77 0.460 0.252 - -- 0.21 169 14.08 0.90 0.540 0.251 - -- 0.29 170 14.17 0.90 0.540 0.249 - -- 0.29 171 14.25 0.90 0.540 0.248 - -- 0.29 172 14.33 0.87 0.520 0.247 - -- 0.27 173 14.42 0.87 0.520 0.246 - -- 0.27 174 14.50 0.87 0.520 0.244 - -- 0.28 175 14.58 0.87 0.520 0.243 - -- 0.28 176 14.67 0.87 0.520 0.242 - -- 0.28 177 14.75 0.87 0.520 0.241 - -- 0.28 178 14.83 0.83 0.500 0.239 - -- 0.26 179 14.92 0.83 0.500 0.238. - -- 0.26 180 15.00 0.83 .0.500 0.237 - -- 0.26 181 15.08 0.80 0.480 0.236 - -- 0.24 182 15.17 0.80 0.480 0.235 - -- 0.25 183 15.25 0.80 0.480 0.233 - -- 0.25 184 15.33 0.77 0.460 0.232 - -- 0.23 185 15.42 0.77 0.460 0.231 - -- 0.23 186 15.50 0.77 0.460 0.230 - -- 0.23 187 15.58 0.63 0.380 0.229 - -- 0.15 188 15.67 0.63 0.380 0.227 - -- 0.15 189 15.75 0.63 0.380 0.226 - -- 0.15 190 15.83 0.63 0.380 0.225 - -- 0.15 191 15.92 0.63 0.380 0.224 - -- 0.16 192 16.00 0.63 0.380 0.223 - -- 0.16 193 16.08 0.13 0.080 0.222 0.043 0.04 194 16.17 0.13 0.080 0.221 0.043 0.04 195 16.25 0.13 0.080 0.219 0.043 0.04 196 16.33 0.13 0.080 0.218 0.043 0.04 197 16.42 0.13 0.080 0.217 0.043 0.04 198 16.50 0.13 0.080 0.216 0.043 0.04 199 1-6.58 0 -:10 0.060 0.215 0.032 0.03 200 16.67 0.10 0.060 0.214 0.032 0.03 201 16.75 0.10 0.060 0.213 0.032 0.03 202 16.83 0.10 0.060 0.212 0.032 0.03 203 16.92 0.10 0.060 0.211 0.032 0.03 204 17.00 0.10 0.060 0.210 0.032 0.03 205 17.08 0.17 0.100 0.209 0.054 0.05 206 17.17 0.17 0.100 0.207 0.054 0.05 207 17.25 0.17 0.100 0.206 0.054 0.05 208 17.33 0.17 0.100 0.205 0.054 0.05 209 17.42 0.17 0.100 0.204 0.054 0.05 210 17.50 0.17 0.100 0.203 0.054 0.05 211 17.58 0.17 0.100 0.202 0.054 .0-.05 212 17.67 0.17 0.100 0.201 0.054 0.05 213 17.75 0.17 0.100 0.200 0.054 0.05 214 17.83 0.13 0.080 0.199 0.043 0.04 215 17.92 0.13 0.080 0.198 0.043 0.04 216 18.00 0.13 0.080 0.197 0.043 0.04 217 18.08 0.13 0.080 0.196 0.043 0.04 218 18.17 0.13 0'.080 0.195 0.043 0.04 219 18.25 0.13 0.080 0.194 0.043 0.04 ( 220 221 18.33 18.42 0.13 0.13 0.080 0.080 0.193 0.193 0.043 0.043 0.04 0.04 • 222 18.50 0.13 0.080 0.192 0.043 0.04 223 18.58 0.10 0.060 0.191 0.032 0.03 224 18.67 0.10 0.060 0.190 0.032 0.03 225 18.75 0.10 0.060 0.189 0.032 0.03 226 18.83 0.07 0.040 0.186 0.022 0.02 227 18.92 0.07 0.040 0.187 0.022 0.02 228 19.00 0.07 0.040 0.186 0.022. 0.02 229 19.08 0.10 0.060 0.185 0.032 0.03 • 230 19.17 0.10 0.060 0.184 0.032 0.03 231 19.25 0.10 0.060 0.184 0.032 0.03 232 19.33 0.13 0.080 0.183 0.043 0.04 233 19.42 0.13 0.080 0.182 0.043 0.04 234 19.50 0.13 0.080 0.181 0.043 0.04 235 19.58 0.10 0.060 0.180 0.032 0.03 236 19.67 0.10 0.060 0.179 0.032 0.03 237 19.75 0.10 0.060 0.179 0.032 0.03 238 19.83 0.07 0.040 0.178 0.022 0.02 239 19.92 0.07 0.040 0.177 0.022 0.02 240 20.00 0.07 0.040 0.176 0.022 0.02 241 20.08 0.10 0.060 0.175 0.032 0.03 242 20.17 0.10 0.060 0.175 0.032 0.03 243 20.25 0.10 0.060 0.174 0.032 0.03 244 20.33 0.10 0.060 0.173 0.032 0.03 245 20.42 0.10 0.060 0.172 0.032 0.03 246 20.50 0.10 0.060 0.172 0.032 0.03 247 20.58 0.10 0.060 0.171 0.032 0.03 248 20.67 0.10 0.060 0.170 0.032 0.03 249 20.75 0.10 0.060 0.169 0.032 0.03 250 20.83 0.07 0.040 0.169 0.022 0.02 251 20.92 0.07 0.040 0.168 0.022 0.02 252 21.00 0.07 0.040 0.167 0.022 0.02 253 21.08 0.10 0.060 0.167 0.032 0.03 254 21.17 0.10 0.060 0.166 0.032 0.03 255 21.25 0.10 0.060 0.165 0.032 0.03 256 21.33 0.07 0.040 0.165 0.022 0.02 257 21.42 0.07 0.040 0.164 0.022 0.02 258 21.50 0.07 0.040- 0.164 0.022 0.02 • 259 21.58 0.10 0.060 0.163 0.032 0.03 260 21.67 0.10 0.060 0.162 0.032 0.03 261 21.75 0.10 0.060 0.162 0.032 0.03 262 21.83 0.07 0.040 0.161 0.022. 0.02 263 21.92 0.07 0.040 0.161 0.022 0.02 264 22.00 0.07 0.040 0.160 0.022 0.02 265 22.0-8 0.10 0.060 0.160 0.032 0.03 266 22.17 0.10 0.060 0.159 0.032 0.03 267 22.25 0.10 0.060 0.159 0.032 0.03 268 22.33 0.07 0.040 0.158 0.022 0.02 269 22.42 0.07 0.040 0.158 0.022 0.02 270 22.50 0.07 0.040 0.157 0.022 0.02 271 22.58 0.07 0.040 0.157 0.022 0.02 272 22.67 0.07 0.040 0.156 0.022 0.02 273 22.75 0.07 0.040 0.156 0.022 0.02 274 22.83 0.07 0.040 0.155 0.022 0.02 275 22.92 0.07 0.040 0.155 0.022 0.02 276 23.00 0.07 0.040 0.155 0.022 0.02 277 23.08 0.07 0.040 0.154 0.022. 0.02 278 23.17 0.07 0.040 0.154 0.022 0.02 279 23.25 0.07 0..040 0.154 0.022 0.02 280 23.33 0.07 0.040 0.153 0.022' 0.02 281 23.42 0.07 0.040 0.153 0.022 0.02 282 23.50 0.0.7 0.040 0.153 0.022 0.02 283 23.58 0.07 0.040 0.153 0.022 0.02 .284 23.67 0.07 0.040 0.152 0.022 0.02 285 23.75 0.07 0.040 0.152 0.022 0.02 286 23.83 0.07 0.040 0.152 0.022 0.02 287 23.92 0.07 0.040 0.152 0.022 0.02 • 288 24.00 0.07 0.040 0.152 0.022 0.02 Sum = 100.0 Sum = 25.7 Flood volume = Effective rainfall 2.14(In) times area 7,3- (Ac.) /[(In) /(Ft.)] = 1.3(Ac.Ft) Total soil loss = 2.86(In) Total soil loss = 1.749(Ac.Ft) • • 7 Total rainfall = •5.00(In) Flood volume = 57043.6 Cubic Feet Total soil loss = 76175.5 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 3.103(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +� 24 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f I H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft. Q(CFS) 0 2.5 5.0 7.5 ----------------------------------------------------------------------- 0+ 5 0.0004 0.06 Q 0 +10 0.0012 0.12 Q f 0 +15 0.0022 0.13 Q 0 +20 0.0033 0.17 Q 0 +25 0.0047 0.20 Q 0 +30 0.0061 0.20 Q 0 +35 0.0075 0.20 Q 0 +40 0.0089 0.20 Q 0 +45 0.0103 0.20 Q 0 +50 0.0119 0.23 Q 0 +55 0.0137 0.26 VQ 1+ 0 0.0156 0.27 VQ 1+ 5 0.0172 0.24 Q 1 +10 0.0187 0.21 Q 1 +15 0.0201 0.21 Q 1 +20 0.0215 0.20 Q 1 +25 0.0229 0.20 Q 1 +30 0.0243 0.20 Q 1 +35 0.0258 0.20 Q 1 +40 0.0272 0.20 Q 1 +45 0.0286 0.20 Q 1 +50 0.0302 0.23 Q 1 +55 - 0.0320 0:26 VQ 2+ 0 0.0339 0.27 IQ 2+ 5 0.0357 0.27 IQ 2 +10 0.0376 0.27 IQ 2 +15 0.0395 0.27 2 +20 0.0414 0.27 IQ 2 +25 0.0432 0.27 IQ 2 +30 0.0451 0.27 IQ 2 +35 0.0472 0.30 IQ 2 +40 0.0495 0.33 IQ 2 +45 0.0518 0.34 IQ 2 +50 0.0542 0.34 IQ 2 +55 0.0565 0.34 IQ I I I 3+ 0 0.0589 0.34 3+ 5 0.0612 0.34 IQ I I I 3 +10 0.0636 0.34 IQ I I 3 +15 0.0659 0.34 IQV I I 3 +20 0.0682 0.34 IQV I I 3 +25 0.0706 0:34 IQV I I 3 +30 0.0729 0.34 IQV I I I 3 +35 0.0753 0.34 IQV I I I 3 +40 0.0776 0.34 .IQV I I I 3 +45 0.0800 0.34 IQV- I I 3 +50 0.0825- 0.37 3 +55 0.0853 0.40 IQV I I 4+ 0 0.0881 0.41 IQV I I 4+ 5 0.0909 0.41 IQV I I 4 +10 0.0937 0.41 IQV I I 4 +15 0.0965 0.41 IQV I I I 0.0 I. • I I I. I � i 4 +20 0.0995 0.44 IQ V I 4 +25 0.1028 0.47 • 4 +30 0.1060 0.47 IQ V 4 +35 0.1093 0.48 IQ V I 4 +40 0.1126 0.48 IQ V I 4 +45 0.1159 0.48 IQ V I 4 +50 0.1194 0.51 I QV I 4 +55 0.1231 0.54 I QV 5+ 0 0.1268 0.54 I QV I 5+ 5 0.1302 .0.48 IQ V I 5 +10 0.1331 0.42 IQ V I 5 +15 0.1359 0.41 IQ V I 5 +20 0.1389 0.44 IQ V I 5 +25 0.1422 0.47 IQ V I 5 +30 0.1454 0.47 IQ V I 5 +35 0.1489 0.51 I Q V 5 +40 0.1526 0.54 I Q V 5 +45 0.1564 0.54 I Q V 5 +50 0.1601 0.54 I Q V 5 +55 0.1639 0.54 I Q V 6+ 0 0.1676 0.54 I Q V 6+ 5 0.1716 0.57 I Q V 6 +10 0.1757 0.61 I Q V 6 +15 0.1799 0.61 I Q V 6 +20 0.1842 0.61 I Q V 6 +25 0.1884 0.61 I Q V 6 +30 0.1926 0.61 I Q V i 6 +35 0.1970 0.64 I Q V 6 +40 0..2017 0.67 I Q V 6 +45` 6 +50 0.2064 0.2110 0.68 0.68 I Q V I Q V 6 +55 0.2157 0.68 I Q V 7+ 0 0.2204 0.68 I Q V 7+ 5 0.2251 0.68 I Q V 7 +10 0.2298 0.68 I Q V 7 +15 0.2345 0.68 I Q V 7 +20 0.2394 0.71 I Q V 7 +2 -5 0.2445 0.74 I Q V 7 +30 0.2496 0.75 I Q V 7 +35 0.2550 0.78 I Q V 7 +40 0.2606 0.81 I' Q V 7 +45 0.2662 0.82 I Q V 7 +50 0.2720 0.85 I Q V 7 +55 0.2781 0.88 I Q V 8+ 0 0.2842 I Q V 8+ 5 0.2907 ,0.88 0.95 I Q V 8 +10 0.2976 1.01 I Q VI 8 +15 0.3046 1.02 I Q VI 8 +20 0.3116 1.02 I Q VI 8 +25 0.3187 1.02 I Q VI 8 +30 0•..3257 1.02 I Q VI 8 +35 0.3329 1.05 I Q V 8 +40 0.3404 1.08 I Q V 8 +45 0:3479 1.09 I Q V 8 +50 0.3556 1.12 I Q V- 8 +55 0.3635 1.15 I Q IV 9+ 0 0.3680 0.65 I Q IV 9+ 5 0.3698 0.27 IQ IV j 9 +10 9 +15 0.3720 0.3742 0.32 0.32 IQ IQ IV IV 9 +20 0.3770 0.41 IQ IV 9 +25 0.3803 0.48 IQ IV 9 +30 0.3838 0.51 I Q IV 9 +35 0.3879 0.59. I Q IV 9 +40 0.3925 0.67 I Q IV 9 +45 0.3972 0.69 1 Q I V -° 9 +50 0.4025 0.77 I Q I V 9 +55 0.4084 0.85 I Q I V • 10+ 0 0.4144 0.87 10+ 5 0.4209 0.94 I Q I V 10 +10 0.4278 1.01 I Q I V 10 +15 0.4348 1.02 I Q I V 10 +20 0.4419 1.02 I Q I V 10 +25 0.4489 1.02 I Q I V 10 +30 0.4559 1.02 Q I V 10 +35 0.4619 0.87 I Q V 10 +40 0.4668 0.71 I Q I V 10 +45 0.4716 0.69 Q I V 10 +50 0.4764 0.69 I Q V 10 +55 0.4812 0.71 I Q V 11+ 0 0.4862 0.72 I Q V I I• 11+ 5 0.4907. 0.66 V 11 +10 0.4949 0.61 Q I V 11 +15 0.4991 0.61 I Q V 11 +20 0.5033 0.61 I Q I V 11 +25 0.5076 0.62 I Q V 11 +30 0.5120 0.63 I Q V 11 +35 0.5155 0.51 I Q I V 11 +40 0.5182 0.39 IQ I V 11 +45 0.5208 0.38 IQ I V I I 11 +50 0.5239 0..45 IQ I V I I 11 +55 0.5275 0.52 I Q I V I 12+ 0 0.5312 0.55 I Q I V I 12+ 5 0.5383 1.02 I Q I V I 12 +10 0.5486 1.49 Q I V I 12 +15 12 +20 0.5595 0.5712 1.59 1.69 I Q Q I V I V I 12 +25 0.5834 1.77 V 12 +30 0.5957 1.79 I Q I V I 12 +35 0.6091 1.94 I Q I V I 12 +40 0.6234 2.08 I Q I VI I 12 +45 0.6380 2.12 I Q I VI I 12 +50 0.6531 2.20 I Q'I VI I - 12 +55 0.6688- 2 v2 8 QQ 13+ 0 0.6846 2.30 iy I- V I 13+ 5 0.7028 2.64 I Q IV 13 +10 0.7233 2.98 I IQ I V 13 +15 0.7444 3.05 I I Q I V 13 +20 0.7656 3.08 V 13 +25 0.7869 3.09 I I Q I V 13 +30 0.8083 3.10 I I Q I V 13 +35 0.8247 2.39 I QI I V I 13 +40 0.8363 1.67 I Q I I V I 13 +45 0.8469 1.55 I Q I I V I 13 +50 0.8574 1.51 I Q I I V I 13 +55 0.8679 1.52 I Q I I V. I 14+ 0 0.8784 1.53 I Q I I V 14+ 5 0.8908 1.80 I Q I I V 14 +10 0.9052 2.08 I Q I I V 14 +15 •0.9199 2.14 I Q I I V 14. +20 0.9343 2.10 I Q I I VA 14 +25 0.9484 2.04 I Q I I V I 14 +30 0.9624 2.04 I Q I I VI 14 +35 0.9765 2.04 I Q I I VI ( 14 +40 0.9906 2.05 I Q I I V 14 +45 1.0048 2.06 I Q I I V • 14 +50 1.0186 2.00 I Q I I IV 14 +55 1.0320 1.95 I Q I I IV 15+ 0 1.0454 1.94 I Q I I IV 15+ 5 1.0584 1.88 I Q I I I V 15 +10 1.0710 1.83 I Q I I I V 15 +15 1.0835 1.82 I Q I I I V • • r • 15 +20 1.0957 1.76 Q I I V 15 +25 1.1074 1.71 Q I I V 15 +30 1.1191 1.70 I Q I I I V 15 +35 1.1291 1.44 Q I I I V 15 +40 1.1373 1.19 Q I I ' V 15 +45 1.1452 1.15 Q I I V 15 +50 1.1530 1.14 Q I I V 15 +55 1.1609 1.15 I Q V 16+ 0 1.1689 1.16 I Q I I I V 16+ 5 1.1742 0.77 I Q I' I V 16 +10 1.1768 0.37 IQ V 16 +15 1.1788 0.30 IQ V 16 +20 1.1807 0727 IQ I I I V 16 +25 1.1826 0.27 IQ I I I V 16 +30 1.1844 0.27 IQ I I I V 16 +35 1.1861 0.24 Q I I I V 16 +40 1.1876 0.21 Q I I I V 16 +45 1.1890 0.21 Q I I I V 16 +50 1.1904 0.20 Q I I I V 16 +55 1.1918 0.20 Q I I I V 17+ 0 1.1932 0.20 Q I I I V 17+ 5 1.1950 0.26 IQ I I I V 17 +10 1.1973 0.33 IQ I I I V 17 +15 1.1996 0.34 IQ I I I V 17 +20 1.2019 0.34 IQ I I I V 17 +25 1.2043 0.34 IQ I I I V 17 +30 1.2066 0.34 IQ I I I V 17 +35 1.2090 0.34 IQ I I I V 17 +40 1.2113 0.34 IQ I I I V 17 +45 1.2137 0.34 IQ I I I V 17 +50 1.2158 0.31 17 +55 1.2177 0.28 IQ I I V I 18+ 0 1.2196 0.27 IQ I I I V 18+ 5 1.2215 0.27 IQ I I I V 18 +10 1.2234 0.27 IQ I I I V 18 +15 1.2252 0.27 IQ I I I V 18 +20 1.2271 0.27 IQ I ( I V 1-8 +2.5 1.2290 0:27 IQ I I I V 18 +30 1.2309 0.27 IQ I I I V 18 +35 1.2325 0.24 Q I I I V 18 +40 1.2340 0.21 Q I I I V 18 +45 1.2354 0.21 Q I I I V 18 +50 1.2366 0.17 Q I I I V 18 +55 1.2376 0.14 Q I I I V 19+ 0 1.2385 0.14 Q I I I V 19+ 5 1.2397 0.17 Q I I I V 19 +10 1.2410 0.20 Q I I I V 19 +15 1.2424 0.20 Q I I I V 19 +20 1.2441 0.23 Q I I I V 19 +25 1.2459 0.26 IQ I I I V 19 +30 1.2477 0.27 IQ I I I V 19 +35 1.2494 0.24 Q I I I V 19 +40 1.2509 0.21 Q. I I I V 19 +45 1.2523 0.21 Q I I I V 19 +50 1.2535 0.17 Q I I I V 19 +55 1.2545 0.14 Q I I I V 20+ 0 1.2554 0.14 Q I I I V 20+ 5 1.2566 0.17 Q I I I V 20 +10 1.2579 0.20 Q I I I V 20 +15 1.2593 0.20 Q I I I V 20 +20. 1.2607 0.20 Q I I I V 20 +25 1.2621 0.20 Q- I I I V 26 +30 1.2635 0.20 Q I I I V 20 +35 1.2649 0.20 "Q I I I V 20 +40 1.2664 0.20 Q I I I V 20 +45 1.2678 0.20 Q I I I V f y3 I �'.. 20 +50 20 +55 1.2690 1.2700 0.17 0.14 Q I Q I I I I V I V • 21+ 0 1.2709 0.14 Q I I I V 21+ 5 1.2720 0.17 Q I I I V 21 +10 1.2734 0.20 Q I I I V 21 +15 1.2748 0.20 Q I I I V 21 +20 1.2760 0.17 Qv 21 +25 1.2770 0.14 Q 'I I _ I V I 21 +30 1.2779 0.14 Q I I I V 21 +35 1.2791 0.17 Q I I I V 21 +40 1.2804 0.20 Q I I I V 21 +45 1.2818 0.20 Q I I I V 21 +50 1.2830 0.17 Q I I I VI 21 +55 1.2840 0.14 Q I I I VI 22+ 0 1.2850 0.14 Q I I I VI 22+ 5 1.2861 0.17 Q I I i VI 22 +10 1.2875 0.20 Q I I I VI 22 +15 1.2889 0.20 Q I I I VI 22 +20 1.2901 0.17 Q I I I VI 22 +25 1.2911 0.14 Q I I I VI 22 +30 1.2920 0.14 Q I I I VI 22 +35 1.2929 0.14 Q I I I VI 22 +40 .1.2939 0.14 Q I I I VI 22 +45 1.2948 0.14 Q I I I VI 22 +50 1.2958 0.14 Q I I I VI 22 +55 1.2967 0.14 Q I I I VI 23+ 0 1.2976. 0.14 Q I I I VI 23+ 5 1.2986 0.14 Q I I I VI 23 +10 1.2995 0.14 Q I I I VI 23 +15 23 +20 1.3004 1.3014 0.14 0.14 Q Q I I I I I VI I VI 23 +25 ,-1.3023 0.14 Q I I I •VI 23 +30 1.3033- 0.14 Q I I I VI 23 +35 1.3042 0.14 Q I I I VI 23 +40 1.3051 0.14 Q I I I VI 23 +45 1.3061 0.14 Q I I I VI 23 +50 1.3070 0.14 Q- I I I VI 23 +55 1.3.0 "79 . 014 Q I I I VI 24+ 0 1.3089 0.14 Q I I I VI 24+ 5 1.3094 0.08 Q I I I VI 24 +10 1.3095 0.02 Q I I I VI 24 +15 ----------------------------------------------------------------- 1 .3095 0.•00 Q I I I V - - - - -- i, • r • U 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 04/29/06 File: 3173306100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method 'A RCFC & WCD Manual date - April 1978 �K(!�r' OP JJ �S* 1 D Program License Serial Number 4027 61 6 - � --------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format. --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 7.34(Ac.) = 0.011 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 7.34(Ac.) = 0.011 Sq. Mi. Length along longest watercourse = 820.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse= 0.155 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 9.10(Ft.) Slope along watercourse = 58.5951 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.039 Hr. Lag time = 2.36 Min'. 25% of lag time = 0.59 Min. 40% of lag time = 0.94 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2) 7.34 0.95 6.97 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In). [2] Weighting [1 *2] 7.34 2.75 20.18 STORM EVENT (YEAR) = 100.00 Area.Averaged 2 -Year Rainfall 0.950(In) Area Averaged 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = 100.00.,% Adjusted average point rain-= 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 360.00(Ft.) 0.068 Mi. 7.340 f 32.00 0.500 U n i t H y d r o g Total Area Entered = 7.34(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 i • • y Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 0.083 211.850 44.266 3.275 2 0.167 423.700 44.702 3.307 3 0.250 635.550 8.210 0.607 4 0.333 847.401 2.822 0.209 ----------------------------------------------------------------------- Sum = 100.000 Sum= 7.397 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.303 0.132 0.03 2 0.17 0.60 0.198 0.303 0.158 0.04 3\ 0.25 0.60 0.198 0.303 0.158 0.04 4 0.33 0.60 0.198 0.303 0.158 0.04 5 0.42 0.60 0.198 0.303 0.158 0.04 6 0-.50 0.70 0.231 0.303 0.185 0.05 7 0.58 0.70 0.231 0.303 0.185 0.05 8 0.67 0.70 0.231 0.303 0.185 0.05 9 0.75 0.70 0.231 0.303 0.185 0.05 10 0.83 0.70 0.231 0.303 0.185 0.05 11 0.92 0.70 0.231 0.303 0.185 0.05 12 1.00 0.80 0.264 0.303 0.211 0.05 13 1.08 0.80 0.264 0.303 0.211 0.05 14 1.17 0.80 0.264 0.303 0.211 0.05 15 1.25 0.80 0.264 0.303 0.211 0.05 16 1.33 0.80 0.264 0.303 0.211 0.05 17 1.42 0.80 0.264 0.303 0.211 0.05 18 1.50 0.80 0.264 0.303 0.211 0.05 19 1.58 0.80 0.264 0.303 0.211 0.05 20 1.67 0.80 0.264 0.303 0.211 0.05 21 1.•75 0.80 0.264 0.303 0.211 0.05 22 1.83 0.80 0.264 0.303 0.211 0.05 23 1.92 0.80 0.264 0.303 0.211 0.05 24 2.00 0.90 0.297 0.303 0.238 0.06 25 2.08 0.80 0.264 0.303 0.211 0.05 26 2.17 0.90 0.297 0.303 ' 0.238 0.06 27 2.25 0.90 0.297 0.303 0.238 0.06 28 2.33 0.90 0.297 0.303 0.238 0.06 29 2.42 0.90 0.297 0.303 0.238 0.06 30 2.50 0.90 0.297 0.303. 0.238 0.06 31 2.58 0.90 0.297 0.303 0.238 0.06 32 2.67 0.90 0.297 0.303 0.238 0.06 33 2.75 1.00 0.330 0.303 - -- 0.03 34 2.83 1.00 0.330 0.303 - -- 0.03 0 35 2.92 1.00 0.330 0.303 - -- 0.03 r 36 3.00 1.00 0.330 0.303 - -- 0.03 • 37 3.08 1.00 0.330 0.303 - -- 0.03 38 3.17 1.10 0.363 0.303 -- 0.06 39 3.25 1.10 0.363 0.303 - -- 0.06 40 3.33 1.10 0.363 0.303 - -- 0.06 41 3.42 1.20 0.396 0.303 - -- 0.09 42 3.50 1.30 0.429 0.303 - -- 0.13 43 3.58 1.40 0.462 0.303 - -- 0.16 44 3.67 1.40 0.462 0.303 - -- 0.16 45 3.75 1.50 0.495 0.303 - -- 0.19 46 3.83 1.50 0.495 0.303 - -- 0.19 47 3.92 1.60 0.528 0.303 - -- 0.22 48 4.00 1.60 0.528 0.303 - -- 0.22 49 4.08 1.70 0.561 0.303 - -- 0.26 50 4.17 1.80 0.594 0.303 - -- 0.29 51 4.25 1.90 0.627 0.303 - -- 0.32 52 4.33 2.00 0.660 0.303 - -- 0.36 53 4.42 2.10 0.693 0.303 - -- 0.39 54 4.50 2.10 0.693 0.303 - -- 0.39 55 4.58 2.20 0.726 0.303 - -- 0.42 56 4.67 2.30 0.759 0.303 - -- 0.46 57 4.75 2.40 0.792 0.303 - -- 0.49 58 4.83 2.40 0.792 0.303 - -- 0.49 59 4.92 2.50 0.825 0.303 - -- 0.52 60 5.00 2.60 0.858 0.303 - -- 0.55 61 5.08 3.10 1.023 0.303 - -- 0.72 62 5.17 3.60 1.188 0.303 - -- 0.88 63 5.25 3.90 1.287 0.303 - -- 0.98 64 65 5.33 5.42 4.20 4.7.0 1.386 1.551 0.303 - -- 0.303 1.08 1.25 66 5.50 5.60 1.848 0.303 =_= 1.54 67 5.58 1.90 0.627 0.303 - -- 0.32 68 5.67 0.90 0.297 0.303 0.238 0.06 69 5.75 0.60 0.198 0.303 0.158 0.04 70 5.83 0.510 0.165 0.303 0.132 .0.03 71 5.92 0.30 0.099 0.303 0.079 0.02 72 6.00 0.20• 0.-066 0.303 0.053 0.0-1 Sum = 100.0 Sum = 15.2 Flood volume = Effective rainfall 1.27(In) times area 7.3(Ac.) /[(In) /(Ft.)] = 0.8(Ac.Ft) Total soil loss = 1.48(In) Total soil loss = 0.907(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 33749.9 Cubic Feet Total soil loss = 39519.8 Cubic Feet -------------=------------------------------------------------------ Peak -------------------------------------------------------------------- flow rate of this hydrograph = 10.051(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+ 5 0.0007 0.11 Q 0 +10 0.0024 0.24 Q • 0 +15 0.0043 0.28 Q 0 +20 0.0063 0.29 Q 0 +25 0.0084 0.29 Q 0 +30 0.0105 0.31 Q 0 +35 0.0128 0.34 Q 0 +40 0.0152 0.34 Q 0 r v v v v V V v VI V IV Q I v Q I v Q I v Q I Q Q I V v v V v V V V v v 0 +45 0.0175 0.34 Q 0 +50 0.0199 0.34 QV • 0 +55 0.0222 0.34 QV 1+ 0 0.0248- 0.36 QV 1+ 5 0.0274 0.39 QV 1 +10 0.0301 0.39 QV 1 +15 0.0328 0.39 QV 1 +20 0.0355 0.39 QV 1 +25 0.0382 0.39 QV 1 +30 0.0409 0.39 Q V 1 +35, 0.0435 0.39 Q V 1 +40 0.0462 .0.39 Q V 1 +45 0.0489 0.39 Q V 1 +50 0.0516 0.39 Q V 1 +55 0.0543 0.39 Q V 2+ 0 0.0571 0.41 Q V 2+ 5 0.0600 0.41 Q V 2 +10 0.0629 0.42 Q V - 2 +15 0.0659 0.44 Q V 2 +20 0.0689 0.44 Q V 2 +25 0.0719 0.44 Q V 2 +30 0.0749 0.44 Q V 2 +35 0.0780 0.44 Q V 2 +40 0.0810 0.44 Q v 2 +45 0.0833 0.33 Q V 2 +50 0.0848 0.22 Q v 2 +55 0.0862 0.20 Q v 3+ 0 0.0876 0.20 Q V 3+ 5 0.0889 0.20 Q V -° 3 +10 3 +15 0.0910 0.0939 0.31 0.41 Q V Q v • 3 +20 0.0969 0.43 Q v 3 +25 0.1007 0.55 IQ V 3 +30 0.1059 0.77 IQ V 3 +35 0.1129 � 1.00 I Q V 3 +40 0.1207 1.14 I Q V 3 +45 0.1295 1.28 I Q V 3• +5-0° 0.1-3-9-1- l-.39+ I Q V- 3+55 0.1495 1.52 I Q V 4+ 0 0.1608 1.64 I Q V 4+ 5 0.1729 1.76 I Q V- 4+10 0.1866 1.99 I Q v 4 +15 0.2020 2.23 I Q 4 +20 0.2190 2'.47 I Q 4 +25 0.2376 2.71 I Q 4 +30 0.2573 2.85 I Q 4 +35 0.2778 2.98 I Q 4 +40 0.2999 3.21 I Q 4 +45 0.3237 3.45 I Q 4 +50 0.3483 3.58 I Q 4 +55 0.3739 3.72 I Q 5+ 0 0.4011 3.94 I Q 5+ 5 0.4328 4.61 I Q 5 +10 0.4723 5.72 5 +15 0.5184 6.70 5 +20 0.5700 7.49 5 +25 0.6282 8.45 5 +30 10.6974 10.05 5 +35 0.7467 7.15 5 +40 0.7637 2.46 I Q • 5 +45 0.7695 0.85 IQ 5 +50 0.7719 0.34 Q . 5 +55 0.7733 0.21 Q 6+ 0 0.7743 0.14 Q 6+ 5 0.7747 0.06 Q 6 +10 0.7748 0.01 Q r v v v v V V v VI V IV Q I v Q I v Q I v Q I Q Q I V v v V v V V V v v r-1 ---------------------------------------- - - - - -- • A ------- I--------- I- - - - - -- I a 00•0 86LL'0 st +9 J 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 04/29/06 File: 3173303100.out ++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +..... + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 O v\ X Program License Serial Number 4027 � - -------------------------------------------- - ------ Y-- }--- - - - - -- - -- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- -------------------------------------------------------------------- Drainage Area = 7.34(Ac.) = 0.01.1 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 7.34(Ac.) = 0.0111 Sq. Mi. ( Length along longest watercourse = 820.00(Ft.) • Length along longest watercourse measured to centroid = 360.00(Ft.) Length along longest watercourse = 0.155 Mi. Length along longest watercourse measured to centroid = 0.068 Mi. Difference in elevation = 9.10(Ft.) Slope along watercourse = 58.5951 Ft. /Mi. Average Manning's 'N' = 0.020 Lag time = 0.039 Hr. Lag time = 2.36 Mina 25% of lag time = 0.59 Min. 40% of lag time = 0.94'Min. Unit time = 5.00 Min. Duration of storm = 3 Hours) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 7.34 0.70 5.14 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] weighting [1 *2] 7.34 2.20 16.15 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 = 100.00 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious •7.340 32.00 0.500 • Total Area Entered = 7.34(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 0.500 0.303 1.000 0.303 Sum (F) = 0.303 Area averaged mean soil loss (F) (In /Hr) = 0.303 Minimum soil loss rate ((In /Hr)) = 0.152 (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 0.083 211.850 44.266 3.275 2 0.167 423.700 44.702 3.307 3 0.250 635.550 8.210 0.607 4 0.333 847.401 2.822 0.209 ----------------------------------------------------------------------- Sum = 100..000 Sum= 7.397 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 0.303 - -- 0.04 2 0.17 1.30 0.343 0.303 - -- 0.04 3 0.25 1.10 0.290 0.303 0.232 0.06 4 0.33 1.50 0.396 0.303 - -- 0.09 5 0.42 1.50 0.396 0.303 - -- 0.09 6 0.50 1.80 0.47 -5 0.303 - -- 0-:17- 7 0.58 1.50 0.396 0.303 - -- 0.09 8 0.67. 1.80 0.475 0.303 - -- 0.17 9 0.75 1.80 -0.475 0.303 - -- 0.17 10 0.83 -1:50 0.396 0.303 - -- 0.09 11 0.92 1.60 0.422 0.303 - -- 0.12 12 1.00 1.80 0.475 0.303 - -- 0.17 13 1.08 2.20 0.581 0.303 - -- 0.28 14 1.17 2.20 0.581 0.303 - -- 0.28 15 1.25 2.20 0.581 0.303 - -- 0.28 16 1.33 2.00 0.528 0.303 - -- 0.22 17 1.42 2.60 0.686 0.303 - -- 0.38 18 1.50 2.70 0.713 0.303 - -- 0.41 19 1.58 2.40 0.634 0.303 - -- 0.33 20 1.67 2.70 0.713 0.303 - -- 0.41 21 1.75 3.30 0.871 0.303 - -- 0.57 22 1.83 3.10 0.818 0.303 - -- 0.51 23 1.92 2.90 0.766 0.303 - -- 0.46 24 2.00 3.00 0.792 0.303 - -- 0.49 25 2.08 3.10 0.818 0.303 - -- 0.51 26 -2.17 4.20 1.109 0.303 - -- 0.81 27. 2.25 5.00 1.320 0. 303 - -- 1.02 28 -2.33 3.50 0.924 0.303 0.62 29 2.42 6.80 1.795 - -- 0.303 1.49 30 2.50 7.30 1.927 0.303 - -- 1.62 31 2.58 8.20 2.165 0.303 - -- 1.86 32 2.67 5.90 1.558 0.303 - -- 1.25 33 2.75 2.00 0.528 0.303 - -- 0.22 34 2.83 1.80 0.475 0.303 - -- 0.17 35 2.92 1.80 0.475 0.303 - -- 0.17 36 3.00 0.60 0.158 0.303 0.127 0.03 • Sum = 100.0 Sum = 15.7 Flood volume = Effective rainfall 1.31(In) times area 7.3(Ac.) /[(In) /(Ft.)] = 0.8(Ac.Ft) Total soil loss = 0.89(In) Total soil loss = 0.544(Ac.Ft) Total rainfall = 2.20(In) Flood volume = 34915.5 Cubic Feet Total soil loss, 23699.9 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 12.506(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 0.0009 0.13 Q 0 +10 0.0027 0.26 Q 0 +15 0.0051 0.35 Q 0 +20 0.0087 0.53 VQ 0 +25 0.0132 0.65 VQ I I I 1 0+30 0.0197 0.94 VQ 0 +35 0.0262 0.95 IQ 0 +40 0 +45 0.0330 0.0415 0.99 Q 1.22 I Q • 0 +50 0.0483 1.00 IQV 0 +55 0.0541 0.84 IQV 1+ 0 0.0613 1.05 I QV 1+ 5 0.0721 1.57 I Q 1 +10 0.0856 1.96 I QV 1 +15 0.0996 2.03 I Q 1 +20 0.1125 1.88 I Q V 1 +25 0.1278 2.22 I Q V 1 +30 0.1471 2.80 I Q V 1 +35 0.1659 2.72 I Q V 1 +40 0.1849 2.76 I Q VI 1 +45 0.2090 3.50 I Q V 1 +50 0.2357 3.88 I Q IV I I I' 1 +55 0.2609 3.65 I Q I V I I I 2+ 0 0.2854' 3.56 I Q I V I I I 2+ 5 0.3108 3.69 Q V 2+10 0.3434 4.74 I QI V I I I 2 +15 0.3876 6.41 I I Q VI I. 2 +20 0.4289 5.99 I IQ IV I 2 +25 0.4821 7.73 I I Q I V I 2 +30 0.5568 10.84 I I IQ V I 2 +35 0.6429 12.51 I I I Q I V I 2 +40 0.7225 11.57 I I I Q I V 2 +45 0.7663 6.36 I I Q I I -V 'I 2 +50 0.7832 2.46 I Q I I I VI 2 +55 0.7938 1.53 I Q I I I VI 3+ 0 0.7,994 0.82 IQ I I I VI 3+ 5 0.8011 0.25 Q I I I VI_ 3 +10 0.8015 0.06 Q I I I VI • 3 +15 - ------- -------------- 0.8015 ------------------------------------------- 0.01 Q I I I - - - VI - -- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 06/01/06 --------------------------------------------------------------------- Retention Basin "L" bottom basin = 408.0 depth = 3.07' water surface elevation = 411.07' -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name,: 317331,24100.rte ******* * * ** * * * * * * * ** * * * * *** *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * ** * * ** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 6.851 (CFS) Total volume = 2.910 (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 * * ** Graph values: 'I'= unit inflow; 10'= outflow at time shown --------------------------------------------------------------- - - - - -- User entry of -------------------------------------------------------------------- depth - outflow- storage data Total number of inflow hydrograph intervals = 295 Hydr.ogrdph 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 1.000 1.263 0.506 1.261 1.265 2.000 •1.648 0.773 1.645 1.651 3.000 2.140 0.984 2.137 2.143 4.000 2.764 1.251 2.760 2.768 5.000 3.476 Hydrograph 1.426 3.471 Detention Basin Routing 3.481 --------------------------------------------------------------- - - - - -- Graph values: 'I'= unit inflow; 10'= outflow at time shown --------------------------------------------------------------- - - - - -- - Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.7 3.43 5.14 6.85 (Ft.) • 0.083 0.06 0.00 0.000 0 I I 0.00 0.167 0.21 0.00 0.001 0 ( I I I 0.00 0.250 0.26 0.00 0.003 0I I 0.00 0.333 0.31 0.00 0.005 OI I I I 0.00 0.417 0.40 0.00 0.007 OI I I I 0.01 0.500 0.43 0.00 0.010 OI I I 0.01 0.583 0.44 .0.01 0.013 0 I I I I I 0.01 0.667 0.45 0.01 0.016 0 I I I I I 0.01 0.750 0.45 0.01 0.019 0 I I I 0.02 0.833 0.48 0.01 0.022 0 I I I 0.02 0.917 0.56 0.01 0.026 0 I I 0.02 1.000 0.58 0.01 0.030 0 I 0.02 1.083 0.56 0.01 0.033 0 I I I I 0.03 1.167 0.49 0.01 0.037 0 I I I 0.03 1.250 0.47 0.02 0.040 0 I I I 0.03 1.333 0.46 0.02 0.043 0 I I I 0.03 1.417 0.46 0.02 0.046 0 I I I 0.04 1.500 0.46 0.02 0.049 0 I I I 0.04 1.583 0.45 0.02 0.052 0 I I I 0.04 1.667 0.45 0.02 0.055 0 I 0.04 1.750 0.45 0.02 0.058 0 I I I 0.05 1.833 0.48 0.02 0.061 0 I I I I 0.05 1.917 0.56 0.03 0.065 0 I I 0.05 2.000 0.58 0.03 0.069 0 I I I 0.05. 2.083 0.59 0.03 0.072 0 I I I 0.06 2.167 0.60 0.03 0.076 0 I 0.06 2.250 0.60 0.03 0.080 0 I 0.06 - 2.333 0.60 0.03 0.084 0 I I 0.07 2.417 0.61 0.04 0.088 0 I I 0.07 2.500 0.61 0.04 0.092 0 I I I 0.07 2.583 0.64 0.04 0.096 0 I I 0.08 2.667 0.71 0.04 0.100 0 I I I 0.08 2.750 0.74 0.04 0.105 0 I I 0.08 2.833 0.75 0.04 .0.110 0 I I I 0.09 2.917 0.75 0.05 0.115 0 I I I 0.09 3.000 0.75 0.05 0.120 0 I I 0.09 3.083 0.76 0.05 0.124 0 I I I I 0.10 3.167 0.76 0.05 0.129 0 I I I 0.10 3.250 0.76 0.05 0.134 0 I I I 0.11 3.333 0.76 0.06 0.139 0 I I I 0.11 3.417 0.76 0.06 0.144 0 I I I 0 -11, 3.500 0.76 0.06 0.149 0 I I I I 0.12 3.583 0.76 0.06 0.153 0 I I I 0.,12 3.667 0.76 0.06 0.158 0 I I I I 0.13 3.750 0.76 0.07 0.163 0 I I I I 0.13 3.833 0.79 0.07 0.168 0 I I I I 0.13 3.917 0.86 0.07 0.173 0 I I I I 0.14 4.000 0.89 0.07 0.179 0 I I I I I 0.14 4.083 0.90 0.07 0.184 0 I I I I 0.15 4.167 0.90 0.08 0.190 0 I I I I 0.15 4.250 0.91 0.08 0.196 0 I I I I 045 4.333 0.94 0.08 0.201 0 I I I I 0.16 4.417 1.01 0.08 0.208 0 I I I I 0.16 4.500 1.04 0.09 0.214 0 I I I I 0.17 4.583 1.05 0.09 0.221 0 I I I 0.17 4.667 1.05 0.09 0.227 0 I I I I 0.18 4.750 1.06 0.09 0.234 0 I I I 0.19 4.833 1.09 0.10 0.241 0 I I I 0.19 4.917 1.17• 0.10 0.248 0 I I I I 0.20 5.000 1.19 0.10 0.255 0 I I I 0.20 5.083 1.14 .0.11 0.262 0 I I I I 0.21 5.167 0.99 0.11 0.269 0 I I I 0.21 5.250, 0.95 0.11 0.275 0 I I I I 0.22 5.333 0.96 0.11 0.281 0 I I I 0.22 5.417 1.02 0.11 0.287 0 I I I I I 0.23 5.500 1.04 0.12 0.293 "0 I I I I I 0.23 • 5.583 1.08 0.12 0.300 0 I I I I I 0.24 5.667 1.16 0.12 0.306 0 I I I I I 0.24 5.750 1.19 0.13 0.314 0 I I I I I 0.25 5.833 1.20 0.13 0.321 0. I I I I I 0.25 5.917 1.21 0.13 0.328 0 I I I ( I 0.26 6.000 .1.21 0.13 0.336 0 I I I I I 0.27 6.083 1.24 0.14 0.343 0 I I I I I 0.27 6.167 1.32 0.14 0.351 0 I I I I' I 0.28 6.250 1.34 0.14 0.359 0 I I I I I 0.28 6.333 1.35 0.15 0.368 0 I I I I I 0.29 6.417 1.36 0.15 0.376 0 I I I I I 0.30 6.500 1.36 0.15 0.384 0 I I I I I 0.30 6.583 1.39 0.16 0.393 0 I I I I I 0-.31 6.667 1.47 0.16 0.401 0 I.I I I I 0.32 6.750 1.49 0.16 0.410 0 I I I I I 0.32 6.833 1.50 0.17 0.420 0 II I I I 0.33 6.917 1.51 0.17 0.429 0 II I I I 0.34 7.000 1.51 0.18 0.438 0 II I I I 0.35 7.083 1.51 0.18 0.447 0 II I I I 0.35 7.167 1.51 0.18 0.456 0 II I I I 0.36 " Y 7.250 1.51 0.19 0.465 0 II I I I 0.37 7.333 1.54 0.19 0.475 0 II I I. I 0.38 7.417 1.62 0.19 0.484 0 II I I I 0.38 7.500 1.64 0.20 0.494 0 II I I I 0.39 7.583 1.68 0.20 0.504 0 II I I I 0.40 7.667 1.77 0.21 0.515 0 I I I I 0.41 7.750 1.79 0.21 0.526 0 I I I I 0.42 7.833 1.83 0.21 0.537 IO I I I I 0.42 7.917 1.92 0.22 0.548 IO I I I I 0.43 • 8.000 1.94 0.22 0.560 IO II I I I 0.44 "8.083 2.02 0.23 0.572 IO II I I I 0.45 8.167 2.17 0.23 0.585 IO I I I I I 0.46 8.250 2.22 0.24 0.598 IO I I I I I 0.47 8.333 2.25 0.25 0.612 IO I I I I I 0.48 8.417 2.26 0.25 0.626 IO I I I I I 0.50 8.500 2.26 0..26 0.640 IQ I I I I I 0.51, 8.583 2.30 0.26 0.653 IO I I I I I 0.52 8.667 2.38 0.27 0.668 IO I I I I I 0.53 8.750 2.40 0.27 0.682 IO I I I I I 0.54 8..833 2.44 0.28 0.697 IO I I I I I 0.55 8.917 2.52 0.29 0.712 IO I I I I I 0.56 9.000 2.04 0.29 0.726 IO II I I I 0.57 9.083 0.90 0.29 0.734 I0 I I I I I 0.58 9.167 0.85 0.30 0.738 IO I I I I I 0.58 9.250 0.80 0.30 0.742 10 '1 I I I I 0.59 9.333 0.85 0.30 0.745 IO I I I I I 0.59 9.417 1.02 0.30 0.750 IO I I I I I 0.59 9.500 1.08 0.30 0.755 IO I I I I I 0.60 9.583 1.18 0.30 0.760 IO I I I I I 0.60 9.667 1.39 0.31 0.767 IO I I I I I 0.61 9.750 1.47 0.31 0.775 IO I I I I ( 0.61 9.833 1.59 0.31 0.783 IO II I I I 0.62 9.917 1.80 0.32 0.793" IO I I I I 0.63 10.000 1.88 0.32 0.803 IO I I I I 0.64 =. 10.083 1.99 0.33 0.814" IO II I I I 0.64 10.167 2.16 0.33 0:826 IO I I I I I 0.65 10.250 2.22 0.34 0.839 IO I I I I I 0.66 10.333 2.24 0.34 0.852 Ia I I I I I 0.67 10.417 2.26 0.35 0.865 IO I I I I I 0.69 10.500 2.26 0.35 0.879. 10 I I ( I I 0.70 10.583 2.11 0.36 0.891 IO II I I I 0.71 10.667 1.72 0.36 0.902 IO I I I_ I... 0.71 10.750 1.62 0.36 0.911 IO II I I I 0.72 10.833 1.59 0.37 0.919 IO II I I I 0.73 10.917 1.58 0.37 0.928 IO II I I I 0.73 11.000 1.59 0.38 0.936 IO • 11.083 1.54 0.38 0.944 IO TI II I I I I I I 0.74 0.75 11.167 1.39 0.38 0.952 IO I I I I I 0.75 11.250 1.37 0.38 0.959 IO I I I I I 0.76 11.333 1.37 0.39 0.965 IO I I I I I 0.76 11.417 1.38 0.39 0.972 IO T I I I I 0.77 11.500 1.40 0.39 0.979 IO I I I I I 0.78 11.583 1.29 0.39 0.986 IO I I I I I 0.78 11.667 0.98 0.40 0.991 IO I I I I I 0.78 11.750 0.90 0.40 0.994 IO I I I I I 0.79 11.833 0.94 0.40 0.998 IO T I I I I 0.79 11.917 1.11 0.40 1.002 IO I I I I I 0.79 12.000 1.17 0.40 1.007 IO I I I I I 0.80 12.083 1.67 0.41 1.014 IO II I I I 0.80 12:167 2.86 0.41 1.027 IO I I I I I 0.81 12.250 3.25 0.42 1.045 IO I II I I 0.83 12.333 3.50 0.43 1.066 10 I I I I 0.84 12.417 3.78 0.44 1.088 10 I II I I 0.86 12.500 3.89 0.45 1.111 10 I I I I I 0.88 12.583 4.10 0.45 1.136 10 I I I I I 0.90 12.667 4.47 0.47 1.162 10 I I I I I 0.92 12.750 4.61 0.48 1.190 10 I I T I I 0.94 12.833 4.74 0.49 1.219 10 I I T I I 0.97 12.917 4.96 0.50 1.249 10 I I II I 0.99 13.000 5.04 0.52 1.280 10 I I II I 1.04 13.083 5.43 0.54 1.312 10 I I II I 1.13 13.167 6.29 0.57 1.349 10 I I I I I 1.22 13.250 6.58 0.59 1.389 10 I I I I I 1.33 13.333 6.72 0.62 1.431 I O I I I II 1.44 r- 13.417 6.80 0.65 1.473 I 0 I I I II 1.55 13.500 6.85 0.68 1.515 • 10 I I I II 1.66 13.583 6.17 0.71 1.555 10 I I I I 1.76 13.667 4.38 0.73 1.587 10 I I I I I 1.84 13.750 3.83 0.75 1.610 10 I II I I 1.90 13.833 3.61 0.76 1.630 10 I I I I 1.95 13.917 3.50 0.77 1.650 10 I I I I 2.00 14.000 3.45 0.78 1.66.8 10 I I I I 2. -04 14.083 3.69 0.79 1.687 10 I II I I 2.08 14.167 4.36 0.80 1.710 10 I I I I I 2.13 14.250 4.59 0.81 1.735 10 I I T I I 2.18 14.333 4.63 0.82 1.761 10 I I I I I 2.23 14.417 4.54 0.83 1.787 10 I I I I I 2.28 14.500 4.53 0.84 1.812 10 I I I I I 2.33 14.583 4.54 0.85 1.838 10 I I I I I 2.39 14.667 4.56. 0.87 1.863 I 0 I I I I I 2.44 14.750 4.57 0.88 1.888 I 0 I I I I I 2.49 14.833 4.52 .0.89 1.914 I 0 I I T I I 2.54 14.917 4.38 0.90 1.938 10 I I T I I 2.59 15.000 '4.34 0.91 1.962 I 0 I I T I I 2.64 15.083 4.28 0.92 1.985 I 0 I I I I i 2.69 15.167 4.12 0.93 2.008 I 0 I I T I I 2.73 15.250 '4.08 0.94 2.030 I 0 I I I I I 2.78 15.333 4.01 0.95 2.051 I. 0 I I I I I 2.82 15.417 3.85 0.95 2.072 I " 0 I II I I 2.86 15.500 3.81 0.96 2.091 I 0 I II I I 2.90 15.583 3.54 .0.97 2.110 I 0 I I I I 2.94 15.667 2.89 0.98 2.126 I 0 I I I I I 2.97 15.750 2.69 0.98 2.138 I 0 I I I I I 3.00 15.833 2.62 0.99 2.150 I 0 I I I I I 3.02 •r 15.917 2.59 0.99 2.161 I 0 I I I I I 3.03 16.000 2.58 1.00 2.172 I 0 I I I I I 3.05 16.083 2.19 1.00 2.181 I 0 I T I I I 3.07 16.167 1.19 1.00 2.186 ( OT I I I I 3.07 16.250 0.88 1.00 2.186 I 0 I I I I 3.07 16.333 0.74 1.00 2.185 I 10 I I I I 3.07 21.833 0.41 . -0.91 1.978 1I 0 3.07 3.06, 3.06 3.06 3.05 3.04 3.04 3.03 3.03 3.02 3.02 3.02 3.01 3.01 3.01 3.01 3.00 3.00 3.00 2.99 2.99 2.98 2.98 2.97 2.97 2.96 2.95 _ 2.95 2.94 2.93 2. "93 2.92 2.91 2.90 2.89 2.89 2.88 2.87 2.87 2.86 2.86 2.85 2.84 2.83 2.82 2.82 .2.'81 2.80 2.80 2.79 2.78 2.78 2.77 2.76' 2.75 2.75 2.74 2.73 2.72 2.72 2.71 2.70 2.69 2.68 2.68 2.67 16.417 0.67 1.00 2.183 I IO 16.500 0.64 1.00 2.180 I I 0 • 16.583 0.59 1.00 2.178 I 0 16.667 0.50 1.00 2.174 I I 0 16.750 0.48 1.00 2.171 I 0 16.833 0.46 1.00 2.167 I 0 16.917 0.46 0.99 2.164 I I 0 17.000 0.46 0.99 2.160 I I 0 17.083 0.52 0.99 2.156 I I 0 17.167 0.67 0.99 2.154 IO 17.250 0.71 0.99 2.152 IO 17.333 0.73 0.99 2.150 I0 17.417 0.75 0.99 2.148 I IO 17.500 0.75 0.99 2.146 I IO 17.583 0.75 0.99 2.145 I IO 17.667 0.76 0.99 2.143 I IO 17.750 0.76 0.98 2.142 IO 17.833 0.73 0.98 2.140 IO 17.917 0.65 0.98 2.138 IO 18.000 0.63 0.98 2.136 I 0 18.083 0.62 0.98 2.133 I 0 18.167 0.61 0.98 2.131 I I 0 •18.250 0.61 0.98 2.128 I I 0 18.333 0.61 0.98 2.126 I I 0 18.417 0.61 0.98 2.123 I I 0 18.500 0.61 0.98 2.120 I 0 18.583 0.57 0.97 2.118 I 0 18.667 0.50 0.97 2.115 I I 0 18.750 0.48 0.97 2.111 I 0 18.833 0.43 0.97 2.108 I 0 +,- • 18.917 19.000 0.35 0.33 0.97 0.97 2.104 2.100 11 II 0 0 19.083 0.34 0.96 2.095 1I 0 19.167 0.41 0.96 2.091 1I 0 19.250 0.44 0.96 2.087 I I 0 19.333 0.47 0.96 2.084 I I 0 19.417 0.55 0.96 2.081 I 0 19.500 0.58 0.9.6 2.078 I. I 0 19.583 0.56 0.96 2.076 I I 0 19.667 0.49 0.96 2.073 I I 0 19.750 0.47 0:95, 2.069 I I 0 19.833 0.43 0.95' 2.066 I I 0 19.917 0.35 0.95 2.062 II 0 20.000 0.33 0.95 2.058 II 0 20.083 0.34 0.95 2.054 1I 0 20.167 0.41 0.95 2.050 1I 0 20.250 0:44 0.94 2.046 ( I 0 20.333 0.44 0.94 2.043 I 0 20.417 0.45 0.94 2.039 I 0 20.500 0.45 .0.94 2.036 I I 0 20.583 0.45 0.94 2.033 I 0 20.667 0.45 0.94 2.029 I 0 20.750 0.45 0.94 2.026 I I 0 20.833 0.42 0.93 2.023 1I 0 20.917 0.35 0.93 2.019 1I 0 21.000 0.32 0.93 2.015 1I 0 21.083 0.34 0.93 2.011 1I 0 21.167 0.41 0.93 2.007 1I 0 21.250 0.44 0.93 2.003 1 I 0 �- • 21.333 21.417 0.41 0.34 0.92 0.92 2.000 1.996 11 II 0 0 21.500 0.32 0.92 1.992 1I 0 21.583 0.34 0.92. 1.988 (I 0 21.667 0.41 0.92 1.984 1I 0 21.750 0.44 0. -92 1.981 1 I O 21.833 0.41 . -0.91 1.978 1I 0 3.07 3.06, 3.06 3.06 3.05 3.04 3.04 3.03 3.03 3.02 3.02 3.02 3.01 3.01 3.01 3.01 3.00 3.00 3.00 2.99 2.99 2.98 2.98 2.97 2.97 2.96 2.95 _ 2.95 2.94 2.93 2. "93 2.92 2.91 2.90 2.89 2.89 2.88 2.87 2.87 2.86 2.86 2.85 2.84 2.83 2.82 2.82 .2.'81 2.80 2.80 2.79 2.78 2.78 2.77 2.76' 2.75 2.75 2.74 2.73 2.72 2.72 2.71 2.70 2.69 2.68 2.68 2.67 21.917 0.34 0.91 1.974 II 0 I I I I 2.66 22.000 0.32 0.91 1.970 II 0 I I I I 2.65 • 22.083 0.34 0.91 1.966 II 0 I I I I 2.65 22.167 0.41 0.91 1.962 II 0 I I I I 2.64 22.250 0.44 0.91 1.959 I I 0 I I I I 2.63 22.333 0.41 0.90 1.956 II 0 I I I I 2.63 22.417 0.34 0.90 1.952 II 0 I I I I' 2.62 22.500 0.32 0.90 1.948 II 0 I I I I 2.61 22.583 0.31 0.90 1.944 II 0 I I I I 2.60 22.667 0.31 0.90 1.940 II 0 I I I _.. I 2.59 22.750 0.31 0.90 1.936 II 0 I I I I 2.59 22.833 0.30 0.89 1.932 II 0 I I I I 2.58 22.917 0.30 0.89 1.928 II 0 I I I I 2.57 23.000 0.30 0.89 1.924 II 0 I I I I 2.56 23.083 0.30 0.89 1.920 II 0 I I I I 2.55 23.167 0.30 0.89 1.916 II 0 I I I I 2.54 23.250. 0.30 0.89 1.912 II 0 I I I I 2.54 23.333 0.30 0.88 1.908 II 0 I I I I 2.53 23.417 0.30 0.88 1.904 II 0 I I I I 2.52 23.500 0.30 0.88 1.900 II 0 I I I I 2.51 23.583 0.30 0.88 '1.896 II 0 I I I I 2.50 23.667 0.30 0.88 1.892 II 0 I I I I 2.50 23.750 0.30 0.88 1.888 II 0 I I I I 2.49 23.833 0.30 0.87 1.884 II 0 I I I I 2.48 23.917 0.30 0.87 1.880 II 0 I I I I 2.47 24.000 0.30 0.87 1.876 II 0 I I I I 2.46 24.083' 0.24 0.87 1.872 II 0 I I I I 2..45 24.167 0.09 0.87 1.867 I 0 I I I I 2.45 24.250 0.04 0.86 1.861 I 0 I I I I 2.43 24.333 0.02 0.86 1.856 I 0 I I I I 2.42 �. • 24.417 24.500 0.01 0.01 0.86 0.86 1.850 1.844 I I 0 0 I I I I I I I 2.41 I 2.40 24.583 0.00 0.85 1.838 I 0 I I I I 2.39 24.667 0.00 0.85 1.832 I 0 I I I I 2.37 24.750 0.00 0.85 1.826 I 0 I I I I 2.36 24.833 0.00 0.85 1.821 I 0 I I I I 2.35 24.917 0.00 0.84 1.815 I 0 I I I I 2.34 25.000 0.00 0..84 1.80.9 I 0 I I I I 2.33 25.083 0.00 0.84 1.803 I 0 I I I I 2.32 25.167 0.00 0.84 1.797 I 0 I I I I 2.30 25.250 0.00 0.83 1.792 I 0 I I I I 2.29 25.333 0.00 0.83 1.786 I 0 I I I I 2.28 25.417 0.00 0.83 1.780 I 0 I I I I 2.27 25.500 0.00 0.83 1.775 I 0 I I I I 2.26 25.583 0.00 0.82 1.769 I 0 I I I I 2.25 25.667 0.00 0.82 1.763 I 0 I I I I 2.23 25.750 0.00 0.82 1.757 I 0 I I I I 2.22 25.833 0.00 0.82 1.752 I 0 I I I I 2.21 25.917 0.00 0.82 1.746 I 0 I I I I 2.20 26.000 0.00 0.81 1.741 I 0 I I I I 2.19 26.083 0.00 0.81 1.735 I 0 I I I I 2.18 26.167 0.00 0.81 1.729 I 0 I I I I 2.17 26.250 0.00 0.81 1.724 I 0 I I I I 2.15 26.333 0.00 0.80 1.718 I 0 I I I I 2.14 26.417 0.00 0.80 1.713 I 0 I I I I 2.13 26.500 0.00 0.80 1.707 I O I I I I 2.12 26.583 0.00 0.80 1.702 I 0 I I I I 2.11 26.667 0.00 0.79 1.696 I 0 I I I I 2.10 26.750 0-.00 0.79 1.691 I 0 I I I I 2.09 26.833 0.00 0.79 1.685 I 0 I I I I 2.08 •f 26.917 0.00 0.79 1.680 I 0 I I I I 2.07 27.000 0.00 0.78 1.675 I O I I I I 2.05 27.083 0.00 0.78 1.669 I 0 I I I I 2.04 27.167 0.00 0.78 1.664 I 0' I... I I.- I.... - 2.03 27.250 0.00 0.78 1.658 I 0 I I I I 2.02 27.333 0.00 0.78 1.653 I 0 I I I I •2.01 27.417 0.00 0.77 1.648 I 0 I I I I 2.00 27.500 0.00 0.77 1.643 I 0 I I I I 1.99 • 27.583 0.00 0.77 1.637 I 0 I I I I 1.97 27.667 0.00 0.76 1.632 I 0 I I. I I 1.96 27.750 0.00 0.76 1.627 I 0 ( I I I 1.94 27.833 0.00 0.75 1.622 I 0 I I I I 1.93 27.917 0.00 0.75 1.616 I 0 I I I I 1.92° 28.000 0.00 0.75 1.611 I 0 I I I I 1.90 28.083 0.00 0.74 1.606 I 0 I I I I 1.89 28.167 0.00 0.74 1.601 I 0 I I I I 1.88 28.250 0.00 0.74 1.596 I 0 I I I I 1.86 28.333 0.00 0.73 1.591 I 0 I I I I 1.85 28.417 0.00 0.73 1.586 I 0 I I I I 1.84 28.500 0.00 0.73 1.581 I O I I I I 1.83 28.583 0.00 0.72 1.576 I 0 I I I I 1.81 28.667 0.00 0.72 1.571 I 0 I I I I 1.80 28.750 0.00 0.72 1.566 I 0 I I I I 1.79 28.833 0.00 0.71 1.561 I 0 I I I I 1.77 28.917 0.00 0.71 1.556 I 0 I I I I 1.76 29.000 0.00 0.71 1.551 I 0 I I I I. 1.75 29.083 0.00 0.70 1.546 I 0 I I I I 1.74 29.167 0.00 0.70 1.541 I 0 I I I I 1.72 29.250 0.00 0.70 1.537 I 0 I I I I 1.71 29.333 0.00 0.69 1.532 I 0 I I I I 1.70 29.417 0.00 0.69 1.527 I 0 I I I I 1.69 29.500 0.00 0.69 1.522 I 0 I I I I 1.67 29.583 0.00 0.68 1.518 10 I I I I 1.66 29.667 0.00 0.68 1.513 I 0 I I I I 1.65 29.750 0.00 0.68 1.508 I 0 I I I I 1.64 29.833 0'.00 0.67 1.504 I O I I I I 1.63 29.917 0.00 0.67 1.499 I O I I I I 1.61 30.000 0.00 0.67 1.494 10 I I I I 1.60 30.083 0.00 0.66 1.490 I 0 I I I I 1.59 . 30.167 0.00 0.66 1.485 I 0 I I- I I 1.58 30.250 0.00 0.66 1.481 I 0 I I I I 1.57 30.333 0.00 0.65 1.476 I 0 I I I I 1.55 30.417 0.00 0.65 1.472 I 0 I I I I 1.54 3.0.5.00. 0.00 0.6.5 1.467 I 0.. 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IO I I I I 0.50 55.667 0.00 0.25 0.633 IO I I I I 0.50 55.750 0.00 0.25 0.631 IO I I I I 0.50 55.833 0.00 0.25 0.630 IO I I I I 0.50 55.917 0.00 0.25 0.628 IO I I I I 0.50 56.000 0.00 0.25 0.626 I0 I I I I 0.50 56.083 0.00 .0.25 0.624 IO I I I I 0.49 56.167 0.00 0.25 0.623 IO I I I I 0.49 56.250 0.00 0.25 0.621 IO I I I I 0.49 56.333 0.00 0.25 0.619 IO I I I I 0.49 56.417 0.00 0.25 0.618 IO I I I I 0.49 56.500 0.00 0.25 0.616 IO I I I I 0.49 56.583 0.00 . 0.25 0.614 IO I I I I 0.49 56.667 0.00 0.25 0.612 IO I I I I 0.48 56.750 0.00 0.24 0.611 IO I I I I 0.48 56.833 0.00 0.24 0.609 IO I i I I 0.48 56.917 0.00 0.24 0.607 IO I I I I 0.48 57.000 0.00 0.24 0.606 IO I I I I 0.48 57.083 0.00 0.24 0.604 IO I I I I 0.48 57.167 0.00 0.24 0.602 IO I I I I 0.48 57.250 0.00 0.24 0.601 IO I I I I 0.48 57.333 0.00 0.24 0.599 IO I I I I 0.47 57.417 0.00 0.24 0.597 IO I I I I 0.47 • 57.500 0.00 0.24 0.596 IO I I I I 0.47 57.583 0.00 0.24 0.594 IO I I I I 0.47 57.667 0.00 0.24 0.593 IO I I I I 0.47 57.750 0.00 0.24 0.591 IO I I I I 0.47 57.833 0.00 0.24 0.589 IO I I I I 0.47 57.917 0.00 0.24 0.588 IO I I I I 0.47 58.000 0.00 0_.23 0.586 IO I I I I_ 0.4.6 58.083 0.00 0.23 0.584 IO I I I I 0.46 58.167 0.00 0.23 0.583. 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I I I.. 0:43 60.250 0.00 0.22 0.544 IO I I I I 0.43 60.333 0.00 0.22 0.542 IO I I I I 0.43 / 60.417 60.500 0.00 0.22 0.541 IO I I I I 0.43 • 60.583 0.00 0.00 0.22 0.22 0.539 0.538 IO I IO I I I I I I I 0.43 0.43 60.667 0.00 0.21 0.536 IO I I I I 0.42 60.750 0.00 0.21 0.535 IO I I I I 0.42 60.833 0.00 0.21 0.534 0 I I I I 0.42 60.917 0.00 0.21 0.532 0 I I I I 0.42 61.000 0.00 0.21 0.531 0 I I I I 0.42 61.083 0.00 0.21 0.529 0 I I I I 0.42 61.167 0.00 0.21 0:528 0 I I I I 0.42 61.250 0.00 0.21 0.526 0 I I I I 0.42 61.333 0.00 0.21 0.525 0 I I I I 0.42 , 61.417 0.00 0.21 0.523 0 I I I I 0.41 61.500 0.00 0.21 0.522 0 I I I I 0.41 61.583 0.00 0.21 0.520 0 I I I I 0.41 61.667 0.00 0.21 0.519 0 I ( I I 0.41 61.750 0.00 0.21 0.518 0 I I I I 0.41 61.833 0.00 0.21 0.516 0 I I I I 0.41 61.917 0.00 0.21 0.515 0 I I I I 0.41 62.000 0.00 0.21 0.513 0 I I I I 0.41 62.083 0.00 0.21 0.512 0 I I I I 0.41 62.167 0.00 0.20 0.510 0 I I I I 0.40 62.250 0.00 0.20 0.509 0 I I ( I 0.40 62.333 0.00 0.20 0.508 0 I I I I 0.40 62.417 0.00 0.20 0.506 0 I I I I 0.40 62.500 0.00 0.20 0.505 0 I I I I 0.40 62.583 0.00 0.20 0.503 0 I I I I 0.40 62.667 0.00 0.20 0.502 0 I I- I I 0.40 62.750 0.00 0.20 0.501 0 I I I I 0.40 62.833 0.00 0.20 0.499 0 I I I I 0.40 62.917 0.00 0 -.20 0.498 0 I I I I 0.39 • 63.000 0.00 0.20 0.497 0 I I I I 0.39 63.083 0.00 0.20 0.495 0 I I I I 0.39 63.167 0.00 0.20 0.494 0 I I I I 0.39 63.250 0.00 0.20 0.492 0 I I I I 0.39 63.333 0.00 0.20 0.491 0 I I I I 0.39' 63.417 0.00 0.20 0.490 0 I I I I 0.39 63.500 0.00 0.20 0.488 0 I I I I 0.39 63.583 0.00 0.20 0.487 0 I I I I 0.39 63.667 0.00 0.19 0.486 0 I I I I 0.38 63.750 0. 0 0 0.19 0.484 0 I I I I 0.38 63.833 0.00 0.19 0.483 0 I I I I 0.38 63.917 0.00 0.19 0.482 0 I I I I 0.38 64.000 0.00 0.19 0.480 0 I I I I 0.38 64.083 0.00 0.19 0.479 0 I I I I 0.38 64.167 0.00 0.19 0.478 0 I I I I 0.38 64.250 0.00 0.19 0.476 0 I I I I 0.38 64.333 0.00 0.19 0.475 0 I I I I 0.38 64.417 0.00 0.19 0.474 0 I I I I 0.38 64.500 0.00 0.19 .0.473 0 I I I I 0.37 64.583 0.00 0.19 0.471 0 I I I I 0.37 64.667 0.00 0.19 0.470 0 I I I I 0.37 64.750 0.00 0.19 0.469 0 I I I I 0.37 64.833 0.00 0.19 0.467 0 I I I I 0.37 64.917 0.00 0.19 0.466 0 I I I I 0.37 65.000 0.00 0.19 0.465 0 I I I I 0.37 65.083 0.00 0.19 0.463 0 I I I I 0.37 65.167 0.00 0.19 0.462 0 I I I I 0.37 65.250 0.00 0.18 0.461 0 I I I I 0.36 • 65.333 65.417 0.00 0.00. 0.18 0.18 0.460 0.458 0 0 I I I I I I I 0.36 I 0.36 65.500 0.00 0.18 0.457 0 I I I I 0.36 65.583 0:00 0.18 0.456 0 I I I I 0.36 65.667 0.00 0.18 0.455 0 I I I I 0.36 65.750 0.00 0.18 0.453 0, I I I I_ 0.36 65.833 0.00 0.18 0.452 0- I I I I 0.36 / ( 65.917 0.00 0.18 0.451 0 • 66.000 66.083 0.00 0.00 0.18 0.18 0.450 0 0.448 0 66.167 0.00 0.18 0.447 0 66.250 0.00 0.18 0.446 0 66.333 0.00 0.18 0.445 0 66.417 0.00 0.18 0.443 0 66.500 0.00 0.18 0.442 0 66.583 0.00 0.18 0.441 0 66.667 0.00 0.18 0.440 0 66.750 0.00 0.18 0.439 0 66.833 0.00 0.18 0.437 0 66.917 0.00 0.17 0.436 0 67.000 0.00 0.17 0.435 0 67.083 0.00 0.17 0.434 0 67.167 0.00 0.17 0.433 0 67.250 0.00 0.17 0.431 0 67.333 0.00 0.17 0.430 0 67.417 0.00 0.17 0.429 0 67.500 0.00 0.17 0.428 0 67.583 0.00 0.17 0.427 0 67.667 0.00 0.17 0.425 0 67.750 0.00 0.17 0.424 0 67.833 0.00 0.17 0.423 0 67.917 0.00 0.17 0.422 0 68.000 0.00 0.17 0.421 0 68.083 0.00 0.17 0.420 0 68.167 0.00 0.17 0.419 0 68.250 0.00 0.17 0.417 0 68.333 0.00 0.17 0.416 0 (. 68.417 0.00 0.17 0.415 O • 68.500 0.00 0.17 0.414 0 68.583 0.00 0.17 0.413 0 •68.667 0.00 0.16 0.412 O 68.750 0.00 0.16 0.411 0 68.833 0.00 0.16 0.409 0 68.917 0.00 0.16 0.408 0 69.000 0.00 0_.16 0.407 .0 69.083 0.00 0.16 0.406 0 69.167 0.00 0.16 0.405 0 69.250 0.00 0.16 0.404 0 69.333 0.00 0.16 0.403 0 69.417 0.00 0.16 0.402 O 69.500 0.00 0.16 0.400 0 69.583 0.00 0.16 0.399 0 69.667 0.00 0.16 0.398 0 69.750 0.00 0.16 0.397 0 69.833 0.00 0.16 0.396 0 69.917 0.00 0.16 0.395 0 70.000 0.00 0.16 0.394 0 70.083 0.00 0.16 0.393 0 70.167 0.00 0.16 0.392 0 70:250 0.00 0*.16 0.391 0 70.333 0.00 0.16 0.390 0 70.417 0.00 0.16 0.388 0 70.500 0.00 0.16 0.387 0 70.583 0.00 0.15 0.386 0 70.667 0.00 0.15 0.385 O 70.750 0.00 0.15 0.384 0 • 70.833 70.917 0.00 0.00 0.15 0.15 0.383 O 0.382 0 71.000 0.00 0.15 0.381 O 71.083 0.00 0.15 0.380 0 71.167 0.00 0.15 0.379 0 71.250 0.00 0.15 0.378 0 71.333 0.00 0.15 0.377 0 0.36 0.36 0.36 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.31 0.*31 0.31 0.31 0.31 0.31 0.3.1 0.31 0.31 0.31 0.31 0.31 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 I 71.417 0.00 0.15 0.376 0 I �, 0.30 • 71.500 71.583 0.00 0.00 0.15 0.15 0.375 0.374 0 I 0 I I I 0.30 0.30 71.667 0.00 0.15 0.373' 0 I I 0.30 71.750 0.00 0.15 0.372 0 I 0.29 71.833 0.00 0.15 0.371 0 I I 0.29 71.917 0.00 0.15 0.370 0 I 0.29 72.000 0.00 0.15 0.369 0 I I I 0.29 72.083 0.00 0.15 0.368 0 I I 0.29 72.167 0.00 0.15 0.367 0 I I 0.29 72.250 0.00 0.15 0.366 0 I I I 0.29 72.333 0.00 0.15 0.365 0 I I 0.29 72.417 0.00 0.15 0.364 0 I I 0.29 72.500 0.00 0.15 0.363 0 I I 0.29 72.583 0.00 0.14 0.362 0 I I 0.29 72.667 0.00 0.14 0.361 0 I 0.29 72.750 0.00 0.14 0.360 0 I I 0.28 72.833 0.00 0.14 0.359 0 I I I 0.28 72.917 0.00 0.14 0.358 0 I I I 0.28 73.000 0.00 0.14 0.357 0 I I 0.28 73.083 0.00 0.14 0.356 0 I 0.28 73.167 0.00 0.14 0.355 0 I I I 0.28 73.250 0.00 0.14 0.354 0 I I 0.28 73.333 0.00 0.14 0.353 0, I 0.28 73.417 0.00 0.14 0.352 0 I I 0.28 73.500 0.00 0.14 0.351 0 I 0.28 73.583 0.00 0.14 0.350 O I I 0.28 73.667 0.00 0.14 0.349 0 I I 0.28 73.750 0.00 0.14 0.348 0 I I I 0.28 73.833 0.00 0.14 0.347 0 I I 0.27 73.917 0.00 0.14, 0.346 0 I I I 0.27 • 74.000 0.00 0.14 0.345 0 I I I 0.27 74.083 0.00 0.14 0.344 0 I I I 0.27 74.167 0.00 0.14 0.343 0 I I 0.27 74.250 0.00 0.14 0.342 0 I 0.27 74.333 0.00, 0.14 0.341 0 I ( 0.27 74.417 0.00 0.14 0.340 0 I I I 0.27 74.500 0.00 .0.14 0.339 0 I 0_.27 74.583 0.00 0.14 0.338 0 I 0.27 74.667 0.00 0.14 0.337 0 I 0.27 74.750 0.00 0.13 0.337 0 0.27 74.833 0.00 0.13 0.336 0 I I I 0.27 74.917 0.00 0.13 0.335 0 I I 0.26 75.000 0.00 0.13 0.334 0. I I 0.26 75.083 0.00 0.13 0.333 0 0.26 75.167 0.00 0.13 0.332 0 I 0.26 75.250 0.00 0.13 0.331 0 I I 0.26 75.333 0.00 0.13 0.330 0 I 0.26 75.417 0.00 0.13 0.329 0 I I 0.26 75.500 0.00 0.13 0.328 0 I I 0.26 75.583 0.00 0.13 0.327 0 I I I I 0.26 75:667 0.00 0.13 0.326 0 I I I I 0.26 75.750 0.00 0.13 0.326 0 I I I I 0.26 75.833 0.00 0.13 0.325 0 I. I I 0.26 75.917 0.00 0.13 0.324 0 I 0.26 76.000 0.00 0.13 0.323- 0 I I 0.26 76.083 0.00 0.13 0.322 0 I I 0.25 --76.167 0.00 0.13 0.321 0 I I I I 0.25 76.250 0.00 0.13 0.. 320 0 0.25 • .76.333 76.417 0.00 0.00 0.13 0.13 0.319 0.3-18 0. 0 I I I I I I I 0.25 I 0.25 76.500 0.00 0.13 0.318 0 I I 0.25 76.583 0.00 0.13 0.317 0 I I 0.25 76.667 0.00 0.13 0.316 0 I I 0.25 76.750 0.00 0.13 0.315 0 I I I I 0.25 76.833 0.00 0.13 0.314 0 I I I 0.25 76.917 0.00 0.13 0.313 0 • 77.000 77.083 0.00 0.00 0.13 0.12 0.312 0.312 0 I 0 I I I 0.25 0.25 77.167 0.00 0.12 0.311 0 I I I 0.25 77.250 0.00 0.12 0.310 0 I 0.25 77.333 0.00 0.12 b.309 0 I I I 0.24 77.417 0.00 0.12 0.308 0 I I 0.24 77.500 0.00 0.12 0.307 0 I I I 0.24 77.583 0.00 0.12 0.306 0 0.24 77.667 0.00 .0.12 0.306 0 I I 0.24 77.750 0.00 0.12 0.305 0 + 0.24 77.833 0.00 0.12 0.304 0 I I I 0.24 77.917 0.00 0.12 0.303 0 I I I 0.24 78.000 0.00 0.12 0.302 0 I I. 0.24 78.083 0.00 0.12 0.301 0 0.24 78.167 0.00 0.12 0.301 0 I 0.24 78.250 0.00 0.12 0.300 0 I I I I 0.24 78.333 0.00 0.12 0.299 0 I I 0.24 78.417 0.00 0.12 0.298 0 I + 0.24 78.500 0.00 0.12 0.297 0 ( 0.24 78.583 0.00 0.12 0.296 0 I 0.23 78.667 0.00 0.12 0.296 0 I 0.23 78.750 0.00 0.12 0.295 0 I I 0.23 78.833 0.00 0.12 0.294 0 I I I I 0.23 78.917 0.00 0.12 0.293 0 I I I 0.23 79.000 0.00 0.12 0.292 0 0.23 79.083 0.00 0.12 0.292 0 + ( 0.23 79.167 0.00 0.12 0.291 0 I I 0.23 79.250 0.00 0.12 0.290 0 I I 0.23 79.333 0.00 0.12 0.289 0 I I I 0.23 r 79.417 0.00 0.12 0.288 0 I 0.23 • 79.500 0.00 0.12 0.288 0 I 0.23 79.583 0.00 0.11 0.287 0 I I 0.23 79.667 0.00 0.11 0.286 0 0.23 79.750 0.00 0.11 0.285 0 I 0.23 79.833 0.00 0.11 0.284 0 I I 0.23 79.917 0.00 0.11 0.284 0 I I I I 0.22 80..000 0.00 0.11 0.283 0 I I I 0..22 80.083 0.00 0.11 0.282 0 I I 0.22 80.167 0.00 0.11 0.281 0 I I 0.22 80.250 0.00 0.11 0.281 0 I I 0.22 80.333 0.00 0.11 0.280 0 I I 0.22 80.417 0.00 0.11 0.279 0 I I 0.22 80.500 0.00 0.'11 0.278 0 I I 0.22 80.583 0.00 0.11 0.277 0 I I I 0.22 80.667 0.00 0.11 0.277 0 I I I 0.22 80.750 0.00 0.11 0.276 0 I I I 0.22 80.833 0.00 0.11 0.275 0 I I 0.22 80.917 0.00 0.11 0.274 0 I I I 0.22 81.000 0.00 0.11 0.274 0 I 0.22 81.083 0.00 0.11 0.273 0 0.22 81.167 0.00. 0.11 0.272 0 0.22 81.250 0.00 0.11 0.271 0 I I 0.21 81.333 0.00 0.11 0.271 0 I I I 0.21 81.417 0.00 0.11 0.270 0 I I I I 0.21 81.500 0.00 0.11 0.269 0 I I 0.21 81.583 0.00 0.11• 0.268 0 I I I 0.21 81.667 0.00 0.11 0.268 0 I I 0.21 81.750 0.00 0.11 0.267 0 I I 0.21 81.833 0.00 0.11 0.266 0 I 0.21 • 81.917 0.00 0.11 0.265 0 82.000 0.00 0.11 0.265 0 I I I 0.21 I 82.083 0.00 0.11 0.264 0 I I I 0.21 82.167 0.00 0.11 0.263 0 I I I 0121 82.250 0.00 0.11 0.263 0 I 0.21 82.333 0.00 0.10 0,262 0 I 0.21 • 82.417 0.00 0.10 0.261 0 I 0.21 • 82.500 82.583 0.00 0.00 0.10 0.260 0.10 0.260 0 I I I 0 I I 0.21 0.21 82.667 0.00 0.10 0.259 0 I 0.21 82.750 0.00 0.10 0.258 0 I I I 0.20 82.833 0.00 0.10 0.258 0 I I I 0.20 82.917 0.00 0.10 0.257 0 I I 0.20 83.000 0.00 0.10 0.256 0 I I I 0.20 83.083 0.00 0.10 0.255 0 I I 0.20 83.167 0.00 0.10 0.255 0 I I 0.20 83.250 0.00 0.10 0.254 0 I. I 0.20 83.333 0.00 0.10 0.253 0 I I 0.20 83.417 0.00 0.10 0.253 0 I 0.20 83.500 0.00 0.10 0.252 0 I I 0.20 83.583 0.00 0.10 0.251 0 I I I 0.20 83.667 0.00 0.10 0.251 0 I I 0.20 83.750 0.00 0.10 0.250 0 I 0.20 83.833 0.00 0.10 0.249 0 I 0.20 Remaining water in basin = 0.25 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 1006 Time interval = 5.0 (Min.) Maximum /Peak,flow rate = 1.004 (CFS) Total volume = 2.661 (Ac.Ft) Status of hydrographs being held in storage' / Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ( • Peak Vol (CFS) 0.000 (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 **************************************** -------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - - - -- • FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 06/02/06 --------------------------------------------------------------------- Retention Basin "M" bottom basin = 406.0 depth = 5.86' water surface elevation = 411.86 -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 31733m24100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 292 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 4.483 (CFS) Total volume = 1.893 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** J Graph values: 'I'= unit inflow; 101= outflow at time shown +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 = 292 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 1.000 0.117 0.235 0.116 0.118 2.000 0.264 0.294 0.263 0.265 3.000 0.448 0.368 0.447 0.449 4.000 0.668 0.442 0.666 0.670 5.000 0.927 0.502 0.925 0.929 6000-- 329-- 805 1326-- 1.332--- ---- - - - -1. - - - -0. - - - - -- - - - - -- - - - - -- Hydrograph Detention Basin Routing -------------------------------------------- I------------------- - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown • • i • --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.1 2.24 3.36 4.48 (Ft.) 0.083 0.08 0.00 0.000 0 I I I I 0.00 0.167 0.17 0.00 0.001 OI I I I I 0.01 0.250 0.19 0.00 0.002, OI I I I I 0.02 0.333 0.23 0.01 0.004 OI I I I I 0.03 0.417 0.28 0.01 0.005 0 I I I I I 0.05 0.500 0.29 0.01 0.007 O I I I I I 0.06 0.583 0.29 0.02 0.009 0 I I I I I 0.08. 0.667 0.30 0.02 0.011 0 I I I I I 0.09 0.750 0.30 0.03 0.013 0 I I I I I 0.11 0.833 0.33 0.03 0.015 0 I I I I I 0.13 0.917 0.38 0.03 0.017 0 I I I I I 0.15 1.000 0.39 0.04 0.020 0 I I I I I 0.17 1.083 0.35 0.04 0.022 0 I I I. I I 0.19 1.167 0.31 0.05 0.024 0 I I I I I 0.20 1.250 0.30 0.05 0.026 0 I I I I I 0.22 1.333 0.30 0.05 0.027 0 I I I I I 0.23 1.417 0.30 0.06 0.029 0 I I I I I 0.25 1.500 0.30 0.06 0.031 0 I I I I I 0.26 1.583 0.30 0.06 0.032 0 I I I I I 0.27 1.667 0.30 0.07 0.034 0 I I I I I 0.29 1.750 0.30 0.07 0.035 O I I I I I 0.30 1.833 0.33 0.07 0.037 O I I I I I 0.32 1.917 0.38 0..08 0.039 0 I I I I I 0.33 2.000 0.39 0.08 0.041 0 1 I I I I 0.35 2.083 0.39 0.09 0.043 0 I I I I I 0.37 2.167 0.39 0.09 0.045 0 I I I I I 0.3,9, 2.250 0.39 0.09 0.047 0 I I I I I 0.40 2.333 0.39 0.10 0.049 0 I I I I I 0.42. 2.417 0.39 0.10 0.051 O I I I I I- 0.44 2.500 0.39 0.11 0.053 0 I I I I I 0.46 2.583 0.43 0.11 0.055 0 I I I I I 0.47 2.667 0.48 0.12 0.058 0 I I I I I 0.49 2.750 0.49 0.12 0.060 0 I I I I I 0.51 2.833 0.49 0.13 0.063 0 I I I I I 0.54 2.917 0.49 0.13 0.065 0 I I I I I 0.56 3.000 0.49 0.14 0.068 0 2 I I I I 0.58 3.083 0.49 0.14 0.070 IO I I I I I 0.60. 3:167 0.49 0.15 0.073 IO I I I I I 0.62 3.250 0.49 0.15 0.075 IO I I I I I 0.64 3.333 0.49 0.16 0.077 IO I I I I I 0.66 3.417 0.49 0.16 0.080 IO I I I I I 0.68 3.500 0.49 0.16 0.082 IO I I I I i 0.70 3.583 0.49 0.17 0.084 IO I I I I I 0.72 3.667 0.49 0.17 0.086 IO I I I I I 0.74 3.750 0.49 0.18 0.088 IO I I I I I 0.76 3.833 0.53 0.18 0.091 IO I I I I I- 0.78 3.917 0.58 0.19 .0.093 IO I I I I I 0.80 4.000 0.59 0.19 0.096 IO I I I I I 0.82 ..4.083 0.59 0.20 0.099 IO I I I I I 0.84 4.167' 0.59 0.20 0.101. 10 I I I I- I 0.87 4.250 0.59 0.21 0.104 IO I I I I I 0.89 4.333 0.63 0.21 6.107 IO I I I I ( 0.91 .4.417 0.67 0.22 0.110 IO I I I I I 0.94 4.500 0.68 0.23 0.113 IO I I I I I 0.96 4.583 0.69 0.23 0.116 IO I I I I I 0.99 4.667 0.69 0.24 0.119 IO I I I I I 1.01. 4.750' 0.69 0.24 0.122 IO I I I I I 1.04 4'.833 0.73 0.24 0.126 IO I I I I I 1:06 4..917 .0.77 0.24 0.129 IO I I I I I 1.08, -5.000 0.78 0.24 0.133 IO I I I I I 1:11 5.083 0.71 0.24 0.136 I0 I I I I I 1.13 5.167 0.62 0.24 0.139 IO I I I I I 1.15 5'.250 0.60 0.24 0.142 IO I 1 1 1 1 1.17 5.333 0.63 0.25 0.144 IO I I I I I 1.18 5.417 0.67 0.25 0.147 IO I I I I I 1.20 • 5.500 0:68 0.25 0.150 IO I I I I I 1.22 5.583 0.73 0.25 0.153 IO I I I I I 1.25 5:667 0.77 0.25 0.157 IO I I I I I 1.27 5.750 0.78 0.25 0.160 IO I I I I I 1.29 5.833 0.79 0.25 0.164 IO I I I I I 1.32 5.917 0.79 0.26 0.167 IO I I I I I 1.34 6.000 0.79. 0.26 0.171 IO I I I I I 1.37 6.083 0.83 0.26 0.175 JO... I I- I' I I 1.39 6.167 0.87 0.26 0.179 10. I.I I I I 1.42 6.250 0.88 0.26 0.183 IO I I I I I 1.45 6.333 0.88 0.26 0.187 IO I I I I I 1.48. 6.417 0.89 0.27 0.192 IO I I I I I 1.51 6.500 0.89 0.27 0.196 IO I I I I I 1.54 6.583 0.92 0.27 0.200 IO I I I I I 1.57 6.667 0.97 0.27 0.205 IO I I I I I 1.60 6.750 0.98 0.27 0.210 IO I I I I I 1.63 6.833 0.98 0.27 0.215 IO II I I I 1.67 6.917 0.98 0.28 0.220 IO II I I I 1.70 7.000 0.98 0.28 0.225 IO II I I I 1.73 7.083 0.98 0.28 0.229 IO II I I I 1.76 7.167 0.98 0.28 0.234 10 II I I I 1.80 7.250 0.98 0.28 0.239 10 II I I I 1.83 7.333 1.02 0.29 0.244 10 II I I I 1.86 7.417 1.07 0.29 0.249 10 II I I I 1.90 7.500 1.08 0.29 0.255 10 II I I I 1.94 7.583 1.12 0.29 0.260 I O II I I I 1.97 7.667 1.17 0.29 0.266 10 I I I I 2.01 7.750 1.18 0.30 0.272 10 I I I I 2.04 7.833 1.22 0.30 0.278 10 I I I I 2.08 • 7.917 1.27 0.30 0.285 I 0 II I I I 2.11 8.000 1.28 0.31 0.291 10 II I I I 2.15 8.083 1.35 0.31 0.298 10 II I I I 2.19 8.167 1.45 0.31 0.306 10 I I I I I 2.23 8.250 1.47 0.31 0.314 10 I I I I I 2.27 8.333 1.47 0.32 0.322 10 I I I I I 2.31 8.417 1.48 0.32 0.330 10 I I I I I 2.36 8.500 1.48 0.32 0.338 10 I I I I I 2.40 8.583 1.51 0.33 0.346 10 I I I I I 2.44 8.667 1.56 0.33 0.354. 10 I I I I I 2.49 8.750 1.57 0.33 0.363 10 I I I I I 2.54 8.833 1.61 0.34 0.371 10 I I I I I 2.58 8.917 1.66 0.34 0.380 10 I I I I I 2.63 9.000 1.02 0.34 0.387 10 II I I I 2.67 9.083 0.42 0.34 0.390 10 I I I I 2.68 9.167 0.47 0.34 0.390 I OI I I I I 2.69 9.250 0.47 0.35 0.391 I OI I I I I 2.69 9.333 0.57 0.35 0.392 10. I I I I I 2.70 9.417 0.69 0.35 0.394 I O I I I I I 2.71 9.500 0.73 0.35 0.397 10 I I I I I 2.72 9.583 0.84 0.35 0.400 10 I .I I I I 2.74 9.667 0.95 0.35 0.404 10 I I I I I 2.76 9.750 0.99 0.35 0.408 10 II I I i 2.78 9.833 1.10 0.35 0.413 10 II I I I 2.81 9.917 -1.22 0.36 0.418 10 I I I I 2.84 10.000 1.26 0.36 0.424 10 I I I I 2.87 10.083 1.35 0.36 0.431 10. II I I I 2.91 10.167 1.45 0.36 0.438 10 I I I I I 2.94 10.250 1.47 0.37 0.445 10 I I I I I 2.99 10.333 1.47 0.37 0.453 I.0 I I I I I 3.02 10.417 1.48 0.37 0.461 10 I I I I I• 3.06 10.500 1.48 0.37 0.468 10 I I I I I 3.09 10.583 1.28 0.38 0.475 I 0 I.I. L I. I..... 3_,12 10.667 1.05 0.38 0.480 10 II 1 I I 3.15 10.750 1.01 0.38 0.485 10 II 1 I I 3.17 10.833 1.01 0.38 0.489 I 0 II (. 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I I I I 5.61 19.667 0.31 0.69 1.171 I. I 0 I I I I 5.61 19.750 0.30 0.68 1.168 I I 0 I I I I 5.60 19.833 0.26 0.68 1.165 II 0 I I I I 5.59 19.917 0.21 0.68 1.162- II 0 I I I I 5.59 20.000 0.20 0.68 1.159 II 0 I I I I 5.58 20.083 0.24 0.67 -1.156 II 0 I I I I 5.57 20.167 0.28 0.67 1.153 I I 0 I I I I 5.56 20.250 0.29, 0.67 1.150 I I 0 I I I I 5.56 20.333 0.29 0.67 1.148 I I 0 I I I I 5.55 20.417 0.30 0.67 1.145 I I 0 I I I I 5.54 20.500 0.30 0.66 1.143 13 0 I I I I 5.54 20.583 0.30 0.66 1.140 I I 0 I I I I' 5.53 20.667 0.30 0.66 1.138 I I 0 I I I I 5.52 20.750 0.30 0.66 1.135 I I 0 I I - I I 5.52 20.833 0.26 0.66 1.132 II 0 I I I I 5.51 20.917 0.21 0.65 1.130 II 0 I I I I 5.50 21.000 0.20 0.65 1.126 II 0 I I I I 5.50 21.083 0.24 0.65 ..1.123 II 0 I I I I 5.49 21.167 0.28 0.65 1.121 I I 0 I I I I 5.48 21.250 0.29 0.65 1.118 I I 0 I I I I 5.48 • 21.333 0.26 0.64 1.116 II O I I I I 5.47 21.417 0.21 0.64 1.1-13 11 0 I I I I 5.46 21.500 0.20 0.64 1.110 II 0 I I I I 5.45 21.583 0.24 0.64 1.107 II 0 I I I I. 5 -.45 21.667 0.28 0.64 1.104 I I 0 I I I I 5.44 21.750 0.29 0.63 1.102 I 1 0 I I I I 5.44 21.833 0.26 0.63 1.100 It 0 I I 5.43 21.917 0.21 0:63 1.097 II 0 I I I I 5.42 • 22.000 0.20 0.63 1.094 II 0 I I I I 5.42 22.083 0.24 0.63 1.091 It 0 I I I 5.41 22.167 0.28 0.62 1.089 I I O I I I I 5.40 22.250 0.29 0.62 1.086 I I 0 I I I I 5.40 22.333 0.26 0.62 1.084 II 0 I I I I 5.39 22.417 0.21 0.62 1.081 It 0 I I I I 5.38 22.500 0.20 0.62 1.078 It 0 I I I I 5.38 22.583 0.20 0.61 1.075 II 0 I I I I 5.37 22.667 0.20 0.61 1.073 II 0 I I I I 5.36 22.750 0.20 0.61 1.070 It O I I I I 5.36 22.833 0.20 0.61 1.067 II O I I I I 5.35 22.917 0.20 0.61 1.064 II 0 I I I I 5.34 23.000 0.20 0.60 1.061 II 0 I I I I 5.33 23.083 0.20 0.60 1.059 II 0 I I I I 5.33 23.167 0.20 0.60 1.056 II 0 I I I I 5.32 23.250 0.20 0.60 1.053 II 0 I I I I 5.31 23.333 0.20 0.59 1.050 II O I I I I 5.31 23.417 0.20 0.59 1.047 II 0 I I I I 5.30 23.500 0.20 0.59 1.045 II 0 I I I I 5.29 23.583 0.20 0.59 1.042 II 0 I I I I 5.29 23.667 0.20 0.59 1.039 II 0 I I I I 5.28 23.750 0.20 0.58 1.037 II 0 I I I I 5.27 23.833 0.20 0.58 1.034 II 0 I I I I 5.27 23.917 0.20 0.58 1.031 II 0 I I I I 5.26 24.000 0.20 0.58 1.029 II 0 I I I I 5.25 24.083 0.12 0.58 1.026 I 0 I I I I 5.25 24.167 0.03 0.57 1.022 I 0 I I I I 5.24 24.250 0.01 0.57 1.019 I 0 I I I I 5.23 24.333 0.00 0.57 1.015 I 0 I I I I 5.22 • 24.417 0.00 0.57 1.011 I 0 I I I I 5.21 24.500 0.00 0.56 1.007 I 0 I I I I 5.20 24.583 0.00 0.56 1.003 I 0 I I I I 5.19 24.667 0.00 0.56 0.999 I 0 I I I I 5.18 24.750 0.00 0.55 0.995 I 0 I I I I 5.17 24.833 0.00 0.55 0.992 I 0 I I I I 5.16 24.917 0.00 0.55 0.988 I 0 I I I I 5.15 25.000 0.00 0.55 0.984 I 0 I I I I 5.14 25.083 0.00 0.54 0.980 I O I I I I 5.13 25.167 0.00 0.54 0.977 I O I I I I 5.12 25.250 0.00 0.54 0.973 I 0 I I I I 5.11 25.333 0.00 0.53 0.969 I 0 I I I I 5.10 25.417- 0.00 0.53 0.966 I 0 I I I I 5.10 25.500 0.00 0.53 0.962 I 0 I I I I 5.09 25.583 0..00 0.53 0.958 I 0 I I I i. 5..08 25.667 0.00 0.52 0.955 I 0 I I I I 5.07 25.75.0 0.00' 0.52 0.951 I 0 I I I I 5.06 25.833 0.00 0.52 0.947 i 0 I I I I 5.05 25.917 0.00 0.51 0.944 I 0 I I I I 5.04 26.000 0.00 0.51 0.940 I 0 I I I I 5.03 26.083 0.00 0.51 0.937 I 0 I I I I 5.02 26.167 0.00 0.51 0.933 I 0 I I I I 5.02 26.250 0.00 0.50 0.930 I 0 I I I ( 5.01 26.333 0.00 0.50 0.926 I -0 I I I I 5.00 26.417 0.00 0.50 0.923 I 0 I I I I 4.98 26.500 0.00 0.50 0.920 I 0 I I I ( 4.97. 26.583 0.00 0.50 0.916 I 0 I I I I 4.96 26.667 0.00 0.50 0.913 I 0 I I I I 4.94 ' 26.750 0.00 0.50 0.909 I 0 I I I I 4.93 • 26.833 0.00 0.50 0.906 I 0 I I I I 4.92 26.917 0.00 0.50 0.902 I 0 I I I I 4.90 27.000 0.00 0.50 0.899 I 0 I I I I 4.89 27.083 0.00 0.49 0.896 I 0 I I.. (.. I 4.88 27.167 0.00 0.49 0.892 I 0 I I I I 4.87 27.250 0.00 0.49 0.889 I 0 I I I I 4.85 j 27.333 0.00 0.49 0.885 I 0 ( I I I 4.84 27.417 0.00 0.49 0.882 I 0 I I I I 4.83- • 27.500 0.00 0.49 0.879 I 0 I I I I 4.81 27.583 0.00 0.49 0.875 I O I I I I 4.80 27.667 0.00 0.49 0.872 I 0 I I I I' 4.79 27.750 0.00 0.49 0.868 I 0 I I I I 4.77 27.833 0.00 0.49 0.865 I 0 I I I I 4.76 27.917 0.00 0.49 0.862 I 0 I I I I 4.75 28.000 0.00 0.49 0.858 I 0 I I I I 4.74 28.083 0.00 0.49 0.855 I 0 I I I I 4.72 28.167 0.00 0.48 0.852 I 0 I I I I 4.71 28.250 0.00 0.48 0.848 I 0 I I I I 4.70 28.333 0.00 0.48 0.845 I 0 I I I I 4.68 28.417 0.00 0.48 0.842 I 0 I I I I 4.67 28.500 0.00 0.48 0.838 I 0 I I I I 4.66 28.583 0.00 0.48 0.835 10 I I I I 4.65 28.667 0.00 0.48 0.832 I 0 I I I I 4.63 28.750 0.00 0.48 0.828 I 0 I I I I 4.62 28.833 0.00 0.48 0.825 I 0 I I I I 4.61 28.917 '0.00 0.48 0.822 I 0 I I I I 4.59 29.000 0.00 0.48 0.819 I 0 I I I I 4.58 29.083 0.00 0.48 0.815 I 0 I I I I 4.57 29.167 0.00 0.48 0.812 10 I I I I 4.56 29.250 0.00 0.47 0.809 I 0 I I I I 4.54 29.333 0.00 0.47 0.806 I 0 I I I I 4.53 29.417 0.00 0.47- 0.802 I 0 I I I I 4.52 29.500 0.00 0.47 0.799 I 0 I I I I 4.51 29.583 0.00 0.47 0.796 I 0 I I I I. 4.49 29.667 0.00 0.47 0.792 I 0 I I I I 4.48 �--• 29.750 0.00 0.47 0.789 I 0 I I I I 4.47 29.833 0.00 0.47 0.786 I 0 I I I I 4.46 • 29.917 0.00 0.47 0.783 I 0 I I I I 4.44 30.000 0.00 0.47 0.780 I 0 I I I I 4.43 30.083 0.00 0.47 0.776 I O I I I I 4.42 30.167 0.00 0.47 0.773 I 0 I I I I 4.41 30.250 0:00 0.47 0.770 I 0 I I I I 4.39 30.333 0.00 0.46 0.767 I 0 I I I I 4.38 30.417 0.00 0.46 0.764 I O I I - I I 4.37 30.500 0.00 0.46 0.760 I 0 I I I I 4.36 30.583 0.00 0.46 0.757 I 0 I I I I 4.34 30.667 0.00 0.46 0.754 I 0 I I I I 4.33. 30•.750 0.00 0.46 0.751 I 0 I I I I 4.32 30.833 0.00 0.46 0.748 I 0 I I I I 4.31 - 30.917 0.00 0.46 0.744 I 0 I I I I 4.30 , 31.000 0.00 0.46 0.741 I 0 I I I I 4.28 31.083 0.00 0.46 0.738 I O I I I I 4.27 31.167 0.00 0.46 0.735 I O I I I I 4.26 31.250 0.00 0.46 0.732 I 0 I I I I 4.25 31.333 0.00 0.46 0.729 I 0 I I I I 4.23 31.417 0.00 0.46 0.726 I 0 I I I I 4.22 31.500 0.00 0.45 0.722 I 0 I I I I 4.21 31.583 0.00 0.45 0:719 I 0 I I' I I 4.20 - 31.667 0.00 0.45 0.716 I 0 I I I I 4.19. 31.750 0.00 0.45 0.713 I 0 I I I I 4.17 31.833 0.00 0.45 0.710 I 0 I I I I 4.16 - 31.917 0.00 0.45 0.707 I 0 I I I I 4.15 32.000 0.00 0.45 0.704 I 0 I I I I 4.14 32.083 0.00 0.45 0.701 I 0 I I I I 4.13 �= 32.167 0.00 0.45 0.698 I 0 I I I I 4.11 32.250 0.00 0.45. 0.694 I 0 I I I I 4.10 • 32.333 0.00 0.45 0.691 I 0 I I I I 4.09. 32.417 0.00 0.45 0.688 I 0 I I I I' 4.08 - 32.500 0.00 0.45 0.685 I 0 I I I I 4.07 32.583 0.00 0.45 0.682 I 0 I I I I 4.05 32.667 0.00 0.44 0.679 I 0 I I I I 4.04. 32.750 0.00 0.44 0.676 I 0 I I I I 4.03 r 32.833 0.00 0.44 0.673 I 0 I I I I 4.02 32.917 0.00 0.44 0.670 I 0 I I 4.01. • 33.000 0.00 0.44 0.667 I 0 I 3.99 33:083 0.00 0.44 0.664 I 0 I 3.98 33.167 0.00 0.44 0.661 I 0 I 3.97 33.250 0.00 0.44 0.658 I 0 I ( I I 3.95 33.333 0.00 0.44 0.655 I 0 I I I 3.94 33.417 0.00 0.44 0.652 I 0 I 3.93 33.500 0.00 0.44 0.649 I 0 I 3.91 33.583 0.00 0.43 0.646 I 0 I 3.90 33.667 0.00 0.43 0.643 I 0 I 3.89, 33.750 0.00 0.43 0.640 I 0 I I 3.87 33.833 0.00 0.43 0.637 I 0 I 3.86 33.917 0.00 0.43 0.634 I 0 3.84 34.000 0.00 0.43 0.631 I 0 I 3.83 34.083 0.00 0.43 0.628 I 0 I 3.82 34.167 0.00 0.43 0.625 I 0 3.80 34.250 0.00 0.43 0.622 I 0 I 3.79 34.333 0.00 0.43 0.619 I 0 I 3.78 34.417 0.00 0.42 0.616 I 0 3.76 34.500 0.00 0.42 0.613 I 0 I I I I 3.75 34.583 0.00 0.42 0.610 I 0 I I 3.74 34.667 0.00 0.42 0.607 I 0 I I 3.72 34.750 0.00 0.42 0.604 I 0 I I I 3.71 34.833 0.00 0.42 0.602 I 0 I 3.70 34.917 0.00 0.42 0.599 I 0 I ) 3.69 35.000 0.00 0.42 0.596 I'0 3.67 35.083 0.00 0.42 0.593 I 0 I I I I 3.66 35.167 0.00 0.42 0.590 I 0 I 3.65 35.250 0.00 0.41 0.587 I 0 I 3.63 35.333 0.00 0.41 0.584 I 0 I I I 3.62 • 35.417 0.00 0.41 0.582 I 0 I I 3.61 35.500 0.00 0.41 0.579 I 0 I 3.59 35.583 0.00 0.41 0.576 I 0 I I I 3.58 35.667 0.00 0.41 0.573 I 0 I I 3.57 35.750 0.00 0.41 0.570 I 0 I 3.56 35.833 0.00 0.41 0.567 I 0 I 3.54 35.917 0.00 0.41 0.565 I 0 I 3.53 36.000 0.00 0.41 0.562 I 0 I I .3.52 36.083 0.00 0.41 0.559 I 0 I I 3.50 36.167 0.00 0.40 0.556. I 0 I I 3.49 36.250 0.00 0.40 0.553 I 0 I 3.48 36.331 0.00 0.40 0.551 I 0 I 3.47 36.417 0.00 0.40 .0.548 I 0 3.45 36.50.0 0.00 0.40 0.545 I 0 I I ( 3.44 36.583 0.00 0.40 0.542 I.0 I I 3.43 36.667 0.00 0.40 0.540 1-0 3.42 36.750 0.00 0.40 0.537 I 0 I I I I 3.40 36.'833 0.00 0.40 0.534 I 0 I I 3.39 36.917 0.00 0.40 0.531 I 0 I I 3.38 37.000 0.00 0.40 0.529 I 0 I 3.37 37.083 0.00 0.39 0.526 I 0 I I I 3.35 37.167 0.00 0.39 0.523 I 0 I I 3.34 37.250 0.00 0.39 0.52,1 I 0 3.33 37.333 0.00 0.39 0.518 I 0 I 3.32 37.417 0.00 0.39 0.515 I 0 I I 3.31 37.500 0.00 0.39 0.512 I 0 I 3.29 37.583 0.00 0.39 0.5.10 I 0 I 3.28 37.667 0.00 0.39 0..507 I 0 I I 3.27. 37.750 0.00 0.39 0.504 I 0 I I 3.26 • 37.833 0.00 0.39 0.502 I 0 I I 3.24 37.917 0.00 0.39 0.499 I 0 I I 3.23 38.000 0.00 0.38 0.496 I 0 I 3.22 38.083 0.00 0.38 0.494 I 0 I I 3.21 38.167 0.00 0.38 0.491 I 0 I 3.20 38.250 0.00 0.38 0.489 I 0 I 3.18 38.333 0.00 0.38 0.486 I 0 I I I I 3.17 r 38.417 0.00 0.38 0.483 I 0 I I I I 3.16 • 38.500 0.00 0.38 0.481 I 0 I I I I 3.15 38.583 0.00 0.38 0.478 I 0 I I I I 3.14 38.667 0.00 0.38 0.475 I 0 I I I I 3.12 38.750 0.00 0.38 0.473 I 0 I I I I 3.11 38.833 0.00 0.38 0.470 I 0 I I I I 3.10 38.917 0.00 0.37 0.468 I 0 I I 3.09 39.000 0.00 0.37 0.465 I 0.... L. I I I 3.08 39.083 0.00 0.37 0.463 I 0.. 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I. I.. 2.38 43.667 0.00 0.32 0.331 10 -" I I I I 2.37 43.750 0.00 0.32 0.329 I 0 I I I I 2.35 43.833 0.00 0.32 0:327 1 0 I I I I 2.34 43.917 0.00 0.32 0.325 I 0 I I I I 2.33 • .44.000 0.00 0.32 0.322 I 0 I I I I 2.32 44.083 0.00 0.32 0.320 I 0 I I I I 2.31 44.167 0.00 0.32 0.318 I 0 I I I I 2:29 44.250 0.00 0.31 0.316 I 0. I I I I 2.28 44.333 0.00 0.31 0.314 I 0 I I I I 2.27 44.417 0.00 0.31 0.312 I 0 I I I I 2.26 44.500 0.00 0.31 0.309 I 0 I I I I 2.25 144.583 0.00 0.31 0.307 I 0 I I I I 2.24 44.667 0.00 0.31 0.305 I.0 I I I I 2.22 44.750 0.00 0.31 0.303 I 0 I I I I 2.21 44.833 0.00 0.31 0.301 I 0 I I I I 2.20 44.917 0.00 0.31 0.299 I 0 I I I I 2.19 45.000 0.00 0.31 0.297 I 0 I I I I 2.18 45.083 0.00 0.31 0.295 I 0 I I I I 2.17 45.167 0.00 0.31 0.292 I 0 I I I l I 2.15 45.250 0.00 0.30 0.290 I 0 I I I I 2:14 45.333 0.00 0.30 0.288 10 I I I I 2.13 45.417 0.00 0.30 0.286 I 0 I I I I 2.12 45.500 0.00 0.30 0.284 I 0 I I I. I 2.11 45.583 0.00 0.30 0.282 1 0 I I I I 2.10 45.667 0.00 0.30 0.280 I 0 I I i I' 2.09 45.750 0.00 0.30 0.278 I 0 I I I I 2.08 45.833 0.00 0.30 0.276 I 0 I. I I I _ 2.06 45.917 0.00 0.30 0.274 I 0 I I I I 2.05 46.000 0.00 0.30 0.272 I 0 I I I I 2.04 46.083 0.00 0.30 0.270 I 0 I I I I 2.03 46.167 0.00 0.30 0.268 I 0 I I I I 2.02 r 46.250 0.00 0.29 0.266 I 0 I I I I 2.01 • 46.333 46.417 0.00 0.00 0.29 0.29 0.264 0.262 I 0 I 0 I I I I I I I 2.00 I 1.98 46.500 0.00 0.29 0.259 I 0 I I' I I 1.97 46.583 0.00 0.29 0.25.7 I 0 I I I I 1.96 46.667 0.00 0.29 0.255 I 0 I I I I 1.94 46.750 0.00 0.29 0.253 I 0 I I I I 1.93 46.833 0.00 0.29 0.251 I 0 I I I I 1.91 . 46.917- 0.00 0.2.9 .0..2.49 I 0 I I I I 1.90. 47.000 0.00 0.29 0.248 I 0 I I I I 1.89 47.083 0.00 0.29 0.246 I 0 I I I I 1.87 47.167 0.00 0.29 0.244 I 0 I I I I 1.86 47.250 0.00 0.29 0.242 I 0 I I I I 1.85 47.333 0.00 0.28 .0.240 1 0 I I I I 1.83 47.417 0.00 0.28 0.238 I 0 I I I I 1.82 47.500 0.00 .0:28 0.236 10 I I I I 1.81 47.583 0.00 0.28 0.234 10 I I I I 1.79 47.667 0.00 0.28 0.232 I 0 I I I I 1.78- 47.750 0.00 0.28 0.230 I 0 I I I I 1.77 47.833 0.00 0:28 0.228 IO I I I I 1.76 47.917 0.00 0.28 0.226 IO I I I I 1.74. 48.000 0.00 0.28 0.224 IO I I I I_ 1.73: 48.083 0.00 0.28 0.222 IO I I I I' 1.72 48.167 0.00 0.28 0.220 IO I I I I 1.70 48.250 0..00 0.28 0.218 IO I I I I 1.69 - 48.333 0.00 0.27 0.217 IO I I I I 1.68 48.417 0.00 0.27 0.215 IO I I I I 1:66 48.500 0.00 0.27 0..213 IO I I I I 1.65 48.583 0.00 0.27 0.211 IO I I I I 1.64 48.667 0.00 0.27 0.209 IO I I I I' 1.63 48.750 0.00 0.27 0.207 IO I I I I 1.61 • 48.833 0.00 0.27 0.205 IO I I I I 1.60 48.917 0.00 0.27 0.203 •I0 I I I I 1.59 49.000 0.00 0.27 0.202 IO I I I I' 1.58, 49.083 0.00 0.27 0.200 IO I I I I 1.56 49.167 0.00 0.27 0.198 IO I I I I 1.55 49.250 0.00 0.•27 0.196 IO I I I I 1.54 1.53 1.51 1.50 1.49 1.48 1.46 1.45 1.44 1.43 1.41 1.40 1.39 1.38 1.37 1.35 1.34 1.33 1.32 1.31 1.29 1.28 1.27 1.26 1.25 1.24 1.22 1.21 1.20 1.19 1.18 1.17 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.06 1.05 1.04 1.03 1.02 1.01 1.00 0.98 0.97 0.96 0.94 0.93 0.92 0.91 0.89 0.88 0.87 0.86 0.84 0.83 0.82 0.81 0.80 0.79 0..78 0.77 0.76 49.333 0.00 0.27 0.194 IO • 49.417 49.500 0.00 0.00 0.27 0.26 0.192. 0.191 IO IO 49.583 0.00 0.26 0.189 IO 49.667 0.00 0.26 0.187 IO 49.750 0.00 0.26 0.185 IO 49.833 0.00 0.26 0.183 IO 49.917 0.00 0.26 0.181 IO 50.000 0.00 0.26 0.180 IO 50.083 0.00 0.26 0.178 IO 50.167 0.00 0.26 0.176 IO 50.250 0.00 0.26 0.174 IO 50.333 0.00 0.26 0.173 IO 50.417 0.00 0.26 0.171 IO 50.500 0.00 0.26 0.169 IO 50.583 0.00 0.26 0.167 IO 50.667 0.00 0.25 0.166 IO 50.750 0.00 0.25 0.164 IO 50.833 0.00 0.25 0.162 IO 50.917 0.00 0.25 0.160 IO 51.000 0.00 0.25 0.159 IO 51.083 0.00 0.25 0.157 IO 51.167 0.00 0.25 0.155 IO 51.250 0.00 0.25 0.153 IO 51.333 0.00 0.25 0.152 IO 51.417 0.00 0.25 0.150 IO 51.500 0.00 0.25 0.148 IO 51.583 0.00 0.25 0.147 IO 51.667 0.00 0.25 0.145 IO 51.750 0.00 0.25 0.143 IO 51.833 0.00 0.24 0.141 IO • 51.917 0.00 0.24 0.140 IO 52.000 0.00 0.24 0.138 IO 52.083 0.00 0.24 0.136 IO 52.167 0.00 0.24 0.135 IO 52.250 0.00 0.24 0.133 IO 52.333 0.00 0.24 0.131 IO 52.417 0.00 0.24 0.130 IO 52.500 0.00 0.24 0.128 IO 52.583 0.00 0.24 0.126 IO 52.667 0.00 0.24 0.125 IO 52.750 0.00 0.24 0.123 IO 52.833 0.00 0.24 0.122 IO 52.917 0.00 0.24 0.120 IO 53.000 0.00 0.24 0.118 IO 53.083 0.00 0.23 0.117 IO 53.167 0.00 0.23 0.115 IO 53.250 0.00 0.23 0.113 IO 53.333 0.00 0.22 0.112 IO 53.417 0.00 0.22 0.110 IO 53.500 0.00 0.22 0.109 IO 53.583 0.00 0.22 0.107 IO 53.667 0.00 0.21 0.106 IO 53.750 0.00 0.21 0.104 IO 53.833 0.00 0.21 0.103 IO 53.917 0.00 0.20 0.102 IO 54.000 0.00 0.20 0.100 IO $4.083 0.00 0.20 0.099 IO 54.167 0.00 0.20 0.097 IO 54.250 0.00 0.19 0.096 IO • 54.333 0.00 0.19 0.095 IO 54.417 0.00 0.19 0.094" IO 54.500 0.00 0.19 0.092 IO 54.583 0.00 0.18 0.091 IO 54.667 0.00 0.18 0.090 IO 54.750 0.00 0.18 0.088 IO 1.53 1.51 1.50 1.49 1.48 1.46 1.45 1.44 1.43 1.41 1.40 1.39 1.38 1.37 1.35 1.34 1.33 1.32 1.31 1.29 1.28 1.27 1.26 1.25 1.24 1.22 1.21 1.20 1.19 1.18 1.17 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.06 1.05 1.04 1.03 1.02 1.01 1.00 0.98 0.97 0.96 0.94 0.93 0.92 0.91 0.89 0.88 0.87 0.86 0.84 0.83 0.82 0.81 0.80 0.79 0..78 0.77 0.76 54.833 0.00 0.18 0.087 IO i Remaining water in basin = 0.05 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 699 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.762 (CFS) Total volume = 1.844 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 54.917 0.00 0.17 0.086 IO • 55.000 0.00 0.17 0.085 IO 55.083 0.00 0.17 0.084 IO 55.167 0.00 0.17 0.083 IO 55.250 0.00 0.16 0.081 IO 55.333 0.00 0.16 0.080 IO 55.417 0.00 0.16 0.079 IO 55.500 0.00 0.16 0.078 IO 55.583 0.00 0.15 0.077 IO 55.667 0.00 0.15 0.076 IO 55.750 0.00 0.15 0.075 IO 55.833 0.00 0.15 0.074 IO 55.917 0.00 0.15 0.073 IO 56.000 0.00 0.14 0.072 IO 56.083 0.00 0.14 0.071 IO 56.167 0.00 0.14 0.070 IO 56.250 0.00 0.14 0.069 0 56.333 0.00 0.14 0.068 0 56.417 0.00 0.13 0.067 0 56.500 0.00 0.13 0.066 O 56.583 0.00 0.13 0.065 O 56.667 0.00 0.13 0.064 0 56.750 0.00 0.13 0.063 O 56.833 0.00 0.13 0.063 0 56.917 0.00 0.12 0.062 0 57.000 0.00 0.12 0.061 0 57.083 0.00 0.12 0.060 a 57.167 0.00 0.12 0.059 O 57.250 0.00 0.12 0.058 0 57.333 0.00 0.12 0.058 0 • 57.417 0.00 0.11 0.057 O 57.500 0.00 0.11 0.056 O 57.583 0.00 0.11 0.055 O 57.667 0.00 0.11 0.055 0 57.750 0.00 0.11 0.054 0 57.833 0.00 0.11 0.053 0 57.917 0.00 0.11 0.052 0 58.000 0.00 0.10 0.052 0 58.083 0.00 0.10 0.051 0 58.167 0.00 0.10 0.050 0 58.250 0.00 0.10 0.049 0 i Remaining water in basin = 0.05 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 699 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.762 (CFS) Total volume = 1.844 (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 - 2001 Study date: 06/01/06 --------------------------------------------------------------------- Retention Basin "O" bottom basin = 411.5 depth = 1.59' water surface elevation = 413.09 -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 31733024100.rte ******* * *** * * ** * * * * * ** * * * * * *HYDROGRAPH DATA * * * * * * * * * ** * * * * * * * * * * * * * * * ** Number of intervals = 291 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.103 (CFS) Total volume = 1.310 (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 = 291 Hydrograph time unit = 5.000 (Min:) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I Initial basin s storage = = 0.00 (Ac.Ft) Initial basin o outflow = = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and D Depth vs. Discharge data: Basin Depth S Storage O Outflow (S- 0 *dt /2) ( (S +O *dt /2) (Ft.) ( (Ac.Ft) ( (CFS) (Ac.Ft) ( (Ac.Ft) 0.000 0 0.000 0 0.000 0.000 0 0.000 0.500 0 0.103 0 0.414 0.102 0 0.104 1.000 0 0.305 0 0.810 0.302 0 0.308 1.500 0 0.521 0 0.865 0.518 0 0.524 2.500 - -1:001 0 0.961 0.998 1 1.004 3.500 1 1.529 1 1.058 1.525 1 1.533 Hydrograph D Detention Basin Routing - -------- - - - - -- Graph values: 'I'= unit inflow; 101= outflow at time shown --------------------------------------------------------------- - - - - -- O OI OI OI 0 I 0 I 0 I 0 I O I 0 I 0 I 0 I 0 I 0 I O I O I 0 I 0 I 0 I O I 0 .I 0 I 0 I 10I 10I 10I 10I 10I 10I 1OI 10 I 10 I IO I 10 I IO I IO I IO I IO I IO I 10 I IO I 10 I 10 I 10 I 0.8 1.55 2.33 3.10 Depth (Ft.) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 0.11 0.11 0.11 0.12 0.13 0.13 0.14 0.14 0.15 0.15 0.16 0.16 0.17 0.18 0.18 0-19. 0.20 0.20. 0.21 0.21 0.22 0.22 0.23 0.23 0.24 0.24 0.25 0.26 0.26 0.27 0.28 0.28 0.29. 0.30 0.30 0.31 0.32 0.33 0.33 0.34 0.35 0.36 0.36 0.36 Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) • 0.083 0.06 0.00 0.000 0.167 0.12 0.00 0.001 0.250 0.13 0.01 0.002 0.333 0.17 0.01 0.003 0.417 0.20 0.02 0.004 0.500 0.20 0.02 0.005 0.583 0.20 0.03 0.006 0.667 0.20 0.03 0.007 0.750 0.20 0.03 0.009 0.833 0.23 0.04 0.010 0.917 0.26 0.05 0.011 1.000 0.27 0.05 0.013 1.083 0.24 0.06 0.014 1.167 0.21 0.06 0.015 1.250 0.21 0.07 0.016 1.333 0.20 0.07 0.017 1.417 0.20 0.07 0.018 1.500 0.20 0.08 0.019 1.583 0.20 0.08 0.020 1.667 0.20 0.08 0.021 1.750 0.20 0.09 0.022 1.833 0.23 0.09 0.023 1.917 0.26 0.10 0.024 2.000 0.27 0.10 0.025 2.083 0.27 0.10 0.026 2.167 0.27 0.11 0.027 2.250 0.27 0.11 0.028 r 2.333 0.27 0.12 0.029 2.417 0.27 0.12 0.030 • 2.500 0.27 0.13 0.031 2.583 0.30 0.13 0.032 2.667 0.33 0.14 0.034 2.750 0.34 0.14 0.035 2.833 0.34 0.15 0.036 2.917 0.34 0.15 0.038 3.000 0.34 0...16 0.039 3.083 0.34 0.16 0.040 3.167 0.34 0.17 0.042 3.250 0.34 0.17 0.043 3.333 0.34 0.18 0.044 3.417 0.34 0.18 0.045 3.500 0.34 0.19 0.046 3.583 0.34 0.19 0.047 3.667 0.34 0.19 0.048 3.750 0.34 0..20 0.049 3.833 0.37 0.20 0.050 3.917 0.40 0.21 0.051 4.000 0.41 0.21 0.053 4.083 0.41 0.22 •0.054 -4.167 0.41 0.22 0.055 4.250 0.41 0.23 0.057 4...333 0.44 0.23 0.058 4.417 0.47 0.24 0.060 4.500 0.47 0.25 0.'061 4.583 0.48 0.25 0.063 _ 4.667 0.48 0.26 0.064 4.750 4.833 0.48 0.51 0.26 0.27 0.066 0.067 4.917 0.54 0.28 0.069 5.000 0.54 0.28 0.071 5.083 0.48 0.29 0.072 5.167 0.42 0.29 0.073 5.250 0.41 0.30 0.074 5.333 0.44 0.30 0.075 O OI OI OI 0 I 0 I 0 I 0 I O I 0 I 0 I 0 I 0 I 0 I O I O I 0 I 0 I 0 I O I 0 .I 0 I 0 I 10I 10I 10I 10I 10I 10I 1OI 10 I 10 I IO I 10 I IO I IO I IO I IO I IO I 10 I IO I 10 I 10 I 10 I 0.8 1.55 2.33 3.10 Depth (Ft.) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 0.11 0.11 0.11 0.12 0.13 0.13 0.14 0.14 0.15 0.15 0.16 0.16 0.17 0.18 0.18 0-19. 0.20 0.20. 0.21 0.21 0.22 0.22 0.23 0.23 0.24 0.24 0.25 0.26 0.26 0.27 0.28 0.28 0.29. 0.30 0.30 0.31 0.32 0.33 0.33 0.34 0.35 0.36 0.36 0.36 5.417 0.47 0.31 0.076 I OI I I I I 0.37 • 5.500 5.583 0.47 0.51 0.31 0.32 0.077 I 0.078 10 OI I I I I I I I I I 0.37 0.38 5.667 0.54 0.32 0.080 10 I I I I I 0.39 5,.750 0.54 0.33 0.081 10 I I I I I 0.39 5.833 0.54 0.33 0.083 10 I I I I I 0.40 5.917 0.54 0.34 0.084 10 I I I I I 0.41 6.000 0.54 0.34 0.086 I" 0•I I I I I 0.42 6.083 0.57 0.35 0.087 10 I I' I I I 0.42 6.167 0.61 0.36 0.089 10 I I I I I 0.43 6.250 0.61 0.36 0.090 10 I I I I I 0.44 6.333 0.61 0.37 0.092 10 I I I I I 0.45 6.417 0.61 0.38 0.094 10 I I I I I 0.46 6.500 0.61 0.38 0.095 10 I I I I I 0.46 6.583 0.64 0.39 0.097 I 0 I I I I I 0.47 6.667 0.67 0.40 0.099 I 0 I I I I I 0.48 6.750 0.68 0.41 0.101 I 0 II I I I 0.49 6.833 0.68 0.41 0.103 I 0 II I I I 0.50 6.917 0.68 0.42 0.104 I 0 II I I I 0.50 7.000 0.68 0.42 0.106 I 0 II I I I 0.51 7.083 0.68 0.42 0.108 I 0 II I I I 0.51 7.167 0.68 0.43 0.110 I 0 II I I I 0.52 7.250 0.68 0.43 0.112 I 0 II I I I 0.52 7.333 0.71 0.43 0.113 I 0 II I I I 0.53 7.417 0.74 0.44 0.115 I 0 II I I I 0.53 7.500 0.75 0.44 0.117 I 0 II I I I 0.54 7.583 0.78 0.45 0.120 I 0 I I I I 0.54 7.667 0.81 0.45 0.122 I 0 I I I I 0.55 7.750 0.82 0.46 0.125 I 0 I I I I 0.55 7.833 7.917 0.85 0.88 0.46 0.47 0.127 0.130 I 0 I I 0 II I I I I I 0.56 I 0.57 8.000 0.88 0.47 0.133 I 0 II I I I 0.57 8.083 0.95 0.48 0.136 I 0 II I I I 0.58. 8.167 1.01 0.48 0.139 I 0 I I I I I 0.59 8.250 1.02 0.49 0.143 I 0 I I I I I 0.60 8.333 1.02 0.50 0.146 I 0 I I I I I 0.61 8.417 1.02 0.51 0.150 I 0 I I I I I 0.62 8.500 1.02 0.51 0.153 I 0 I I I I I 0.62 8.583 1.05 0.52 0.157 I 0 I I I I I 0.63 8.667 1.08 0.53 0.161 I 0 I I I I I 0.64 8.750 1.09 0.53 0.165 I 0 I I I I I 0.65 8.833 1.12 0.54 0.168 I 0 I I I I I 0.66 8.917 1.15 0.55 0.172 ( 0 I I I I I 0.67 9.000 0.65 0.55 0.175 I OI I I I I 0.68 9.083 0.27 0.55 0.174 I I 0 I I I I 0.68 9.167. 0.32 0.55 0.172 I I 0 I I I I 0.67 9.250 0.32 0.55 0.171 I I 0 I I I I 0.67 9.333 0.41 0.54 0.170 I IO I I I I 0.66 9.417 0.48 0.54 0.169 I IO I I I I 0.66 9.500 0.51 0.54 0.169 I 0 I I I I 0.66 9.583 0.59 0.54 0.169 I OI I I I I 0.66 9.667 0.67 0.54 0.169 I OI I I I I 0.66 9.750 0.69 0.55 0.170 I O.II I I I 0.67 9.833 . :0.77 0.55 0.171 I 0 II I I I 0.67 9.917 0.85 0.55 0.173 I 0 I I I 0.67 10.000 -0.87 0.56 0.175 I 0 II I I I 0.68 10.083 0.94 0.56 0.178 I 0 II I I I 0.68 10.167 1.01 0.57 0.181 I 0 I I I I I 0.69 10.250 1.02 0.57 0.184 I 0 I I I I I 0.70 10.333 1.02 0.58 0.187 I 0 I I I I I 0.71 10.417 1.02 0.58 0.190 I 0 I I I I I 0.71 10.500 1.02 0.59 0.193 I. O I I I- I I 0.72 10.583 0.87 0.59 0.195 I 0 I I I I 0.73 10.667 0.71 0.60 0.196 I OII I. I. I.. 0.73 10.750 0.69 0.60 0.197 I OII I I I. 0.73 10.833 0.69 0.60 0.198 1 OII I I I 0.73 • I • 10.917 0.71 0.60 0.198 I OII I I 0.74 11.000 0.72 0.60 0.199 I OII I I I 0.74 11.083 0.66 0.60 0.200 0 0.74 11.167 0.61 0.60 0.200 0 I I I 0.74 11.250 0.61 0.60 0.200 I 0 I I I I 0.74 11.333 0.61 0.60 0.200 O I 0.74 11.417 0.62 0.60 0.200 O I I 0.74 11.500 0.63 0.60 0.200 0 I I I I 0.74 11.583 0.51 0.60 0.200 IO I I I I 0.74 11.667 0.39 0.60 0.199 I O I I I 0.74 11.750 0.38 0.60 0.198 I I O I I 0.73 11.833 0.45 0.60 0.196 I I 0 I 0.73 11.917 0.52 0.60 0.196 IO I I 0.73 12.000 0.55 0.59 0.195 IO I I I 0.73 12.083 1.02 0.60 0.196 0 I I I I I 0.73 12.167 1.49 0..61 0.201 0 I II 0.74 12.250 1.59 0.62 0.207 O I I 0.76 12.333 1.69 0.63 0.214 I 0 II I 0.78 12.417 1.77 0.65 0.222 I O I I I 0.79 12.500 1.79 0.66 0.230 I 0 I I I I 0.81 12.583 1.94 0.68 0.238 0 I I I I 0.83 12.667 2.08 0.70 0.247 OI I I I I 0.86 12.750 2.12 0.72 0.257 I OI I I I 0.88 12.833 2.20 0.73 0.266 I OI I I I I 0.90 12.917 2.28 0.75 0.277 I OI II I 0.93 13.000 2.30 0.78 0.287 I OI II 0.96 13.083 2.64 0.80 0.299 I 0 I I I 0.98 13.167 2.98 0.81 0.313 I 0 I I I'I 1.02 13.250 3.05 0.82 0.328 I 0 I I II 1.05 13.333 3.08 0.82 0.343 0 I II 1.09 13.417 3.09 0.82 0.359 I 0 I II 1.12 13.500 3.10 0.83 0.375 0 I II 1.16 13.583 2.39 0.83 0.388 0' I I 1.19 13.667 1.67 0.83 0.396 0 II I I 1.21 13.750 1.55 0.83 0.401 0 II I 1.22 13.833 1.51 0.84 0.406 I 0 II I 1 1.23 13.917 1.52 0.84 0.411 I 0 II I I 1.25 14.000 1.53 0.84 0.416 I O II I 1..2.6 14.083 1.80 0.84 0.421 I 0 I I 1.27 14.167 2.08 0.84 0.429 I 0 I I I 1.29 14.250 2.14 0.84 0.438 0 I I I 1.31 14.333 2.10 0.85 0.446. 0 I I 1.33. 14.417 2.04 0.85 0.455 0 I I I 1.35 14.500 2.04 0.85 0.463 0 I I I 1.37 14.583 2.04 0.85 0.471 I 0 I I I I 1.38 14.667 2.05 0.85 0.479 I 0 I I I 1.40 14.750 2.06 0.86 0.488 I 0 I I I 1.42 14.833 2.00 0.86 0.496 I 0 I I I 1.44 14.917 1.95 0.86 0.503 I 0 I I 1.46 15.000 1.94 0.86 0.511 I 0 I I 1.48- 15.083 1.88 0.86 0.518 I 0 I I 1.49 15.167 1.83 0.87 0.525 I 0 I I 1.51 15.250 1.82 0.87. 0.532 I 0 I I 1.52 15.333 1.76 0.87 0.538 I 0 I 1.54 15.417 1.71 0.87 0.544 I 0 II I 1.55 15.500 1.70 0.87 0.550 0 - II I I 1.56 15.583 1.44 0.87 0.555 0 I 1.57 15.667 1.19 0.87 0.558 I 0 I 1.58_ 15.750 1.15 0.87 0.560 I 10.1 1.58 15.833 1.14 0.87 0.561 I IO I 1..58 15.917 1.15 0.87 0.563 I IO I I I .1-.59 16.000 1.16 0.87 0.565 I IO I I I ..1.59 16.083 0.77 0.87 0.566 IIO I I I "•.1.59 16.167 0.37 0.87 0.564 I I IO I I I 1.59 " 16.250 0.30 0.87 0.560 I I .IO I I I .1.58 16.333 0.27 0.87 0.556 I 1 0 I I I 1.57 16.417 0.27 0.87 0.552 I I 0 I I 1.56 . 16.500 16.583 0.27 0.24 0.87 0.87 0.548 I 0.544 I I 0 I 0 I 1.56 1.55 16.667 0.21 0.87 0.539 I I 0 I 1.54 16.750 0.21 0.87 0.535 I I 0 1.53 16.833 0.20 0.87 0.530 I I 0 I I 1.52 16.917 0.20 0.87 0.525 I 0 I 1.51 17.000 0.20 0.86 0.521 I 0 I 1.50 17.083 0.26 0.86 0.517 I 0 I I 1.49 17.167 0.33 0.86 0.513 I I 0 I I 1.48 17.250 0.34 0.86 0.509 I I 0 I I 1.47 17.333 0.34 0.86 0.505 I 0 I I I 1.46 17.417 0.34 0.86 0.502 I I 0 1.46 17.500 0.34 0.86 0.498 I I 0 1.45 17.583 0.34, 0.86 0.495 I 0 1.44 17.667 0.34 0.86 0.491 I 0 I I 1.43 17.750 0.34 0.86 0.488 I I 0 I I 1.42 17.833 0.31 0.86 0.484 I I 0 I I 1.41 17.917 0.28 0.85 0.480 I 0 1.41 18.000 0.27 0.85 0.476 I 0 1.40 18.083 0.27 0.85 0.472 I 0 I I 1.39 18.167 0.27 0.85 0.468 I I 0 I 1.38 18.250 0.27 0.85 0.464 I I 0 I I 1.37 18.333 0.27 0.85 0.460 I 0 I I 1.36 18.417 0.27 0.85 0.456 I I 0 1.35 18.500 0.27 0.85 0.452 I 0 1.34 18.583 0.24 0.85 0.448 I 0 I I 1.33 18.667 0.21 0.85 0.444 I 0 I 1.32 18.750 0.21 0.84 0.440 I 0 I I 1.31 18.833 0.17 0.84 0.435 1I 0 I I 1.30 18.917 0.14 0.84 0.430 1I 0 I I 1.29 • 19.000 0.14 0.84 0.425 II 0 I 1 1 1.28 19.083 0.17 0.84 0.421 II 0 I I I 1.27 19.167 0.20 0.84 0.416 I I 0 I I 1.26 19.250 0.20 0.84 0.412 I 0. I 1.25 19.333 0.23 0.84 0.408 I 0 I 1.24 19.417 0.26 0.84 0.404 I 0 1.23 19.500 0.27 0.83 .0.400 I 0 I 1.22 19.583 0.24 0.83 0.396 I 0 I I I 1.21 19.667 0.21 0.83 0.391 I I 0 I 1.20 19.750 0.21 0.83 0.387 I I 0 1.19 19.833 0.17 0.83 0.383 II 0 1 1.18 19.917 0.14 0.83 0.378 1I 0 1 I I 1.17 20.000 0.14 0.83 0.373 1I 0 I 1.16 20.083 0.17 0.83 0.369 1I 0 I 1.15 20.167 0.20 0.83 0.364 I 0 I 1.14 20.250 0.20 0.82 0.360 I I 0 I ( I 1.13 20.333 0.20 0.82 0.356 I 0 I I I 1.12 20.417 0.20 0.82 0.352 I I 0 I 1.11 20.500 0.20 0.82 0.347 I I 0 I I 1.10 20.583 0.20 0.82 0.343 I I 0 I 1.09 20.667 0.20 0.82 0.339 I I 0 I I 1.08 20.750 0.20 0.82 0.335 I I 0 1.07 20.833 0.17 0.82 0.330 II 0 I I 1.06 20.917 0.14 0.82 0.326 1I 0 1.05 21.000 0.14 0.81 0.321 II 0 I I 1.04 21.083 0.17 0.81 0.317 II 0 I I 1.03 21 ..167 0.20 0.81 0.312 I I 0 I I 1.02 - :21.250 0.20 0.81 0.308 I I 0 I I 1.01 21.333 0.17 0.81 0.304 II 0 I 1.00 • 21.417 0.14 0.80 0.299 II 0 1 0.99• 21.500 0.14 0.79 0.295 1I 0 I __ 0.97 21.583 0.17 0.78 0.290 II 0 I 0.96 21.667 0.20 '0.77 0.286 ( I 01 I_ �. I 0.95 21.750 0.20 0.77 0.282 I OI I I 0.94 21.833 0.17 0.76 0.278 II OI I I 0.93 21.917 0.14 0.75 0.274 II OI I I I 0.92 • 22.000 22.083 0.14 -0.17 0.74 0.73 0. 270 0.266 II II OI OI I I I I I I 0.91 0.90 22.167 0.20 0.73 0.262 I I OI I I I 0.89 22.250 0.20 0.72 0.259 I I OI I I I 0.89 22.333 0.17 0.71 0.255 II OI I I I 0.88 22.417 0.14 0.70 0.251 II OI I I I 0.87 22.500 0.14 0.70 0.247 II OI I I 1 0.86 22.583 0.14 0.69 0.244 II OI I I I 0.85 22.667 0.14 0.68 0.240 II OI I I I 0.84 22.750 0.14 0.67 0.236 II 0 I I I I 0.83 22.833 0.14 0.67 0.232 II 0 I I I I 0.82 22.917 0.14 0.66 0.229 II 0 I I I I 0.81 23.000 0.14 0.65 0.225 II 0 I I I I 0.80 23.083 0.14 0.65 0.222 II 0 I I I I 0.79 23.167 0.14 0.64 0.218 II 0 I I I. I 0.79 23.250 0.14 0.63 0.215 II 0 I I I I 0.78 23.333 0.14 0.63 0.211 II 0 I I I I 0.77 23.417 0.14 0.62 0.208 II 0 I I I I 0.76 23.500 0.14 0.61 0.205 II. 0 I I I I 0.75 23.583 0.14 0.61 0.201 II 0 I I I I 0.74 23.667 0.14 0.60 0.198 II 0 I I I I 0.74 23.750 0.14 0.59 0.195 II 0 I I I I 0.73 23.833 0.14 0.59 0.192 II 0 I I I I 0.72 23.917 0.14 0.58 0.189 II 0 I I I I 0.71 24.000 0.14 0.58 0.186 II 0 I I I I 0.70 24.083 0.08 0.57 0.182 I O I I I I 0.70 24.167 0.02 0.56 0.179 I 0 I I I I 0.69 24.250 0.00 0.56 0.175 I 0 I I I I 0.68 24.333 0.00 0.55 0.171 I 0 I I I I 0.67, 24.417 0.00 0.54 0.168 I 0 I I I I 0.66 • 24.500 0.00 0.53 0.164 I 0 I I I I 0.65 24.583 0.00 0.53 0.160 I 0 I I I I 0.64 24.667 0.00 0.52 0.157 I 0 I I I I 0.63 24.750 0.00 0.51 0.153 I 0 I I I I 0.62 24.833 0.00 0.51 0.150 I 0 I I I I 0.62 24.917 0.00 0.50 0.146 I 0 I I I I 0.61 25.000 0.00 0.49 0.143 I 0 I I I I 0.60 25.083 0.00 0.49 0.139 I 0 I I I I 0.59 25.167 0.00 0.48 0.136 I 0 I I I I 0.58 25.250 0.00 0.47 0.133 I 0 I I I I 0.57 25.333 0.00 0.47 0.130 I 0 I I I I 0.57 25.417 0:00 0.46 0.126 T" 0• I I I I 0.56 25.500 0.00 0.45 0.123 I 0 I I I I 0.55 25.583 0.00 0.45 0..120 I 0 I I I I 0.54 25.667 0.00 0.44 0.117 1 0 I I I I 0.53 25.750 0.00 0.44 0.114 I 0 I I I I .0.53 25.833 0.00 0.43 0.111 I 0 I I I I 0.52 25.917 0.00 0.42 0.108 I 0 I I I I 0.51 26.000 0.00 0.42 0.105 I 0 I I I I 0.51 26.083 0.00 0.41 0.102 I 0 I I I I 0.50 26.167 0.00 0.40 0.100 I 0 I I I I 0.48 26.250 0.00 0.39 0.097 I 0 I I I I 0,.47 26.333 0.00. 0.38 0.094 I 0 I I I I 0.46 26.417 0.00 0.37 0.092 I 0 I I I I 0.44 26.500 0.00 0.36 0.089 I 0 I I I I 0.43 26.583 0.00 0.35 0.087 I 0 I I I I 0.42 26.667 0.00 0.34 0.084 I 0 I I I I 0.41 26.750_ 26.833 0.00 0.00 0.33 0.32 0.082 0.080 I I 0 0 I I I I I I I 0.40 I 0.39 26.917 0.00 0.31 0.078 I 0 I I I I 0.38 27.000 0.00 0.30 0.075' I 0 I I I I 0.37 27.083 0.00 0.30 0.073 I -0 I I I I 0.36 27.167 0..0..0. .0.29 0.071 I O I I I I.. ... .._..0...35 27.250 0.00 0.28 0.069 I 0 I I I I 0.34 27.333 0.00 0.27 0.068 I 0 I I I I 0.33 Remaining water in basin = 0.02 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.874 (CFS) Total volume = 1.286 (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, **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r' • 27.417 0.00 0.26 0.066 I 0 I I I I 0.32 27.500 0.00 0.26 0.064 I 0 I 0.31 • 27.583 0.00 0.25 0.062 I 0 0.30 27.667 0.00 0.24 0.060 I 0 I 0.29 27.750 0.00 "0.24 0.059 I O I 0.29 27.833 0.00 0.23 0.057 I 0 I 0.28 27.917 0.00 0.22 0.056 I 0 I 0.27 28.000 0.00 0.22 0.054 I 0 I I 0.26 28.083 0.00 0.21 0.053 I 0 I I 0.26 28.167 0.00 0.21 0.051 I 0 I 0.25 28.250 0.00 0.20 0.050 I 0 I 0.24 28.333 0.00 0.19 0.048 I 0 I I 0.24 28.417 0.00 0.19 0.047 IO I 0.23 28.500 0.00 0.18 0.046 IO 0.22 28.583 0.00 0.18 "0.045 IO I' 0.22 28.667 0.00 0.17 0.043 IO I 0.21 28.750 0.00 0.17 0.042 IO I I I 0.20 28.833 0.00 0.16 0.041 IO I 0.20 28.917 0.00 0.16 0.040 IO 0.19 29.000 0.00 0.16 0.039 IO I I 0.19 29.083 0.00 0.15 0.038 IO I 0.18 29.167 0.00 0.15 0.037 IO I I 0.18. 29.250 0.00 0.14 0.036 IO I I 0.17 29.333 0.00 0.14 0.035 IO I I 0.17 29.417 0.00 0.14 0.034 IO 0.16 29.500 0.00 0.13 0.033 IO I I 0.16 29.583 0.00 0.13 0.032 IO I 0.16 29.667 0.00 0.13 0.031 I0 I 0.15 29.750 0:00 0.12 0.030 IO I I O. 15 �r 29.833 0.00 0.12 0.029 IO I I 0.14. 29.917 0.00 0.12 0.029 IO I I 0.14 • 30.000 0.00 0.11 0.028 IO I 0.14 30.083 0.00 0.11 0.027 IO I I 0.13 30.167 0.00 0.11 0.026 IO I I I 0.13 30.250 0.00 0.10 0.026 IO I ` 0.12 30.333 0.00 0.10 0.025 IO I I 0.12 30.417 0.00 0.10 0.024 I0 I I 0.12 Remaining water in basin = 0.02 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.874 (CFS) Total volume = 1.286 (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, **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r' • FLOOD HYDROGRAPH ROUTING PROGRAM • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 06/01/06 • Retention Basin "N" bottom of basin = 411.5 depth = 1.08' water surface elevation = 412.58 -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 31733n24100.rte ******* * * * * * * ** * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * ** * * * * * * * * * * * * * * * * * ** Number of intervals = 290 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.905 (CFS) Total volume = 0.382 (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 = 290 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 0.029 0.115 0.029 0.029 1.500 0.258 0.460 0.256 0.260 2.500 0.729 0.943 0.726 0.732 • -------------------- --------------------- 7 ----------------------------------------------- Hydrograph ---------------- Detention Basin Routing -------------------------------- Graph values: 'I'= unit inflow; '0'= outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.2 .0.45 0'.68 0.91 (Ft.) 0.083 0.02 0.00 0.000 0 I I I I 0.00 0.167 0.04 0.00 0.000 OI I I I I 0.00 • 0.250 0.04 0.00 0.001 OI I I I I 0.01 0.333 0.05 0.00 0.001 OI I I I I 0.01 0.417 0.06 0.00 0.001 0 I I I I I 0.02 0.500 0.06 0.01 0.002 0 I I I I I 0.03 0.583 0.06 0.01 0.002 0 I I I I I 0.03 0.667 0.06 0.01 0.002 0 I I I I I 0.04 0.750 0.06 0.01 0.003 0 I I I I I 0.04 0.833 0.07 0.01 0.003 O I I I I I 0.05 0.917 0.08 0.01 0.003 0 I I I I I 0.06 1:000 0.08 0.02 0.004 0 I I' I I I 0.07 1.083 0.07 0.02 0.004 0 I I I I I 0.07 1.167 0.06 0.02 0.005 0 I I I I I 0.08 1.250 0.06 0.02 0.005 0 I I I I I 0.08 1.333 0.06 0.02 0.005 0 I I I I I 0.09 1.417 0.06 0.02 0.005 0 I I I I I 0.09 1.500 0.06 0.02 0.006 0 I I I I I 0.10 1.583 0.06 0.02 0.006 0 I I I I I 0.10 1.667 0.06 0.02 0.006 0 I I I I I 0.11 1.750 0.06 0.03 0.006 0 I I I I I 0.11 1.833 0.07 0.03 0.007 0 I I I I I 0.11 1.917 0.08 0.03 0.007 0 I I I I I 0.12 2.000 0.08 0.03 0.007 IOI I I I I 0.13 2.083 0.08 0.03 0.008 IOI I I I I 0.13 2.167 0.08 0.03 0.008 IOI I I I I 0.14 2.250 0.08 0.03 0.008 IOI I I I I 0.14 2.333 0.08 0.03 0.009 IOI I I I I 0.15 2.417 0.08 0.04 0.009 IOI• I I I I 0.15 2.500 0.08 0.04 0'.009 IOI I I I I 0.16 l 2.583 0.09 0.04 0.010 IO I I I I I 0.17 • 2.667 0.10 0.04 0.010 IO I I I I I 0.17 2.750 0.10 0.04 0.010 IO I I I I I 0.18 2.833 0.10 0.04 0.011 IO I I I I I 0.19 2.917 0.10 0.04 0.011 IO I I I I I 0.19 3.000 0.10 0.05 0.012 IO I I I I I 0.20 3.083 0.10 0.05 0.012 IO I I I I I 0.20 3.167 .0.10 0.05 0.012 IO I I I I I 0.21 3.250 0.10 0.05 0:013 IO I I I I I 0.22 3.333 0.10 0.05 0.013 IO I I I I I 0.22 3.417 0.10 0.05 0.013 IO I I I I. I 0.23 3.500 0.10 0.05 0.014 IO I I I I I 0.23 3.583 0.10 0.06 0.014 IO I I I I I 0.24 3.667 0.10 0.06 0.014 IO I I I I I 0.24 '3.750 0.10= 0.06 0.014 I OI I I I I 0.25 3.833 0.11 0.06 0.015 I OI I I I I 0.26 3.917 0.12. 0.06 0.015 10 I I I I I 0.26 4.000 0.12 0.06 .0.016 10 I I I I I 0.27 4.083 0.12 0.06 0.016 10 I I I I I 0.28 4.167 0.12 0.06 0.016 10 I I I I I 0.28 4.250 0.12 0.07 0.017 10 I I I I I 0.29 4.333 0.13 0.07 0.017 10 I I I I I 0.29 4.417 0.14 0.07 0.018 10 I I I I I 0.30 4.500 0.14 0.07 0.018 10 I I I I I -Q.31 4.583 0.14 0.07 0.018 10 I I I I 1 0.32 4.667 0.14 0.08 0.019 10 I I I I I 0.33 4.750 0.14 0.08 0.019 10 I I I I I 0:33 - 4.833 0.15 0.08 0.020 10 I I I I I 0.34 4.917, 0.16 0.08 0.020 10 I I I I I 0.35 5.000 0.16 0.08 0.021 10 I I I I I 0.36 • 5.083 0.14 , 0.08 0.021 10 I I I I I 0.37 5.167 0.12 0.09 0.022 I OI I I I I 0.37 5.250 0.12 0.09 0.022 I OI I I I I 0.38 5.333 0.13 0.09 0.022 I OI I I I I 0.38 5.417 0.14 0.09 0.022 I OI I I I I 0.39 5.500 0.14 0.09 0.023 I OI I I I I 0.39 5.583 0.15 0.09 0.023 10 I I I I I 0.40 5.667 0.16 0.09 0.024 10 I I I I I 0.41 • 5.750 0.16 0.10 0.024 10 I I I I I 0.41 5.833 0.16 0.10 0.024 10 I I I I I 0.42 5.917 0.16 0.10 0.025 10 I I I I I 0.43 6.000 0.16 0.10 0.025 10 I I I I I 0.44 6.083 0.17 0.10 0.026 10 I I I I I 0.44 6.167 0.18 0.10 0.026 10 I I I I I 0.45 6.250 0.18 .0.11 0.027 10 I I I I I 0.46 6.333 0.18 0.11 0.027 10 I I'.' I I I 0.47 6.417 0.18 0.11 0.028 10 I I I I I 0.48 6.500 0.18 0.11 0.028 10 I I I I I 0.48 6.583 0.19 0.11 0.029 I 0 I I I I I 0.49 6.667 0.20 0.12 0.029 I 0 I I I I I 0.50 6.750 0.20 0.12 0.030 I 0 II I I I 0.50 6.833 0.20 0.12 0.030 I 0 II I I I 0.51 6.917 0.20 0.12 0.031 I 0 II I I I 0.51 7.000 0.20 0.12 0.031 I 0 II I I I 0.51 7.083 0.20 0.12 0.032 I 0 II I ( I 0.51 7.167 0.20 0.12 0.032 I 0 II I I I 0.52 7.250 0.20 0.12 0.033 I 0 II I I I 0.52 7'.333 0.21 0.12 0.034 I 0 II I I I 0.52 7.417 0.22 0.12 0.034 I 0 II I I I" 0.52 7.500 0.22 0.12 0.035 I 0 II I I I 0.53 7.583 0.23 0.12 0.036 I 0 I I I I 0.53 -7.667 .0.24 0.13 0.036 I 0 I I I I 0.53 7.750 0.24 0.13 0.037 I 0 I I I I 0.54 7.833 0.25 0.13 0.038 I 0 I I I I 0.54 7.917 .0.26 0.13 0.039 I 0 II I I I 0.54 8.000 0.26 0.13 0.040 I 0 II I I I 0.55 8.083 0.28 0.13 0.041 I 0 II I I I 0.55 8.167 0.30 0.13 0.042 I 0 I I I I I 0.56 8.250 0.30 0.14 0.043 I 0 I I I I I 0.56 8.333 0.30 0.14 0.044 I 0 I I I I I 0.56 8.417 0.30 0.14 0.045 I O I I I I + 0.57 8.500 0.30 0.14 0.046 I 0 I I I I I 0.57 8.583 0.31 0.14 0.047 I 0 I I I I I 0.58 8.667 0.32 0.14 0.048 I 0 I I I I I 0.58 8.750 0.32 0.15 0.050 I 0 I I I I I 0.59 8.833 0.33 0.15 0.051 I 0 I I I I I 0.59 8.917 0.34, 0.15 0.052 I 0 I I I I I 0.60 9.000 0.15 0.15 0.053 I 0 I I I i 0.60 9.083 0.07 0.15 0.052 I I 0 I I I I 0.60 9.167 0.09 0.15 0.052 I I 0 I I I I 0.60 9.250 0.10 0.15 0.051 I I 0 I I I I 0.60 - 9.333 0.12 0.15 0.051 I IO I I I I 0.60 9.417 0.14 0.15 0.051 I 0 I I I I 0.60 .9.500 0.15 0.15 0.051 I 0 I I I I 0.60 9.5.83 0.18 0.15 .0.051 I OI I I I I' 0.60 9.667 0.20 0.15 0,'051 I- OI I I I I 0.60 9.750 0.20 0.15 0.052 I 0 II I I I 0.60 9.833 0.23 0.15 0,052 I 0 I I I I 0.60 9.917 0:25 0.15 0.053 I 0 I I I I 0.60 10.000 0.26 0.15 0.054 I 0 II I I I 0.61 10.083 0.28 0.15 0.054 I 0 II I I I 0.61 10.167 0.30 0.15 0.055 ( 0 I I I I I 0.61 10.250 0.30 0.16 0.056 I 0 I I I I I 0.62 10.333 0.30 0.16 0.057 I 0 I I I I I 0.62 10.417 0.30 0.16 0.058 I 0 I I I I I .0.63 10.500 0.30 0.16 0,059 I 0 I I I I I 0.63 10.583 0.24 0.16 0.060 I 0 I I I I 0.64 10.667 0.20 0.16 0.060• I 0 II I I I 0.64 10.750 0.20 0.16 0.061 I 0 II I I I 0.64 10.833 0.20 0 . 16 0.061 I.. 0 I I . ... 1-. I I 0...64 10.917 0.21 0.16 0.061 I 0 II I I I 0.64 11.000 0.21 0.16 0.061. I 0 II 1 I I 0.64 11.083 0.19 0.16 0.062 OI I I 0.64 11.167 0.18 0.16 0.062 I OI I 0.64 • 11.250 0.18 0.16 0.062 OI I 0.64 11.333 0.18 0.16 0.062 OI I I 0.64 11.417 0.18 0.16 0.062 I OI I 0.64 11.500 0.19 0.17 0.062 I OT I I 0.65 11.583 0.14 0.17 0.062 I IO I 0.64 11.667 0.11 0.16 0.062 I I O I 0.64 11.750 0.11 0.16 .0.062 I I 0 I I 0.64 11.833 0.14 0.16 0.061 I IO 0.64 11.917 0.16 0.16 0.061 O I I 0.64 12.000 0.16 0.16 0.061 O I I 0.64 12.083 0.34 0.16 0.062 + O I I 0.64 12.167 0.45 0.17 0.063 O I I 0.65 12.250 0.47 0.17 0.065 O I I I I 0.66 12.333 0.50 0.17 0.067 0 IT 0.67 12.417 0.52 0.18 0.070 0 I I 0.68 12.500 0.52 .0.18 0.072 O I I I I 0.69 12.583 0.58 0.18 0.075 I O I I I 0.70 12.667. 0.61 0.19 0.078 I O I I I 0.71 12.750 0.62 0.19 0.080 ( O I I I I 0.72 12.833 0.65 0.20 0.083 O I I I 0.74 12.917 0.67 0.20 0.087 OI I II I 0.75 13.000 0.67 0.21 0.090 I OI I II I 0.77 13.083 0.80 0.21 0.093 I OI I I I I 0.78 13.167 0.88 0.22 0.098 I OI I I II 0.80 13.250 0.90 0.23 0.102 I OI I I II 0.82 13.333 0.90 0.23 0.107 I 0 I I II 0.84 13.417 0.90 0.24 0.112 I 0 I I II 0.86 13.500 0.91 0.25 0.116 I 0 I I I 0.88 13.583 0.64 0.25 0.120 I 0 I I I I 0.90 13.667 0.46 0.25 0.122 I IO I I I 0.90 13.750 0.44 0.26 0.123 I IO II I I 0.91 13.833 0.44 0.26 0.124 I IO II I I 0.92 13.917 0.44 0.26 0.126 I IO II I I 0.92 14.000 0.45 0.26 0.127 I IO II I I 0.93 14.083 0.55 0.26 0.128 I IO I I I I 0.93 14.167 0.62 0.27 0.131 I IO I I I I 0.94 14.250 0.63 0.27 0.133 I IO I I I I 0.95 14.333 0.61 0.28 0.135 I IO I I I I 0.96 14.417 0.59 0.28 0.138 I IO I I I I 0.97 14.500 0.59 0.28 0.140 I IO I I I 1 0.98 14.583 0.60 0.29 0.142 I 10 I I. I I 0.99 14.667 0.60 0.29 0.144 I 10 I I I I 1.00 14.750 0.60 0.29 0.146 I 10 I I I I 1.01 14.833_ 0.58 0.29 0.148 I 10 I I I I 1.02 14.917 0.57 0.30 0.150 I 10 I I I I 1.03 15.000 0.57 0.30 0.152 I 10 I I I I 1.04 15.083 0.54 0.30 0.154 I 10 I I I I 1.04 15.167 0.53 0.31 0.155 10 I I I 1.05 15.250 0:53 0.31 0.157 I I O I I I I 1.06 15.333 0.51 0.31 0.158 I 10 II I I 1.07 15.417 0.50 0.31 0.160 I 10 II I I 1.07 15.500 0.50 0.31 0.161 I 10 II I I 1.08 15.583 0.40 0.32 0.162 I 10 I I I.. I 1.08 15.667 0.34 0.32 0.162 I 10 I i.. I 1.08 15.750 0.33 0.32 0.162 I 10 I I I 1.08 15.833 0.33 0.32 0.162 I 10 I I I 1.08 15.917 0.34 .0.32 0.163 I 10 I I I 1.08 16.000 0.34 0.32 0.163 I 10 I I I 1.08 16.083 0.19 0.32 0.162 I T I 0 I I I 1.08 16.167 0.09 0.31 0.161 I I 10 I I I 1.08 16.250 0.08 0.31 0.160 I I 10 I I I 1.07 16.333 0.08 0.31 0.158 I I 10 I I I 1.06 16.417 0.08 0.31 0.156 I I 10 I I I 1.06 16.500 0.08 0.30 0.155 I I 10 I I I 1.05 • �J J f • 16.583 0.07 0.30 0.153 I I I O I I I 1.04 16.667 0.06 0.30 0.152 I I 10 I 1.04 16.750 0.06 0.30 0.150 I I I O I I I 1.03 16.833 0.06 0.29 0.148 I I I O I I 1.02 16.917 0.06 0.29 0.147 I I I O I I I 1.01 17.000 0.06 0.29 0.145 I I 10 I I i 1.01 17.083 0.08 0.29 0.144 I I I O I I I 1.00 17.167 0.10 0.29 0.142 I I 10 I I I 0.99 17.250 0.10 0.28 0.141 I I 10 I I I 0.99 17.333 0.10 0.28 0.140 I I IO I I I 0.98 17.417 0.10 0.28 0.139 I I IO I I I 0.98 17.500 0.10 0.28 0.137 I I IO I I I 0.97 17.583 0.10 0.28 0.136 I I IO I I I 0.97 17.667 0.10 0.27 0.135 I I IO I I I 0.96 17.750 0.10 0.27 0.134 I I IO I I I 0.96 17.833 0.09 0.27 0.132 I I IO I I I 0.95 17.917 0.08 0.27 0.131 I I IO I I I 0.95 18.000 0.08 0.27 0.130 I I IO I I I 0.94 18.083 0.08 0.27 0.129 I I IO I I I 0.93 18.167 0.08 0.26 0.127 I I IO I I I 0.93 18.250 0.08 0.26 0.126 I I IO I I I 0.92 18.333 0.08 0.26 0.125 I I IO I I I 0.92 18.417 0.08 0.26 0.124 I I IO I I I 0.91 18.500 0.08 0.26 0.122 I I IO I I I 0.91 18.583 0.07 0.25 0.121 I I 0 I I I, 0.90 18.667 0.06 0.25 0.120 I I O I I I 0.90 18.750 0.06 0.25 0:118 I I 0• I I I 0.89. 18.833 0.05 0.25 0.117 II 0 I I I 0.88 18.917 0.04 0.25 0.116 II 0 I I I 0.88 19.000 0.04 0.24 0.114 II 0 I I I 0.87 19.083 0.05 0.24 0.113 II 0 I I I 0.87 19.167 0.06 0.24 0.112 I I O I I I 0.86 19.250 0.06 0.24 0.110 I I 0 I I I 0.86 19.333 0.07 0.24 0.109 I I O I I I 0.85 19.417 0.08 0.23 0.108 I I O I I I 0.85 19.500 0.08 0.23 0.107 I I 0 I ( I 0.84 19.583 0.07 0.23 0.106 I I 0 I I I 0.84 19.667 0.06 0.23 0.105 I I 0 I I I 0.83 19.750 0.06 0.23 0.104 I I 0 I I 0.83 19.833 0.05 0.23 0.103 II OI I I I 0.82 19.917 0.04 0.22 0.101 II OI I I I 0.82 20.000 0.04 0.22 0.100 II OI I I I 0.81 20.083 0.05 0.22 0.099 II OI I I I 0.80 20.167 0.06 0.22 0.098 I I OI I I I 0.80 20.250 0.06 0.22 0.097 I I OI I I I 0.80 20:333 0.06 0.22 0.096 I I OI I I 1 .0.79 20.417 0.06 0.21 0.094 I I OI I I I 0.79 20.500 0.06 0.21 0.093 I I OI I I I 0..78 20.583 0.06 0.21 0.092 I I OI I I I 0.78 20.667 0.06 0.21 0.091 I I OI I I I 0.77 20.750 0.06 0.21 0.090 I I OI I I I 0.77 20.833 0.05" 0.21 0.089 II OI I I I 0.76 20.917 0.04 0.20 0.088 II .OI I I I 0.76 21.000 0.04 0.20 0.087 II OI I I I 0.75 21.083 0.05 0.20 0.086 II OI I 1 I 0.75 21.167 0.06 0.20 0.085 I I OI I I I 0.74 , 21.250 0.06 0.20 0.084 I I 0 I I I I 0.74 21.333 0.05 0.20 0.083 II 0 I I I I 0.74. 21.417 0.04 0.19 0.082 II 0 I I I I 0.73 21.500 0.04 0.19 0.081 II O I I .I I 0.73 21.583 0.05 0.19 0.080 II O I_"= I I I 0.72 21.667 0.06 0 . 19- 0.07-9 " I " 1 O I I I 0.72 21.750 0.06 0.19 0.078 I I •I 0 I I I I 0.71 21.833 0.05 0.19 0.077 II 0 I.,_ I.- . I_ I.,. 0.7,1 21.917 0.04 0.19 0.076 II .0 :I I I I 0.71 22.000 0.04 0.18 0.075 II 0 1 1 1 1 0.70 22.083 0.05 0.18 0.074 II 0 I I I I 0.70 • 22.167 22.250 0.06 0.06 0.18 0.18 0.073 0.072 I I I I 0 I 0 I I I I I I I 0.69 0.69 22.333 0.05 0.18 0.072 II 0 I I I I 0.69 22.417 0.04 0.18 0.071 II 0 I I I I 0.68 22.500 0.04 0.18 0.070 II O I I I I 0.68 22.583 0.04 0.17 0,069 II 0 I I I I 0.67 22.667 0.04 0.17 0.068 II 0 I I' I I 0.67 22.750 0.04 0.17 0.067 II O I I I I 0.67 22.833 0.04 0.17 0.066 II 0 I I I I 0.66 22.917 0.04 0.17 0.065 II 0 I I I I 0.66 23.000 0.04 0.17 0.064 II 0 I I I I 0.65 23.083 0.04 0.17 0.063 II 0 I I I I 0.65 23.167 0.04 0.17 0.063 II 0 I I I I 0.65 23.250 0.04 0.16 0.062 II 0 I I I I 0.64 23.333 0.04 0.16 0.061 II 0 I I I I 0.64 23.417 0.04 0.16 0.060 II 0 I I I I 0.64 23.500 0.04 0.16 0.059 II 0 I I I I 0.63 23.583 0.04 0.16 0.058 II 0 I I I I 0.63 23.667 0.04 0.16 0.057 II 0 I I I I 0.62 23.750 0.04 0.16 0.057 II 0 I I I I 0.62 23.833 0.04 0.16 0.056 II 0 I I I I 0.62 23.917 0.04 0.15 0.055 II 0 I I I I 0.61 24.000 0.04 .0.15 0.054 II 0 I I I I 0.61 24.083 0.02 0.15 0.053 I 0 I I I I 0.61 24.167 0.00 0.15 0.052 I 0 I I I I 0.60 24.250 0.00 0.15 0.051 I 0 I I I I 0.60 24.333 0.00 0.15, 0.050 I 0 I I I I 0.59 24.417 0.00 0.15 0.049 I 0 I I I I 0.59 24.500 0.00 0.14 0.048 I 0 I I I I 0.58 24.583 0.00 0.14 0.047 I 0 I I I I 0.58 • 24.667 0.00 0.14 0.046 I O I I I I 0.58 24.750 0.00 0.14 0.045 I 0 I I I I 0.57 24.833 0.00 0.14 0.045 I 0 I I I I 0.57 24.917 0.00 0.14 0.044 I 0 I I I I 0.56 25.000 0.00 0.14 0.043 I 0 I I I I 0.56 25.083 0.00 0.13 0.042 I 0 I ( I I 0.56 25.167 0.00 0.13 0.041 I 0 I I I I 0.55 25.250 0.00 0.13 0.040 I 0 I I I I 0.55 25.333 0.00 0.13 0.039 I 0 I I I I 0.54 25.417 0.00 0.13 0.038 I 0 I I I I 0.54 25.500 0.00 0.13 0.037 I 0 I I ( I 0.54 25.583 0.00 0.13 0.036 I 0 I I I I 0.53 25.667 0.00 0.12 0.035 I 0 I I I I 0.53 25.750 0.00 0.12 0.035 I 0 I I I I 0.52 25.833 0.00 0.12 0.034 I 0 I I I I 0.52 25.917 0.00 0.12_ 0.033 I 0 I I I I 0.52 26 '.000 0.00 0.12 0.032 I 0 I I I I 0.51 26.083 0.00 0.12 0.031 I 0 I I I I 0.51 26.167 0.00 0.12 0.030 I 0 I I I I 0.51 26.250 0.00 0.12 0.030 I 0 I + I I 0.50 26.333 0.00 0.11 0.029 I O I I I I 0.50 26.417 0.00 0.11 0.028 I O I I I I 0.48 26.500 0.00 0.11 0.027 I 0 I I I I 0.47 26.583 0.00 0.11 0.027 I 0 I I I I 0.46 -26.667 0.00 0.10 0.026 I 0 I I I I 0.45 26.750. 0.00 0.10 0.025 I 0 I I I I 0.43 1 Remaining water.in basin = 0.02 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH Number of intervals = 321 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.316 (CFS) Total volume = 0.357 (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 - 2001 Study date: 06/01/06 --------------------------------------------------------------- - - - - -= Retention Basin "O" bottom basin = 411.5 depth = 1.59' water surface elevation = 413.09 -------------------------------------------------------------------- MDS Consulting, Irvine, CA - SIN 841 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** '= unit inflow low at•time shown Graph value's : I ; 'O'= outf --------------------------------------------------------------- - - - - -- From study /file name: 31733024100.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 291 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.103 (CFS) Total volume = 1.310 (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 = 291 Hydrograph time.,un'it = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)- ' Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +O *dt /2) (Ft:) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------- ------------------------ 0.000 0.000 0.000 0.000 0.000 0.500 0.103 0.414 .0.102 0.104 1.000 0.305 0.810 0.302 0.308 1.500 0.521 0.865 0.518 0.524 2.500 1.001 0.961 0.998 1.004 3.500 1..529 1.058 1.525 1.533 ----------- --------------------------------------- =-----=-------------------------------- Hydrog raph Detention Basin Routing --------------------------------------------------------------- - - - - -- '= unit inflow low at•time shown Graph value's : I ; 'O'= outf --------------------------------------------------------------- - - - - -- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.8 1.55 2.33 3.10 (Ft.) • 0.083 0.06 0.00 0.000 0 0.00 0.167 0.12 0.00 0.001 OI I I I 0.00 0.250 0.13 0.01 0.002 OI I I 0.01 0.333 0.17 0.01 0.003 OI I 0.01 0.417 0.20 0.02 0.004 0 I i I 0.02 0.500 0.20 0.02 0.005 0 I 0.02 0.583 0.20 0.03 0.006 0 I I I 0.03 0.667 0.20 0.03 0.007 0 I I 0.04 0.750 0.20 0.03 0.009 0 I I I 0.04 0.833 0.23 0.04 0.010. O I I I I 0.05 0.917 0.26 0.05 0.011 O I I I 0.06 1.000 0.27 0.05 0.013 0 I I I 0.06 1.083 0.24 0.06 0.014 0 I I I I 0.0,7 1.167 0.21 0.06 0.015 0 I I I I 0.07 1.250 0.21 0.07 0.016 O I I I I I 0.08 1.333 0.20 0.07 0.017 O I I I I 0.08 1.417 0.20 0.07 0.018 0 I 0.09 1.500 0.20 0.08 0.019 0 I I I 0.09 1.583 0.20 0.08 0.020 0 I I I 0.10 1.667 0.20 0.08 0.021 0 I I I I 0.10 1.750 0.20 0.09 0.022 0 I I I 0.11 1.833 0.23 0.09 0.023 0 I I 0:11 1.917 0.26 0.10 0.024 0 I I I 0.11 2.000 0.27 0.10 '0.025 IOI I I I 0.12 2.083 0.27 0.10 0.026 IOI I I I I 0.13 2.167 0.27 0.11 0.027 IOI I I I 0.13 2.250 0.27 0.11 0.028 IOI I I I 0.14 f 2.333 0.27 0.12 0.029 IOI I I I I 0.14 2.417 0.27 0.12 0.030 IOI I I I I 0.15 • 2.500 0.27 0.13 0.031 IOI I I I I 0.15 2.583 0.30 0.13 0.032 IO I I I I I 0.16 2.667 '-0.33 0.14 0.034 IO I I I I I 0:16 2.750 0.34 0.14 0.035 IO I I I I I 0.17 2.833 0.34 0.15 0.036 10 I I I I I 0.18 2.917 0.34 0.15 0.038 IO I I I I I 0.18 3.000 0.34 0.16 0.039 IO I I I I I 0.19 3.083 0.34 0.16 0.040 IO I I I I I 0.20 3.167 0.34 0.17 0.042 IO I I I I I 0.20 3.250 0.34 0.17 0.043 IO I I I I I 0.21 3.333 0.34 0.18 0.044 IO I I I I I 0.21 3.417 0.34 0.18 0.045 IO I I I I I 0.22 3.500 0.34 0.19 0.046 IO I I I I I 0.22 3.583 0.34 0.19 0.047 IO I I I I I 0.23 3.667 0.34 0.19 0.048 IO I I I I I 0.23 3:750 0.34 0.20 0.049 10I I I I I 0.24 3.833 0.37 0.20 0.050 I OI I I I I .0.24 3.917 0.40 0.21 0.051 10 I I I I I 0.25 4.000 0.41 0.21 0.053 10 I I I I I 0.26 4.083 0.41 0:22 0.054 I O I. I I I ^_ I .0.26 4.167 0.41 0.22 0.055 10 I 4.250 0.41 0 -.23 0.057 10 I I I I I -,.0...28 4.333 0.44 0.23 0.058 10 I I I I I 0.28 4.417 0.47 0.24 0.060 10 I I' I I I 0.29 4.500 0.47 '_0.25 0.061 10 I I I I I 0.30. X0.25 4.583 0.48 0.063 10 I I I ( I :.0.30 4.667 0.48 -0.26 0.064 10 I I I I I '0:31 4.750 0.48 0.26 0.066 10 I 0.32 4.833 0.51 0.27 0.067 10 I I I I I 0.33 4.917 0.54.,- 0..28 0.069 10 I I I I I 0.33 5.000 0.54 0.28 0.071 10 I I- I I I 0.34 5.083 0.48 _ 0.29 0.072 10 I I I I I 0.35 5.167 0.42 0..29 0.073 I OI I I I I 0.36. 5.250 0.41 0.30 0.074 I OI I I I I 0.36 5.333 0.44 0.30 0.075 1 01 I I I I 0.36 • 4 5.417 0.47 0.31 0.076 I OI I I I I 0.37 5.500 0.47 0.31 0.077 I OI I I I I 0.37 5.583 0.51 0.32 0.078 10 I I I I I 0.38 5.667 0.54 0.32 0.080 10 I I I I I 0.39 5.750 0.54 0.33 0.081 10 I I I ( I 0.39 5.833 0.54 0.33 0.083 0 I I I 0.40 5.917 0.54 0.34 0.084 10 I I I I I 0.41 6.000 0.54 0.34 0.086 10 I I I I I 0.42' 6.083 0.57 0.35 0.087 10 I I I I I 0.42 6.167 0.61 0.36 0.089 10 I I I I I 0.43 6.250 " 0.61 0.36 0.090 10 I I I I 0.44 6.333 0.61 0.37 0.092 10 I I I I I 0.45 6.417 0.61 0.38 0.094 10 I I I I I 0.46 6.500 0.61 0.38 0.095 10 I I I I I 0.46 6.583 •0.64 0.39 0.097 I 0 I I I I I 0.47 6.667 0.67 0.40 0.099 0 I I I' I 0.48 6.750 0.68 0.41 0.101 I 0 II I I I 0.49 6.833 0.68 0.41 0.103 I 0 II I I 0.50 6.917 0.68 0.42 0.104 I 0 II I I' I 0.50 7.000 0.68 0.42 0.106 I 0 II I I I 0.51 7.083 0.68 0.42 0.108 I 0 II I I I 0.51 7.167 0.68 0.43 0.110 I 0 II I I I 0.52 7.250 0.68 0.43 0.112 I 0 II I I I 0.52 7.333 0.71 0.43 0.113 I 0 II I I I 0.53 7.417 0.74 0.44 0.115 I 0 II I I I 0.53 7.500 0.75 0.44 0.117 I 0 II I I I 0.54 7.583 0.78 0.45 0.120 I 0 I I I I 0.54 7.667 0.81 0.45 0.122 I 0 I I I I 0.55 7.750 0.82 0.46 0.125 I 0 I I I I 0.55 7.833 0.85 0.46 0.127 I 0 I I I I 0.56 7.917 0.88 0.47 - 0.130 I 0 II I I I 0.57 8.000 0.88 0.47 0.133 I 0 II I I I 0.57 8.083 0.95 0.48 0.136 I 0 II I I I. 0.58 8.167 1.01 0.48 0.139 I 0`• I I I I I 0.59 8.250 1.02 0.49 0.143 I 0 I I I I I 0.60 8.333 1.02 .0.50 0.146 I 0 I I I I I 0.61 8.417 1.02 0.51 0.150 I 0 I I I I I 0.62 8.500 1.02 0.51 0.153 I 0 11- I I I 0.62 8.583 -1.05 0.52 0.157_ 10 I I I I I 0.63 8.667 1.08 0.53 0.161 I 0 I I I I I 0.64 8.750 1.09 0.53 0.165 I 0 I I I I I 0.65 8.833 1.12 0.54 0.168 I 0 I I I I I 0.66 •8.917 1.15 0.55 0.172 I 0 I I I I I 0.67 9.000 0.65 0.55 0.175, I OI I I I I 0.68 9.083 0.27 0.55 0.174 I I 0 I I I I 0.68 9.167 0.32 0.55 0.172 I I 0 I I I I 0.67 9.250 0.32 0.55 0.171 I I 0 I I I I 0.67 9.333 0.41 0.54 0.170 I IO I I I I 0.66 9.417 0.48 0.54 0.169 I 10 I 0 .66' I 0.66' 9.500 0.51 0.54 0.169 I 0 I I ( I 0.66 9.583 0.59 0.54 0.169 I OI I I I I 0.66 9.667 0.67 0.54 0.169 I OI I I I I 0.66 9.750 0.69 0.55 _0.170 I 0 II I I I 0.67 9.833 0.77 0.55 0.171 I 0 II I I I 0.67 9.917 0.85 0.55 0.173 I 0 I I I I 0.67 10.000 0.87 0.56 0.175 I 0 II I I I 0.68 10.083 0.94 0.56 0.178 I 0 II I I I 0.68 10.167 1..01 0.57 0.181 I 0 I I I I I 0.69 10.2.50 1.02 0.57 0.184 I 0 I I I I I 0.70 10.333 1.02 0.58 0.187 I 0 I I I I I 0.71 10.417 1.02 0.58 0:190 I 0 I I I I I 0.71 10.500. 1.02 0.59 0.193 I 0 I I I I I 0.72 10.583 0.87 0.59 0.195 I 0 I I. I I 0.73 10.667 0.71 0.60 0.196 I OII I I I 0.73 10.750 0.69 0.60 0.197 I OII I I I 0.73 10.833 0.69 0.60 0.198' I OII I I I 0.73 10.917 0.71 0.60 0.198 I OII I I I 0.74 • 11.000 11.083 0.72 0.66 0.60 0.60 0.199 I 0.200 I OII 0 I I I I I I I 0.74 0.74 11.167 0.61 0.60 0.200 I 0 I I I I 0.74 11.250 0.61 0.60 0.200 I 0 I I I I 0.74 11.333 0.61 0.60 0.200 I 0 I I I I 0.74 11.417 0.62• 0.60 0.200 I 0 I I I I 0.74 11.500 0.63 0.60 0.200 I 0 I I I I 0.74 11.583 0.51 0.60 0.200 I IO I I I I 0.74 11.667 0.39 0.60 0.199 I I O I I I I 0.74 11.750 0.38 0.60 0.198 I I 0 I I I I 0.73 11.833 0.45 0.60 •0.196 I 10 I I I I 0.73 11.917 0.52 0.60 0.196 I IO I I I I 0.73 12.000 0.55 0.59 0.195 I IO I I I I 0.73 12.083 1.02 0.60 0.196 10 I I I I I 0.73 12.167 1.49 0.61 0.201 I 0 I II I I 0.74 12.250 1.59 0.62 0.207 I O I I I I 0.76 12.333 1.69 0.63 0.214 I 0 I II I I 0.78 12.417 1.77 0.65 0.222 I 0 I I I I I 0.79 12.500 1.79 0.66 0.230 I 0 I I I I I 0.81 12.583 1.94 0.68 0.238 I 0 I I I I I 0.83 12.667 2.08 0.70 0.247 I OI I I I I 0.86 12.750. 2.12 0.72 0.257 I OI I I I I 0.88 12.833 2.20 0.73 0.266 I OI I I I I 0.90 12.917 2.28 0.75 0.277 I OI I II I 0.93 13.000 2.30 0.78 0.287 I OI I II I 0.96 13.083 2.64 0.80 0.299 I 0 I I I I 0.98 13.167 2.98 0.81 0.313 I 0 I I I I 1.02 13.250 3.05 0.82 0.328 I 0 I I II 1.05 13,333 13.417 3.08 3.09 0.82 0.82 0.343 0.359 I 0 I 0 I I I II I II 1.09 1.12 13.500 3.10 0.83 0.375 I 0 I I II 1.16 13.583 2.39 0.83 0.388 I 0 I I I 1.19 13.667 1.67 0.83 0.396- I 0 II I I 1.21 13.750 1.55 0.83 0.401 I .0 II I I 1:22 13.833 1.51 0.84 0.406 I 0 II I I 1.23 " 13.917 1.52 0.84 0.411 I 0 II I I 1.25 14.000 1.53 0.84 0.416 I 0 II I I 1.26 14.083 1.80 0.84 0.421 I 0 I I I I 1.27 14.167 2.08 0.84 0.429 I 0 I I I I 1.29 14.25.0' 2.14 0.84 0.438 I 0 I I I I 1.31 14.333 2.10 0.85 0.446 I 0. I I I I 1.33 14.417 2.04 0.85 0.455 I 0 I I I I 1.35 14.500 2.04 •0.85 .0.463 I 0 I I I I 1.37 14.583 2.04 0.85 0.471 I 0 I I I I 1.38 14.667 2.05 0.85 0.479 I 0 I I I I 1.40 14.750 2.06 0.86 0.488 I 0 I I I I 1.42 14.833 2.00 0.86 0.496 I 0 I I I I 1.44 14.917 1.95. 0.86 0.503 I 0 I I I I 1.46 15.000. 1.94' 0.86 0.511 I 0 I I I I 1.48 15.083 .1.88 0.86 0.518 I 0 I I I I 1.49 - 15.167 1.83 0.87 0.525 I' 0 I I I I 1.51 15.250 -1.82 0.87 0.532 I 0 I I I I 1.52 15.333 1.76 0.87, 0.538 I 0 I I I I 1.54 15.417 1.71 0.87 0.544 I 0 II I I 1.55 15.500 1.70 0.87 0.550 I 0 II I I 1.56 15.583 1.44 0.87 0.555 I 0 I I I I 1.57 15.667 1.19 0.87 0.558 I 0 I I I I 1.58 15.750 1.15 0.87 0.560 I IO I I I I 1.58 ( 15.833 1.14 0.87 0.561_ -I IO I I I I 1.58 .:', • 15.917 1.15 0.87 0.563 I IO I I I' I 1.59 16.000 1.16 0.87 0.565 I IO I I I I 1.59 16.083 0.77 0.87 0.566 I IIO I ) I 1.59 16.167 0.37 0.87 0.564 I I IO I I, I 1.59 16.250 0.30 0.87 0.560 I I IO I I I 1.58 16.333 0.27 0.87 0.556 I I 0 I I I 1.57 16.417 0.27 0.87 0.552 I 0 I 1.56 16.500 0.27 0.87 0.548 I 0 I 1.56 16.583 0.24 0.87 0.544 I 0 I 1.55 16.667 0.21 0.87 0.539 I 0 I 1.54 16.750 0.21 0.87 0.535 I I 0 I I I 1.53 16.833 0.20 0.87 0.530 I I 0 I I 1.52 16.917 0.20 0.87 0.525 I I 0 I 1.51 17.000 0.20 0.86 0.521 I I 0 I I 1.50 17.083 0.26 0.86 0.517 I 0 I I 1.49 17.167 0.33 0.86 0.513 I 0• I 1.48 17.250 0.34 0.86 0.509 I 0 1.47 17.333 0.34 0.86 0.505 I I 0 I I 1.46 17.417 0.34 0.86 0.502 I I 0 I I 1.46 17.500 0.34 0.86 0.498 I I 0 I I 1.45 17.583 0.34 0.86 0.495 I 0 I I 1.44 17.667 0.34 0.86 0.491 I 0 1.43 17.750 0.34 0.86 0.488 I 0 1.42 17.833 0.31 0.86 0.484 I 0 I I 1.41 17.917 0.28 0,.85 0.480 I 0 I I I 1.41 18.000 0.27 0.85 0.476 I 0 I I 1.40 18.083 0.27 0.85 0.472 I 0 I I I 1.39 18.167 0.27 0.85 0.468 I I 0' I 1.38 18.250 0.27 0.85 0.464 I I 0 1.37 18.333 0.27 0.85 0.460 I I 0 I 1.36 18.417 0.27 0.85 0.456 I I 0 1.35 18.500 0.27 0.85 0.452 I 0 I I 1.34 18.583 0.24 0.85 0.448 I 0 I I 1.33 18.667 0.21 0.85 0.444 I I 0 I I 1.32 18.750 0.21 0.84 0.440 I 0 I 1.31 18.833 18.917 0.17 0.14 0.84 0.84 0.435 0.430 1I 1I 0 0 I I 1.30 I 1.29 19.000 0.14 0.84 0.425 1I 0 I 1.28 19.083 0.17 0.84 0.421 1I 0 I 1.27 19.167 0.20 0.84 0.416 I I .0 I 1.26 19.250 0.20 0.84 0.412 I I 0 I 1.25 19.333 0.23 0.84 0.408 I 0 1.24 19.417 0.26 0.84 0.404 I I 0 I I 1.23 19.500 0.27 0.83 0.400 I I 0 I I 1.22 19.583 0.24 0.83 0.396 I I 0 I I 1.21 19.667 0.21 0.83 0.391 I I 0 1.20 19.750 0.21 0.83 0.387 I 0 I 1.19 19.833 0.17 0.83 0.383 1I 0 1.18 19.917 0.14. 0.83 0.378 JI' 0 I I 1.17 20.000 0.14 0.83 0.373 1I 0 1.16 20.083 0.17 0.83 0.369 1I 0 I 1.15 20.167 0.20 0'.83 0.364 I 0 I 1.14 - 20.250 0.20 0.82 0.360 I I 0 I 1.13 20.333 0.20. 0.82 0.356 I I 0 I 1.12 20.417 0.20. 0.82 0.352 I 0 I I 1.11 20.500 0.20 0.82 0.347 I I 0: I I 1.10 20.583 0.20 0.82 0.343 I I 0 I 1.09 20.667 0.20 0.82 0.339 I I 0• I I 1.08 20.750 0.20 0.82 0.335 I I 0, I I 1.07 20.833 0.17 0.82 0.330 II 0 I I 1.06 _ 20.917 0.14 0.82• 0.326 1I 0 I I 1.05 21.000 0.14 0.81 0.321 II 0 I I 1.04 21.083 0.17 0.81 0.317 II 0 I I 1.03 21.167 0.20 0.81 0.312 I I 0 I I 1.02 21.250 21.333 0.20 0.17 0.81 0.81 0.308 0.304 I I II 0 0 I I 1.Ol 1.00 21.417 0.14 0.80 07299 II 0 I I 0.99 21.500 0.14 ,0.79 0.295 II 0 I 0.97 .21.583 0.17 0.78 0.290 II 0 I I I 0.96 21.66.7.._ 0.2.0.. 0.77. 0..286 I 01 0....95 �• 21.750 0.20 0.77 0.282 I I Ol I 0.94 .21.833 0.17' 0.76 0.278 1I 0l I 0.93 21.917 0.14 0.75 0.274 II OI I I I 0.92 • 22.000 22.083 0.14 0.17 0.74 0.73 0.270 0.266 II II OI OI I I I I I I 0.91 0.90 22.167 0.20 0.73 0.262 I I OI I I I 0.89 22.250 0.20 0.72 0.259 I I OI I I I 0.89 22.333 0.17 0.71 0.255 II OI I I 0.88 22.417 0.14 0.70 0.251 II OI I I I 0.87 22.500 0.14 0.70 0.247 II OI I I I 0.86 22.583 0.14 0.69 0.244 II OI I I I 0.85 22.667 0.14 0.68 0.240 II OI I I I 0.84 22.750 0.14 0.67• 0.236 II 0 I I I I 0.83 22.833 0.14 0.67 0.232 II 0 I I I I 0.82 22.917 0.14 0.66 0.229 II- 0 I I I I 0.81 23.000 0.14 0.65 0.225 II 0 I I I I 0.80 23.083 0.14 0.65 0.222 II 0 I I I I 0.79 23.167 0.14 0.64 0.218 II 0 I I I I 0.79 23.250 0.14 0.63 0.215 II 0 I I I I 0.78 23.333 0.14 0.63 0.211 II 0 I I I I 0.77 23.417 0.14 0.62 0.208 II 0 I I I I • 0.76 23.500 0.14 0.61 0.205 II 0 I I I I 0.75 23.583 0.14 0.61 0.201 II 0.I I I I 0.74 23.667 0.14 0.60 0.198 II 0 I I I I 0.74 23.750 0.14 0.59 0.195 II 0 I I I I 0.73 23.833 0.14 0.59 0.192 II 0 I I I I 0.72 23.917 0.14 0.58 0.189 II 0 I I I I 0.71 24.000 0.14 0.58 0.186 II 0 I I I I 0.70 24.083 0.08 0.57 0.182 I 0 I I I I 0.70 . 24.167 0.02 0.56 0.179 I 0 I I I I 0.69 24.250 0.00 0.56 0.175 I 0 I I I I 0.68 24.333 0.00 0.55 0.171 I. 0 I I I I 0.67 24.417 0.00 0.54 0.168 I 0 I I I I 0.66 " • 24.500 0.00 0.53 0.164 I 0 I I I I 0.65 24.583 0.00 0.53 0.160 I 0 I I I I 0.64 24.667 0.00 0.52 0.157 I 0 I I I I 0.63 24.750 0.00 0.51 0.153 I 0 I I I I 0. -62 24.833 0.00 0.51 0.150 I 0 I I I I 0.62 24.917 0.00 0.50 0.146 I 0 I I I' I 0.61 25.000 0.00 0.49 0.143 I 0 I I I I 0.60 25.083 0.00 0.49 0.139 I 0 I I I I 0.59 25.167 0.00 0.48 0..136 I 0 I I I I 0.58 25.250 0.00 0.47 0.133 I 0 I I I I 0.57 25.333 0.00 0.47 0.130 I 0 I I I I 0..57 25:417 0.00 0.46 0.126 I 0 I I I I 0.56 25.500 0.00 0.45 0.123 I 0 I I I I 0.55 25.583 0.00 0.45 0.120 I 0 I I I I 0.54 25.667 0.00 0.44 0.117 I 0 I I I. I 0.53 25.750 0.00 0.44 0.114 I 0 I I I I 0.53 25.833 0.00 0.43 0.111 I 0 I I I I 0.52 25.917 0.00 0.42 0.108 I 0 I I I I 0.51 26.000 0.00 0.42 0.105 I 0 I I I I 0.51 26.083 0.00 0.41 0.102 I 0 I I I I 0.50 26.167 0.00 0.40 -0.100 I 0 I I I I 0.48 26.250 0.00 0.39 0.097 I 0 I I I I 0.47 26.333 0.00 0.38 0.094 I 0 I I I I 0.46 26.417 0:00 0.37 0.092 I 0 I I- I I 0.44 26.500 0.00 0.36 0.089 I 0 I I I I 0.43 26.583 0.00 0.35 0.087 I 0 I I I I 0.42 26.667 0.00 0.34 0.084 I 0 I I I I 0.41 . f 26.750 0.00 0.33 0.082 I 0 I I I I 0.40 26.833 0.00 0.32 0.080 I 0 I I I I 0.39 • 26.917 0.00 0.31 0.078 I 0 I I I I 0.38 27.000 0.00 0.30 0.075 I 0 I I I I 0 .37 ...2-7. 083 0.00 0.30 0.073 I 0 I I I I 0.36 27.167- 0.00 0.29 0.071 I 0 I I i I 0.35 27.250 .: 0.00 0.28 0.069 I 0 I I 0.34 27.333 0.00. 01.27 0.068 I 0 I I I I 0.33 ******* * ** ** * * * * * ** * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * ** * * *** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.874 (CFS) Total volume = 1.286 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r 27.417 0.00 0.26 0.066 I 0 0.32 27.500 0.00 0.26 0.064 I 0 I 0.31 27.583 0.00 0.25 0.062 I O I I 0.30 27.667 0.00 0.24 0.060 I 0 0.29 27.750 0.00 0.24 0.059 I 0 I I 0.29 27.833 0.00 0.23 0.057 I 0 I 0.28 27.917 0.00 0.22 0.056 I 0 I I I 0.27 28.000 0.00 0.22 0.054 I 0 0.26 28.083 0.00. 0.21 0.053 I 0 0.26 28.167 0.00 0.21 0.051 I 0 I I 0.25 28.250 0.00 0.20 0.050 I 0 0.24 28.333 0.00 0.19 0.048 I 0 I 0.24- 28.417 0.00 0.19 0.047 IO I 0.23 28.50.0 0.00 0.18 0.046 IO 0.22 28.583 0.00 0.18 0.045 IO I I 0.22 - 28.667 0.00 0.17 0.043 IO I 0.21 28.750 0.00 0.17 0.042 IO 0.20 28.833 0.00 0.16 0.041 I0- I I 0.20 28.917 0.00 0.16 0.040 IO I 0.19 29.000 0.00 0.16 0.039 IO I 0.19 29.083 0.00 0.15 0.038 IO I I 0.18 29.167 0.00 0.15 0.037 IO 0.18 29.250 0.00 0.14 0.036 IO 0.17 29.333 0.00 0.14 0.035 IO 0.17 29.417 0.00 0.14 0.034 IO 0.16 29.500 0.00 0.13 0.033 IO I 0.16 29.583 0.00 0.13 0.032 IO 0.16 29.667 0.00 0.13 0.031 IO I I I 0.15 29.750 0.00 0.12 0.030 IO 0.15 29.833 0.00 0.12 0.029 IO I I 0.14 29.917 0.00 0.12 0.029 IO I I I 0.14 30.000 0.00 0.11- 0.028 IO I I I 0.14 30.083 0.00 0.11 0.027 IO I 0.13 30.167 0.00 0.11 0.026 IO I ( I 0.13 30.250 0.00 0.10 0.026 IO I I 0.12 30.333 0.00 0.10 0.025 IO I I 0.12 30.417 0.00 0.10 0.024 IO I 0.12 Remaining water in basin = 0.02 (Ac.Ft) ******* * ** ** * * * * * ** * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * ** * * *** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.874 (CFS) Total volume = 1.286 (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 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r IRREGULAR .CHANNEL WATER SURFACE PROFILE ANALYSIS . Study Name: 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 subcritical 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 chanT�'_. 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) = 9.0 Number of channel cross - sections = 2 Number of Energy- Balance locations = 16 ,COMPUTER RESULTS are based upon SUPERCRITICAL flow model with assumed control water surface elevation(feet) = 7.99 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 at one of the defined channel cross - sections. (2) FLOOD .... this word appears in the second column whenever the estimated flowdepth exceeds either bank of the channel section. 0,00V6 W, (3) EB. — ...the energy balance number is listed in column 3. (4) P +M......the pressure -plus- momentum (in pounds force) is.provided in columns 10 and 11.• (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. 1 IRREGULAR CHANNEL WATER SURFACE PROFILE COMPUTATION -\ FOR SUBCRITICAL (SUPERCRITICAL) FLOW BY THE STANDARD STEP METHOD / • (REF.: "OPEN CHANNEL FLOW HYDRAULICS ",V.T.CHOW,MCGRAW- HILL,(1959)) I (c) Copyright.1983- 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 92624 (949)251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * ** * street capacity calculation * steet slope =0.005 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME:•. 62,802. DAT ' 6 i QOf�q TIME /DATE OF'STUDY: 12:55 8/12%2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CROSS- SECTION INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFORMATION FOR CROSS- SECTION NUMBER: 1 MANNINGS FRICTION FACTOR = .01500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 0.000 DISTANCE(ft.) TO CROSS - SECTION #1 = 0.00 NODAL POINT COORDINATE; INFORMATION: NODE NO. X(ft.) Y(elev.) 1 0.00 10.00 2 1.45 9.54 3 1.5d 9.50 4 3:00 9.63 5 3.03, . 9.66 6 19.50 9.99 INFORMATION FOR CROSS- SECTION NUMBER: 2 MANNINGS FRICTION FACTOR = .01500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 0.000 DISTANCE(ft.) TO CROSS- SECTION #1 -= 400.00 NODAL POINT COORDINATE INFORMATION: NODE NO. X(ft.) Y(elev.) 1 0.00 8.00 2 1.45 7.54 3 1.50 7.50 4 3.00 7.63 5 3.03 7.66 6 19.50 7.99. USER - SPECIFIED ENERGY- BALANCE CHANNEL LOCATIONS: ENERGY. BALANCE DISTANCE TO LOCATION:NUMBER CROSS - SECTION #1 1 25.00 2 50.00 3 75.00 4 100.00 5 125.00 6 150.00 7 175.00 8 200.00 9 225.00 10 250.00 11 275.00 12 300.00 13 325.00 14 340.00 ,15 360.00 16 370.00 CHANNEL'SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 +-------------------- - - - - -- ---------------------------------------------------------------------------- - - - - -+ I ** SUPERCRITICAL FLOW MODEL ** I 1 * ** IRREGULAR CHANNEL WATER SURFACE PROFILE ANALYSIS * ** (c) Copyright 1983 -99 Advanced Engineering Softwarel (Standard Step Method irregular channel analysis. Based on development in "OPEN CHANNEL HYDRAULICS ",CHOW(1959)1 STUDY NAME: Channel Flow = 9.00 cfs PAGE NUMBER: I +-------------------------------------------------------------------------------------------------------- - - - - -+ I LENGTHI WATER 1 FLOWI FLOW I FLOW] 2 1 TOTAL I HYDR IFRICTIONI AVERAGEI REACHI LOSSIEDDYI TOTAL I I I from ISURFACEIDEPTHI AREA I V IaV /2gl HEAD IRADIUSI SLOPE I REACH ILENGTHI Hf ILOSSI HEAD I Fr I ICONTROLI (elev.) I (ft) I (ft *ft) I (fps) I (ft) I (ft) I (ft) I Sf I. Sf I (ft) I (ft) I (ft) I (ft) I I 1 0.01 7.991 0.491 3.71 2.461 0.0941 8.0811 0.1910.0057221 1 1 1 1 8.0811 *1.001 (SECT. 21 1 1 1 la =1.001 I In= 0.01501 I I I I ISTARTI 1------- I------- 1----- 1------- 1----- 1------ 1-------- 1------ 1-------- 1-------- 1------ I----- 1---- 1-------- 1 - - - - -1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 30.01 8.141 0.491 3.71 2.461 0.0941 8.2311 0.1910.00572610.0057241 30.01 0.1710.001 7.9101 *1.001 1 1 iEB 161 1 la =1.001 I 1n= 0.01501P +M= 72.961 e =0.000 IMILD I ' I ------- I ------- I ----- I --- "-- 1 ----- I ------ I -------- I ------ I -------- I -------- I ------ 1- ---- 1 ---- 1 -------- I ----- I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 40.01 8.191 0.491 3.71 2.461 0.0941 8.2811 0.1910.00572610.0057261 10.01 0.0610.001 8.1741 *1.001 I 1 IEB 151 1• la= 1..001 I ln= 0.01501P +M= 72.961 e =0.000 1MILD 1 1------- I.------- 1----- I------- 1----- 1------ 1-------- 1------ 1-------- 1-------- I------ 1----- 1---- I-------- 1 - - - - -1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 60•.01 8.291 0.491 3.71 2.461 0.0941 8.3811 0.1910.00572610.0057261 20.01 0.1110.001 8.1671 *1.001 1 1 ]EB 141 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 (MILD I------- I------- I----- I------- I----- I------ I-------- I------ I-------- I-------- I------ I----- I---- I-------- 1 - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 75.01 8.361 0.491 3.71 2.461 0.0941 8.4561 0.1910.00572610.0057261 15.01 0.0910.001 8.2961 *1.001 1 1 IEB 131 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I I------- I ------- I ----- I ------- I ----- I ------ I -------- I ------ 1 ------ -- 1 -------- I ------ 1 ----- I ---- I -------- I ----- I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 100.01 8.491 0.491 3.71. 2.461 0.0941 8.5811 0.1910.00572610.0057261 25.01 0.1410.001 8.3131 *1.001 1 1' IEB 121 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 (MILD I I------- I ------- I ----- I -------- 1 ----- I ------ I -------- I ------ I -------- 1 -------- 1 ------ 1 ----- I ---- I -------- I ----- I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE.OF .00001 1 125.01 8.611 0.491 3.71 2.461 0.0941 8.7061 0.1910.00572610.0057261 25.01 0.1410.001 8.4381 *1.001 I I IEB 111 I 1a =1.001 I In= 0.01501P +M= 72.961 a =0.000 (MILD I 1------- I------- 1'----- I----=-- I----- I------ 1-------- 1------ 1-------- I-------- 1------ 1----- I---- I-------- 1 - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 150.01 8.741.0.491 3.71 2.461 0.0941 8.8311 0.1910.00572610.0057261 25.01 0.1410.001 8.5631 *1.001 1 1 IEB 101 1 Ia =1.001 I In= 0.01501P +M= 72.961 a =0.000 (MILD I 1--=---- I------- I----- I------- I----- I------ I-------- 1------ 1-------- I-------- 1------ 1----- 1---- I-------- 1 - - - - -1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 175.01 8.861 0.491 3.71 2.461 0.0941 8.9561 0.1910.00572610.0057261 25.01 0.1410.001 8.6881 *1.001 1 1 IEB 91 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I 1------- 1------- I----- I------- 1----- I------ 1-------- 1------ 1-------- I-------- 1------ I----- 1---- I-------- 1 - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1. 200.01 8.991 0.491 3.71 2.461 0.0941 9.0811 0.1910.00572610.0057261 25.01 0.1410.001 8.8131 *1.001 I I IEB 81 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I �1-------• 1-=----- 1----- 1------- 1----- 1------ 1-------- 1------ 1-------- 1-------- 1------ 1----- 1---- I-------- 1 - - - - -1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 I 225.01 9.111 0.491 3.71 2.461 0.0941 9.2061 0.1910.00572610.0057261 25.01 0.1410.001 8.9381 *1.001 1 1 IEB 71 1 Ia =1.001 I. In= 0.01501P +M= 72.961 e =0.000 IMILD I I------- 1------- I----- 1------- I----- 1------ 1-------- 1------ 1-------- 1-------- 1------ 1----- 1---- 1-------- 1 - - - - -1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 250.01 9.241 0.491 3.71 2.461 0.0941 9.3311 0.1910.00572610.0057261 25.01 0.1410.001 9.0631 *1.001 1 I IEB 61 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I 1------- 1------- 1----= 1------- 1---=- 1------ I-------- 1------ 1-------- I-------- I------ 1----- 1---- 1-------- 1 - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE.OF .00001 1 275.01 9.361 0.491 3.71 2.461 0.0941 9.4561 0.1910.00572610.0057261 25.01 0.1410.001 9.1881 *1.001 I I IEB 51 1 1a =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I --------------------------- ------------------------------------------------------------------------------------ +----------=--------------------------------------------------------------------------------------------- - - - - -+ I I I STUDY NAME: Channel Flow = 9.00 cfs PAGE NUMBER: I --------------------- ------------------------------------------------------------------------------------------ I LENGTHI WATER 1 FLOW1 FLOW 1 FLOWI 2 1 TOTAL I HYDR IFRICTIONI AVERAGEI REACHI LOSSIEDDYI TOTAL I I I from ISURFACEIDEPTHI AREA I V 1aV /2g1 HEAD -IRADIUSI SLOPE I REACH ILENGTHI Hf ILOSSI HEAD 1 Fr I ICONTROLI•(elev.)I. (ft)1(ft *ft)-I(fps)1 (ft) I (ft) I (ft) I Sf I Sf I (ft) I (ft)1(ft)I (ft) I I I------- 1------- 1----- I------- 1----- 1------ 1-------- I------ 1-------- I-------- 1------ I----- I---- I----=--- I - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 300.01 9.491 0.491 3.71 2.461 0.0941 9.5811 0.1910.00572610.0057261 25.01 0.1410.001 9.3131 *1.001 1 I IEB 41 1 1a =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD 1 CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 325.01 9.611 0.491 3.71 2.461 0.0941 9.7061 0.1910.00572610.0057261 25.01 0.1410.001 9.4381 *1.001 1 I IEB 31 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 IMILD I I---.---- I------- I----- I------- I----- I------ I-------- 1------ I-------- I-------- 1------ 1----- I---- I-------- 1 - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 350.01 9.741 0.491 3.71 2.461 0.0941 9.8311 0.1910.00572610.0057261 25.01 0.1410.001 9.5631 *1.001 1 1 IEB 21 1 Ia =1.001 I In= 0.01501P +M= 72.961 a =0.000 IMILD 1 1------- I------- I--=-- 1------- I----- I------ 1-------- 1------ 1-------- I-------- 1------ I----- 1---- I-------- I - - - - -I CHANNEL SLOPE ASSUMED AT PROGRAMMED DEFAULT VALUE OF .00001 1 375.01 -9.86.J.-O..491 3.71 2.461 0.0941 9.9561 0.1910.0057261.0.0057261 25.01 0.1410.001 9.6881 *1.001 1 1 IEB 11 1 Ia =1.001 I In= 0.01501P +M= 72.961 e =0.000 (MILD 1 ------- 1------- 1----,- 1------- 1----- I------ I-------- 1------ 1-------- I-------- I------ 1----- I---- I-------- I - - - - -1 I------- I------- 1----- I------- 1----- 1------ I-------- I------ I-------- 1-------- 1------ I----- I---- I-------- I - - - - -I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1------- 1----_--- I----- I------- I----- I------ I-------- 1------ 1-------- 1.-------- 1------ I----- I---- I-------- 1 - - - - -I I------- I------- I----- I------- I----- I------ I-------- I------ I-------- I-------- 1------ 1----- 1---- I-------- 1 - - - - -1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1, ------ 1---=---.. I----- 1------- I--;-- 1------ I-------- I------ I-------- I-------- I------ I----- I---- I-------- I - - - - -I I• I I ' I I I I I I I I I . I �I I I I I I I I I I I I I I I I 1------- 1------- 1----- 1.------- I-- �--- 1------ I-------- I------ I-------- 1-------- I------ 1----- 1---- I-------- I - - - - -I I I , I I I I 1 I I I , , I 1 I 1 I I I I 1 f 1 1 1 I I I 1 I 1 1 1 I I , , I 1 I I I 1 I 1 I I I I I I I I I I 1 1 I 1 I I I 1 I I 1 I I I I I I 1 I I I I I I I I 1 I I I 1 I I 1 I I I I I 1 I I I I 1 I 1 I 1 1 I I 1 I I I I I 1 1 I - - - - - - - - - - - I I I I I I I I I I 1 1 I I I I 1 I I I I I I I I I 1 I I I I 1 I 1 I I I I • I I I I I I I I 1 I I I 1 J I I I I I I I I I 1 I I I I 1 o -P G C cr 52) Vic i �. Qo o CC--lj: CA cn- _ - LOT G p �j LOT 0 t -�- c" 00 LOT H n o CA W O N 7 PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Arm .r \po y Job No: By: Date: SHT OF �iK USA( G(� 11� ftU►NTp, �'Jfp, ?i�( -� C'(-(1� !�`F'1$1 1 y o' �iK USA( G(� 11� ftU►NTp, �'Jfp, ?i�( -� C'(-(1� !�`F'1$1 1 y 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: 12: 4 5/ 1/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * capacity of W =41 catch basin at a sump * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > >>>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) = 7.84 BASIN OPENING(FEET) = 0.54 DEPTH OF WATER(FEET) = 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.00 &flW( 11 . A, 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: 12:11 5/ 1/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * curb & gutter depth of flow calculation @C.B. #L2 -3 * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 3.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.020000 • CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEE x.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.46 PRODUCT OF DEPTH &VELOCITY = 0.65 ---------------------------------------------------------------------- - - - - -- ---------------------------------------------------------------------- - - - - -- is ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: 12:14 5/ 1/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * C.B. #L2 -3 sizing * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of • Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.30 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.8 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.1 �tilt 4Q' PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LAC.FD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "L1 -1" * * FILE NAME: L1_1.DAT TIME /DATE OF STUDY: 21:39 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 102.66 FLOWLINE ELEVATION = 406,.57 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 0.80 ASSUMED DOWNSTREAM CONTROL HGL = 411.500. L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 102.66 : HGL= < 411.500 >;EGL = < 411.503 >; FLOWLINE = < 406.570> ------------------------------------------------------------°---------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 102.66 TO---RODE 116.93 IS CODE = 1 UPSTREAM NODE 116.93 ELEVATION =408 0 ----------------------------------------- ��t------------------------------ CALCULATE PRESSURE__FLOW_FRICTION LOSSES(LACFCD):� PIPE FLOW = 0_80 £FS PIPE DIAMETER = 18 OOaINCHES PIPE LENGTH = 1--14."27 == =FEET - MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 0.80)/( 105.043)) * *2 = 0.0000580 HF =L *SF = ( 14.27) *( 0.0000580) = 0.001 NODE 116.93 : HGL= < 11,.;5101 >;EGL = < 411.504 >; FLOWLINE = < 408.300> ii �= END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 lie PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (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 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "L1 -2" * * * * FILE NAME: L1_2.DAT TIME /DATE OF STUDY: 21:40 6/ 2/2006 ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 102.55 FLOWLINE ELEVATION = 406.57 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 3.90 ASSUMED DOWNSTREAM CONTROL HGL = 411.500 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- NODE 102.55 : HGL= < 411.500 >;EGL = < 411.576 >;FLOWLINE = < 406.570> -------------------------------------------------------_-----=--------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 102.55 TO NODE K 121.83-IS CODE = 1 UPSTREAM NODE 121.83 ELEVATION = X409_.3 -9, ------------------------------------------ -- ----------- - - - - -{ --------- - - - - -- CALCULATE PRESSURE FLOW - FRICTION LOSSES(LACFCD): PIPE FLOW = 3- :90JCFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = Li9'.28 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 3.90)/( 105.043)) * *2 = 0.0013785 HF =L *SF = ( 19.28) *( 0.0013785) = 0.027 NODE 121.83 : HGL= < 411.527 >;EGL = < 411.602 >;FLOWLINE = < 409.390> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 9 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral °L1 -3" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME L1 �3 . DAT TIME /DATE OF "STUDY: 21 :42 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 101.92 FLOWLINE ELEVATION = 411.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 8.10 ASSUMED DOWNSTREAM CONTROL HGL = 412.800 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 101.92 : HGL= < 412.800 >;EGL = < 413.126 >; FLOWLINE = < 411.000> ---------------------------------------------=------------------------------ ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 101.92" TO NODE 117.40 IS CODE = 1 UPSTREAM NODE 117.40 ELEVATION = 411.30 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 8.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = `15�:48� FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 8.10M 105.043)) * *2 = 0.0059461 HF =L *SF = ( 15.48) *( 0.0059461) _< 0.092 NODE 117.40 : HGL= < 412.892 >;EGL = < 413.218 >; FLOWLINE = < 411.300> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 40 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 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "L1" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L1.DAT TIME /DATE OF STUDY: 21:34 06/02/2006 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) • NODE UPSTREAM MODEL PRESSURE RUN PRESSURE+ DOWNSTREAM FLOW RUN PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 85.00- 9.07* 4733.21 1.40 1036.91' } FRICTION 105.00- 8.90* 4633.08 1.37 1059.99 } FRICTION 165.94- 7.32* 3679.73 1.32 1093.00 } FRICTION +BEND 220.64- 5.88* 2815.52 1.99 Dc 878.05 . } JUNCTION 225.31- 5.69* 2230.71 1.99 Dc 812.38 } FRICTION +BEND 247.04- 5.72* 2242.01 1.99 Dc 812.38 } FRICTION +BEND 290.48- 5.72* 2243.07 1.99 Dc 812.38 } JUNCTION 295.15- 5.87* 2185.36 1.80 Dc 627.40 } FRICTION 308.34- 5.84* 2171.22 1.73 628.63 } FRICTION +BEND 351.07- 5.78* 2148.06 1.56 645.08 } FRICTION +BEND 402.72- 5.67* 2098.83 1.36 696.08 } JUNCTION 407.39- 5.56* 1522.70 0.94 634.37 } FRICTION +BEND 488.56- 2.74* 659.83 1.07 553.45 • } FRICTION +BEND 500.00- 2.31* 537.42 1.14 524.73 • } JUNCTION 504.67- 1.41 *Dc 325.80 1.41 *Dc 325.80 } FRICTION +BEND 509.86- 1.55* 334.65 1.41 Dc 325.80 } FRICTION +BEND 527.07- 2.00* 384.95 1.41 Dc 325.80 } FRICTION 540.60- 2.20* 406.55 1.41 Dc 325.80 -----------------------------------------------------------------------7------- 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 = 85.00 FLOWLINE ELEVATION = 402.00 PIPE FLOW = 41.00 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 411.070 FEET ------------------------------------------------------------------------------ NODE 85.00 : HGL = < 411.070 >;EGL = < 411.352 >; FLOWLINE = < 402.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 105.00 IS CODE = 1 UPSTREAM NODE 105.00 ELEVATION = 402.20 � (FLOW IS UNDER PRESSURE) --------------------------------------------------------7--------------------- CALCULATE FRICTION LOSSES(LACFCD): • PIPE FLOW = V41 -:00 CFS PIPE DIAMETER = &2 =00 INCHES PIPE LENGTH = 20.00 FEET MANNING'S N 0.01300 SF= (Q /K) * *2 = (( 41.00)/( 1006.258)) * *2 = 0.00166 HF =L *SF = ( 20.00) *(0.00166) = 0.033 ------------------------------------------------------------------------------ NODE 105.00 : HGL 411.T03 >;EGL= < 411.385 >; FLOWLINE = < 402.200> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE - 165:-94 IS CODE = 1 UPSTREAM NODE 165.94 ELEVATION = 40�3.98 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 41.- 00 CFS PIPE DIAMETER = 42.00 INCHES .s PIPE LENGTH 115.64' FEET MANNING'S N 0.01300 SF= (Q /K) * *2 = (( 41.0 "0) /( 1006.083)) * *2 = 0.00166 HF =L *SF = ( 115.64) *(0.00166) •0.192 ------------------------------------------------------------------------------ NODE 165.94 HGL = < 411.295 >;EGL = < 411.577 >; FLOWLINE = < 403.980> FLOW PROCESS FROM NODE 165.94 TO NODE 220.64 IS CODE = 3 UPSTREAM NODE 220.64 ELEVATION = ,405.57 (FLOW IS UNDER PRESSURE) CALCULATE PIPE- BEND�LOSSES(OCEMA): PIPE FLOW = X41.00 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 64 440 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = r5 jb FEET BEND COEFFICIENT(KB) = 0.21154 • FLOW VELOCITY = j4,.,Z6 FEET /SEC. VELOCITY HEAD = 0.282 FEET HB =KB *(VELOCITY HEAD) = ( 0.212) *( 0.282) = 0.060 SF= (Q /K) * *2 = (( 41.00)/( 1006.011)) * *2 = 0.00166 • HF =L *SF = ( 54.70) *(0.00166).= 0.091 TOTAL HEAD LOSSES = HB + HF = ( 0.060) +( 0.091) = 0.151 ------------------------------------------------------------------------------ NODE 220.64 : HGL = < 411.446 >;EGL = < 411.728 >; FLOWLINE = < 405.570> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.64 TO NODE 225.31 IS CODE = 5 UPSTREAM NODE 225.31 ELEVATION = 405.6T-> (FLOW IS UNDER PRESSURE) ---------------------------------------------=-------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL- VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 37.30 36.00 0.00 405.67 1.99 5.277 DOWNSTREAM 41.00 42.00 - 405.57 1.99 4.262 LATERAL #1 0.60 18.00 56.10 406.57 0.29 0.340 LATERAL #2 3.10 18.00 55.00 406.57 0.67 1.754 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*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 = 0.00313 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00166 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00239 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) • JUNCTION - LOSSES - = -(- 0.067) +( - 0.000) - = - -- 0.067 -- - - - -- -------------------------- NODE 225.31 : HGL = < 411.363 >;EGL = < 411.795 >; FLOWLINE = < 405.670> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 225.31 TO NODE 247.04 IS CODE = 3 UPSTREAM NODE 247.04 ELEVATION = 405.77 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------- - - - --a CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 37.30 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 25.600 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 21.73 FEET BEND COEFFICIENT(KB) = 0.13333 FLOW VELOCITY = 5.28 FEET /SEC. VELOCITY HEAD = 0.432 FEET HB =KB *(VELOCITY HEAD) _ ( 0.133) *( 0.432) = 0.058 SF= (Q /K) * *2 = (( 37.30)/( 666.996)) * *2 = 0.00313 HF =L *SF = ( 21.73) *(0.00313) = 0.068 TOTAL HEAD LOSSES = HB + HF = ( 0.058) +( 0.068) = 0.126 ------------------------------------------------------------------------------ NODE 247.04 : HGL = < 411.488 >;EGL = < 411.921 >; FLOWLINE = < 405.770> FLOW PROCESS FROM NODE 247.04 TO NODE ,290,_6, IS CODE = 3 UPSTREAM NODE 290.48 ELEVATION = 405 97 (FLOW IS UNDER PRESSURE) y - -------------------------------------------- i ---------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = �37=30;CFS-_, PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 34.120 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 43.44 FEET BEND COEFFICIENT(KB) = 0.15393 • FLOW VELOCITY = <5;28,EEE:T -/ =SEC. VELOCITY HEAD = 0.432 FEET HB =KB *(VELOCITY HEAD) _ ~( 0.154) *( 0.432) = 0.067 • SF= (Q /K) * *2 = (( 37.30)/( 667.028)) * *2 = 0.00313 HF =L *SF = ( 43.44) *(0.00313) = 0.136 TOTAL HEAD LOSSES = HB + HF = ( 0.067) +( 0.136) = 0.202 ------------------------------------------------------------------------------ NODE 290.48 : HGL = < 411.691 >;EGL = < 412.123 >; FLOWLINE = < 405.970> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 290.48 TO NODE 295.15 IS CODE = 5 UPSTREAM NODE 295.15 ELEVATION = 406.07 (FLOW IS UNDER PRESSURE) ------------7----------------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 30.70 36.00 0.00 406.07 1.80 4.343 DOWNSTREAM 37.30 36.00 - 405.97 1.99 5.277 LATERAL #1 6.60 24.00 45.00 406.47 0.91 2.101 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*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 = 0.00212 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00313 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00262 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.000 FEET • JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.109) +( 0.000) = 0.109 ------------------------------------------------------------------------------ NODE 295.15 : HGL = < 411.939 >;EGL = < 412.232 >; FLOWLINE = < 406.070> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 295.15 TO NODE 308.34 IS CODE = 1 UPSTREAM NODE 308.34 ELEVATION = 406.13 (FLOW IS UNDER PRESSURE) ----------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 30.70 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 13.19 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 30.70)/( 667.229)) * *2 = 0.00212 HF =L *SF = ( 13.19) *(0.00212) = 0.028 ------------------------------------------------------------------------------ NODE 308.34 : HGL = < 411.967 >;EGL = < 412.260 >; FLOWLINE = < 406.130> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 308.34 TO NODE 3.51.07, IS CODE = 3 UPSTREAM NODE 351.07 ELEVATION = 4�653� (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 30.70 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 54.410 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 42.73 FEET BEND COEFFICIENT(KB) = 0.19438 FLOW VELOCITY = 4.34 FEET /SEC. VELOCITY HEAD = 0.293 FEET HB =KB *(VELOCITY HEAD) _ ( 0.194) *( 0.293) = 0.057 • SF= (Q /K) * *2 = (( 30.70)/( 666.993)) * *2. = 0.00212 HF =L *SF = ( 42.73) *(0.00212) = 0.091 TOTAL HEAD LOSSES = HB + HF = ( 0.057) +( 0.091) = 0.147 • ------------------------------------------------------------------------------ NODE 351.07 : HGL = < 412.114 >;EGL = < 412.407 >; FLOWLINE = < 406.330> FLOW PROCESS FROM NODE 351.07 TO NODE 402.72frIS CODE = 3 UPSTREAM NODE 402.72 ELEVATION = 6;57/�(FLOW IS UNDER PRESSURE) -- - - - - - - - - - - - - - - - 0 - - - - - - - - - - - - - - - - - - - - - - - - - -, - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CALCULATE PIPE -BEND LOSSES(OCEMA): ,.,j PIPE FLOW = 30.70 CFS PIPE DIAMETER = `36.00 INCHES CENTRAL ANGLE = 6.040 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 51.65 FEET BEND COEFFICIENT(KB) = 0.06476 FLOW VELOCITY = 4.34 FEET /SEC. VELOCITY HEAD = 0.293 FEET HB =KB *(VELOCITY HEAD) _ ( 0.065) *( 0.293) = 0.019 SF= (Q /K) * *2 = (( 30.70)/( 667.001)) * *2 = 0.00212 HF =L *SF = ( 51.65) *(0.00212) = 0.109 TOTAL HEAD LOSSES = HB + HF = ( 0.019) +( 0.109) = 0.128 ------------------------------------------------------------------------------ NODE 402.72 : HGL = < 412.243 >;EGL = < 412.535 >; FLOWLINE = < 406.570> FLOW PROCESS FROM NODE 402.72 TO NODE 407.39 IS CODE = 5 UPSTREAM NODE 407.39 ELEVATION = 406.77 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 22.70 30.00 0.00 406.77 1.62 4.624 • DOWNSTREAM LATERAL #1 30.70 36.00 - 406.57 1.80 4.343 8.00 24.00 45.00 406.67 1.01 2.546 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*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 = 0.00306 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00212 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00259 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.124) +( 0.000) = 0.124 ------------------------------------------------------------------------ - - - - -y NODE 407.39 : HGL = < 412.327>;EGL= < 412.659 >; FLOWLINE = < 406.770> FLOW PROCESS FROM NODE 407.39 TO NODE 488:56 IS CODE = 3 UPSTREAM NODE 488.56 ELEVATION = 409.86 =(FLOW IS UNDER PRESSURE) ---------------------------------------------- -= ------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 22.70 CFS PIPE DIAMETER = 30,,. 00 INCHES CENTRAL ANGLE = 7.750 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 81.17 FEET BEND COEFFICIENT(KB) = 0.07336 FLOW VELOCITY = 4.62 FEET /SEC. VELOCITY HEAD = 0.332 FEET • HB =KB *(VELOCITY HEAD) _ ( 0.073) *( 0.332) = 0.024 SF= (Q /K) * *2 = (( 22.70)/( 410.188)) * *2 = 0.00306 HF =L *SF = ( 81.17) *(0.00306) = 0.249 • -- TOTAL -HEAD LOSSES HB + HF = ( 0.024)+(,0.249) = - 0.273------ - - - - -- -------- NODE 488.56 : HGL = < 412.600 >;EGL = < 412.932 >; FLOWLINE = < 409.860> FLOW PROCESS FROM NODE 488.56 TO NODE 500: "00 IS CODE = 3 UPSTREAM NODE 500.00 ELEVATION = 410.3.0 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 22.70 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 0.470 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 11.44 FEET BEND COEFFICIENT(KB) = 0.01404 ADJUSTED CENTRAL ANGLE _ ( 0.470) *( 6.91/ 11.44) = 0.284 FLOW VELOCITY 4.62 FEET /SEC. VELOCITY HEAD = 0.332 FEET •HB =KB *(VELOCITY HEAD) _ ( 0.014) *( 0.332) = 0.005 SF= 0.00294 HF =L *SF = ( 11.44) *(0.00294) = 0.034 TOTAL HEAD LOSSES = HB + HF = ( 0.005) +( 0.034) = 0.038 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.74 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.740 4.624 3.072 659.83 6.912 2.500 4.624 2.832 586.31 • ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.91 CRITICAL DEPTH(FT) = 1.62 . ------------------------------------------------------------------------ ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM - - - - -= PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 6.912 2.500 4.623 2.832 586.31 9.177 2.412 4.675 2.752 561.78 11.238 2.324 4.771 2.678 539.63 11.440 2.315 4.783 2.670 537.42 ------------------------------------------------------------------------------ NODE 500.00 : HGL = < 412.615 >;EGL = < 412.970 >; FLOWLINE = < 410.300> FLOW PROCESS FROM NODE 500.00 TO NODE 4 504/",67''IS CODE = 5 UPSTREAM NODE 504.67 ELEVATION = 411,40% (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 15.00 18.00 0.00 411.40 1.41 8.714 DOWNSTREAM 22.70 30.00 - 410.30 1.62 4.784 LATERAL #1 7.70 18.00 45.00 C411_.09 1.07 4.357 • LATERAL #2 Q5 0.00 0.00 0.00 0.00 0.00 0.000 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= 0.01762 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00265 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01014 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.047 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.015) +( 0.000) = 1.015 ------------------------------------------------------------------------------ NODE 504.67 : HGL = < 412.806 >;EGL = < 413.986 >;FLOWLINE = < 411.400> FLOW PROCESS FROM NODE 504.67 TO NODE 15A9,86 IS CODE = 3 UPSTREAM NODE 509.86 ELEVATION = 411'143 (FLOW UNSEALS IN REACH) --------------------------------------- - - - - -- -------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 15.00 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 0.210 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 5.19 FEET BEND COEFFICIENT(KB) = 0.00852 ADJUSTED CENTRAL ANGLE _ ( 0.210) *( 2.58/ 5.19) = 0.104 FLOW VELOCITY = 8.49 FEET /SEC. VELOCITY HEAD = 1.119 FEET HB =KB *(VELOCITY HEAD) _ ( 0.009) *( 1.119) = 0.010 SF= 0.01944 HF =L *SF = ( 5.19) *(0.01944) = 0.101 TOTAL HEAD LOSSES = HB + HF = ( 0.010) +( 0.101) = 0.110 • - - = = = >- NORMAL - PIPEFLOW -IS- PRESSURE FLOW -------------------------------------------- NORMAL DEPTH(FT) = 1.50 CRITICAL DEPTH(FT) = 1.41 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.41 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)' 0.000 1.406 8.712 2.586 325.80 0.028 1.416 8.678 2.586 325.84 0.102 1.425 8.647 2.587 325.94 0.225 1.435 8.617 2.588 326.09 0.396 1.444 8.590 2.590 326.32 0.618 1.453 8.565 2.593 326.61 0.891 1.463 8.542 2.596 326.98 1.220 1.472 8.522 2.600 327.42 1.608 1.481 8.506 2.605 327.96 2.062 1.491 8.493 2.611 328.62 2.609 1.500 8.486 2.619 329.44 ___> FLOW IS UNDER PRESSURE 5.190 1.547 8.488 2.666 334.65 ------------------------------------------------------------------------------ NODE 509.86 : HGL = < 412.977 >;EGL = < 414.096 >;FLOWLINE = < 411.430> FLOW PROCESS FROM NODE 509.86 TO NODE 527.07 IS CODE = 3 • UPSTREAM NODE 527.07 ELEVATION = 411.52 (FLOW IS UNDER PRESSURE) ----------------------------- - ------------------------------------------------ �. CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 15.00 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 43.830 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 17.21 FEET BEND COEFFICIENT(KB) = 0.17446 FLOW VELOCITY = 8.49 FEET /SEC. VELOCITY HEAD = 1.119 FEET HB =KB *(VELOCITY HEAD) _ ( 0.174) *( 1.119) = 0.195 SF= (Q /K) * *2 = (( 15.00)/( 105.045)) * *2 = 0.02039 HF =L *SF = ( 17.21) *(0.02039) = 0.351 TOTAL HEAD LOSSES = HB + HF = ( 0.195) +( 0.351) = 0.546 NODE 527.07 : HGL = < 413.523 >;EGL = < 414.642 >; FLOWLINE = < 411.520> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 527.08 TO NODE '4060 IS CODE = 1 UPSTREAM NODE 540.60 ELEVATION = 411`60 (FLOW IS UNDER PRESSURE) --------------------------------------------"---------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.00 CFS PIPE DIAMETER = ;18)100 INCHES PIPE LENGTH = 13.53 FEET MANNING'S N'� 0.01300 SF= (Q /K) * *2 = (( 15.00)/( 105.041)) * *2 = 0.02039 HF =L *SF = ( 13.53) *(0.02039) = 0.276 ------------------------------------------------------------------------------ NODE 540.60 : HGL = < 413799 >;EGL = < 414.918 >; FLOWLINE = < 411.600> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 540.60 FLOWLINE ELEVATION = 411.60 • ASSUMED UPSTREAM CONTROL HGL = 413.01 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering.Sbftware (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 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "L2 -1" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME : fL�_1 . DAT TIME /DATE OF STUDY: 21:51 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 102.47 FLOWLINE ELEVATION = 407.17 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 0.30 ASSUMED DOWNSTREAM CONTROL HGL = 412.500 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 102.47 : HGL= < e12:11 .500 >;EGL = < 412.500' >; FLOWLINE = < 407.170> -----------------------------------------------------=-=-------------------- PRESSURE FLOW PROCESS FROM NODE 102.47 TO NODE '116 -78 IS CODE = 1 UPSTREAM NODE 116.78 ELEVATION 409 05, � L,' L; ---------------------------------------------- — ------------------------------ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 0.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 14.31 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 0.30)/( 105.043)) * *2 = 0.0000082 HF =L *SF =.( 14.31) *( 0.0000082) = 0.000 NODE 116.78 : HGL= < 41 50,0>;EGL= < 412.501 >; FLOWLINE = < 409.050> ------------ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral 1IL2 -211 * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L2_2.DAT TIME /DATE OF STUDY: 21:51 6/ 2/2006 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: .NODE NUMBER = 102.47 FLOWLINE ELEVATION = 407.17 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 1.10 ASSUMED DOWNSTREAM CONTROL HGL = 412.500 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- NODE 102.47 : HGL= < X412,.500 >;EGL = < 412.506 >; FLOWLINE = < 407.170> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 102.47 TO NODE 116.78 IS CODE = 1 UPSTREAM NODE 116.78 ELEVATION = 407.31 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = _1:10',-CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = x_14- :_31,_FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 1.10) /( 105.043)) * *2 = 0.0001097 HF =L *SF = ( 14.31) *( 0.0001097) = 0.002 NODE 116.78 : HGL= < 412.502 >;EGL = < 412.508 >; FLOWLINE = < 407.310> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 r% A PRESSURE-PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral 1IL2 -3" * * FILE NAME jL2�3.DAT TIME /DATECOF /STUDY: 21:52 . 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: I NODE NUMBER = 102.47 FLOWLINE ELEVATION = 407.54 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 3.30 ASSUMED DOWNSTREAM CONTROL HGL = 412.900 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 102.47 : HGL= < 412.900 >;EGL = < 412.954 >; FLOWLINE = < 407.540> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 102.47 TO NODE 114.85 IS CODE = 1 UPSTREAM NODE 114.85 ELEVATION = 408.96 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = � . 3_._3.0_-,CFS; PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = A2- . -3.8; FEET• MANNINGS N 0.01300 SF= (Q /K) * *2 = (( 3.30)%( 105.043)) * *2 = 0.0009869 HF =L *SF = ( 12.38) *( 0.0009869) = 0.012 NODE 114.85 : HGL= < 412.912 >;EGL = < 412.966 >;FLOWLINE= < 408.960> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 41 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral 1IL2 -5" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L2.5 TIME /DATE OF STUDY: 22: 8 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1002.40 FLOWLINE ELEVATION = 408.86 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 1.30 ASSUMED DOWNSTREAM CONTROL HGL = 412.700 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 1002.40 : HGL= < 412.700 >;EGL = < 412.708 >;FLOWLINE = <. 408.860> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1002.40 TO NODE 1012.11 IS CODE = 1 UPSTREAM NODE 1012.11 ELEVATION = 409.59 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 9.71 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 1.30)/( 105.043)) * *2 = 0.0001532 HF =L *SF = ( 9.71) *( 0.0001532) = 0.001 NODE 1012.11 : HGL= < 412.702 >;EGL = < 412.710 >;FLOWLINE = < 409.590> 1 1 �_J END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 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 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "L2" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L2.DAT TIME /DATE OF STUDY: 21:46 06/02/2006 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- 5.63* 953.26 1.05 Dc 132.44 } FRICTION 117.56- 5.58* .943.82 1.05 Dc 132.44 } FRICTION +BEND 152.63- 5.50* 928.36 1.05 Dc 132.44 } FRICTION 196.82- 5.39* 905.60 1.05 Dc 132.44 } JUNCTION 201.49- 5.35* 886.34 0.97 Dc 108.95 } FRICTION 245.70- 5.23* 862.29 0.97 Dc 108.95 } FRICTION +BEND 253.29- 5.21* 858.91 0.97 Dc 108.95 } JUNCTION 257.96- 5.16* 524.34 0.94 Dc 87.58" ) FRICTION +BEND 281.04- 5.16* 524.37 0.94 Dc 87.58 } FRICTION - 291.79- 5.14* 522.60 0.94 Dc 87.58 } JUNCTION 296.46- 5.33* 512.92 0.61 Dc 30.16 } FRICTION 608.46- 4.29* 397.26 0.57 30.44 } MANHOLE • 613.13- } 4.27* FRICTION 395.24 0.61 Dc 30.16 925.13- 3.21* 278.48 0.57 30.44 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.47 TO NODE 117:,56 IS CODE = 1 • UPSTREAM NODE 117.56 ELEVATION = 406.74 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.60 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 15.09 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 8.60)/( 226.160)) * *2 = 0.00145 HF =L *SF = ( 15.09) *(0.00145) = 0.022 NODE 117.56 : HGL = < 412.322 >;EGL = < 412.438 >; FLOWLINE = < 406.740> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.56 TO NODE 152.63 IS CODE = 3 UPSTREAM NODE 152.63 ELEVATION = 406.89 (FLOW IS UNDER PRESSURE) ----------------------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 8.60 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 44.660 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 35.07 FEET BEND COEFFICIENT(KB) = 0.17611 FLOW VELOCITY = 2.74 FEET /SEC. VELOCITY HEAD = 0.116 FEET HB =KB *(VELOCITY HEAD) _ ( 0.176) *( 0.116) = 0.020 SF= (Q /K) * *2 = (( 8.60)/( 226.241)) * *2 = 0.00144 HF =L *SF = ( 35.07) *(0.00144) = 0.051 TOTAL HEAD LOSSES = HB + HF = ( 0.020) +( 0.051) = 0.071 =j NODE 152.63 : HGL = < 412.393 > -'EGL= < 412.509 >; FLOWLINE = < 406.890> FLOW PROCESS FROM NODE 152.63 TO NODE 196.82 IS CODE= 1 UPSTREAM NODE 196.82 ELEVATION = 407.07 (FLOW IS UNDER PRESSURE) } MANHOLE • 929.80- 3.19* 276.46 0.61 DC 30.16 } FRICTION 1152.83- 2.44* 193.32 0.61 Dc 30.16 } FRICTION +BEND 1188.30- 2.33* 181.21 0.41 37.84• } FRICTION 1200.00- 2.28* 176.48 0.35 44.93 } FRICTION } HYDRAULIC JUMP 1259.95- 0.61 Dc 30.16 0.37* 41.57 } FRICTION +BEND 1285.49- 0:61 *Dc 30.16 0.61 *Dc 30.16 ------------------------------------------------------------------------------ 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 = 406.67 PIPE FLOW = 8.60 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 412.300 FEET ------------------------------------------------------------------------------ NODE 102.47 : HGL = < 412.300 >;EGL = < 412.416 >; FLOWLINE = < 406.670> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.47 TO NODE 117:,56 IS CODE = 1 • UPSTREAM NODE 117.56 ELEVATION = 406.74 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.60 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 15.09 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 8.60)/( 226.160)) * *2 = 0.00145 HF =L *SF = ( 15.09) *(0.00145) = 0.022 NODE 117.56 : HGL = < 412.322 >;EGL = < 412.438 >; FLOWLINE = < 406.740> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.56 TO NODE 152.63 IS CODE = 3 UPSTREAM NODE 152.63 ELEVATION = 406.89 (FLOW IS UNDER PRESSURE) ----------------------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 8.60 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 44.660 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 35.07 FEET BEND COEFFICIENT(KB) = 0.17611 FLOW VELOCITY = 2.74 FEET /SEC. VELOCITY HEAD = 0.116 FEET HB =KB *(VELOCITY HEAD) _ ( 0.176) *( 0.116) = 0.020 SF= (Q /K) * *2 = (( 8.60)/( 226.241)) * *2 = 0.00144 HF =L *SF = ( 35.07) *(0.00144) = 0.051 TOTAL HEAD LOSSES = HB + HF = ( 0.020) +( 0.051) = 0.071 =j NODE 152.63 : HGL = < 412.393 > -'EGL= < 412.509 >; FLOWLINE = < 406.890> FLOW PROCESS FROM NODE 152.63 TO NODE 196.82 IS CODE= 1 UPSTREAM NODE 196.82 ELEVATION = 407.07 (FLOW IS UNDER PRESSURE) • ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 8.60 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 44.19 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 8.60)/( 226.258)) * *2 = 0.00144 HF =L *SF = ( 44.19) *(0.00144) = 0.064 ------------------------------------------------------------------------------ NODE 196.82 : HGL = < 412.457 >;EGL = < 412.573 >; FLOWLINE = < 407.070> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE X196.82 TO NODE 201 -:,4-9 IS CODE = 5 UPSTREAM NODE 201.49 - ELEVATION = 407.17 (FLOW IS UNDER PRESSURE) ------------------------------------------- l_.- ----------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) UPSTREAM 7.40 24.00 0.00 407.17 0.97 2.355 DOWNSTREAM 8.60 24.00 - 407.07 1.05 :�_2_7- 3 -7--a LATERAL #1 0.20 18.00 45.00 407.17 0.16 0.113 LATERAL #2 1.00 18.00 45.00 407.17 0.37 0.566 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 = 0.00107 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00145 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00126 • JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.006 FEET ENTRANCE LOSSES = .0:000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.032) +( 0.000) = 0.032 ------------------------------------------------------------------------------ NODE 201.49 : HGL = < 412.519 >;EGL = < 412.605 >; FLOWLINE = < 407.170> FLOW PROCESS FROM NODE 201.49 TO NODE 245.70 IS CODE = 1 UPSTREAM NODE 245.70 ELEVATION = 407.34 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------ - - - - -- CALCULATE FRICTION LOSSES1(LACFCD): PIPE FLOW = �_:T 40' CFS PIPE DIAMETER = (24)00 INCHES PIPE LENGTH = 44.21 FEET MANNING'S N 0.01300 SF= (Q /K) * *2 = (( 7.40)/( 226.230)) * *2 = 0.00107 HF =L *SF = ( 44.21) *(0.00107) = 0.047 ------------------------------------------------------------------------------ NODE 245.70 : HGL = < 412.566 >;EGL = < 412.652 >; FLOWLINE = < 407.340> FLOW PROCESS FROM NODE 245.70 TO NODE 253:29 IS CODE = 3 UPSTREAM NODE 253.29 ELEVATION = X407.37 (FLOW IS UNDER PRESSURE) ------------------------------------------ - ----------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 7.40 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 4.830 DEGREES MANNING'S N = 0.01300 • PIPE LENGTH = 7.29 FEET BEND COEFFICIENT(KB) = 0.05792 FLOW VELOCITY = 2.36 FEET /SEC. VELOCITY HEAD = 0.086 FEET HB =KB *(VELOCITY HEAD) = ( 0.058) *( 0.086) = 0.005 • SF= (Q /K) * *2 = (( 7.40)/( 226.267)) * *2 = 0.00107 HF =L *SF = ( 7.29) *(0.00107) = 0.008 TOTAL HEAD LOSSES = HB + HF = ( 0.005) +( 0.008) = 0.013 ------------------------------------------------------------------------- - - - - -- NODE 253.29 : HGL = < 412.579 >;EGL = < 412.665 >;FLOWLINE = < 407.370> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 253.29 TO NODE 257:96 IS CODE = 5 UPSTREAM NODE 257.96 ELEVATION = 407.39. (FLOW IS UNDER PRESSURE) -------------------------------------------'---------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM '59-0 --�l 18.00 0.00 407.39 0.94 X3:338'_ DOWNSTREAM 7.40 24.00 - 407.37 0.97 2.355 LATERAL #1 1.50. 18.00 45.00 - 407-:3.8,, 0.46 0.849 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=(02*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- 04 *V4 *COS(DELTA4)) /((Al +A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N =,0.01300; FRICTION SLOPE = 0.00315 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00107 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.'00211 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.000 FEET • JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) , JUNCTION LOSSES = ( 0.057) +( 0.000) = 0.057 -- -------------------------------------------------------------------- NODE 257.96 : HGL = < 412.549 >;EGL = < 412.722 >;FLOWLINE = < 407.390> FLOW PROCESS FROM NODE 257.96 TO NODE 281.04 IS CODE = 3 UPSTREAM NODE 281.04 ELEVATION = 407.48 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 5.90 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 14.690 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 23.08 FEET BEND COEFFICIENT(KB) = 0.10100 FLOW VELOCITY = 3.34 FEET /SEC. VELOCITY HEAD = 0.173 FEET HB =KB *(VELOCITY HEAD) = ( 0.101) *( 0.173) = 0.017 SF= (Q /K) * *2 = (( 5.90)/( 105.039)) * *2 = 0.00316 HF =L *SF = ( 23.08) *(0.00316) = 0.073 TOTAL HEAD LOSSES = HB + HF = ( 0.017) +( 0.073). = 0.090 NODE 281.04 : HGL = < 412.639 >;EGL = < 412.812 >;FLOWLINE = < 407.480> FLOW PROCESS FROM NODE 281.04 TO NODE 291.79 IS CODE = 1 UPSTREAM NODE 291.79 ELEVATION = 407.53 (FLOW IS UNDER PRESSURE) -------------------------- --- ------------- 4�1 ------------------------------------ CALCULATE FRICTION LOSSES ;(LACFCD): PIPE FLOW = L1/5.,`90 CFS PIPE DIAMETER = 18.00 INCHES • PIPE LENGTH = 10.75 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 5.90)/( 105.057)) * *2 = 0.00315 HF =L *SF = ( 10.75) *(0.00315) = 0.034 ------------------------------------------------------------------------------ NODE 291.79 : HGL = < 412.673 >;EGL = < 412.846 >;FLOWLINE = < 407.530> FLOW PROCESS FROM NODE 291.79 TO NODE 296.46 IS CODE = 5 UPSTREAM NODE 296.46 ELEVATION = 407.55 (FLOW IS UNDER PRESSURE) ---------------------------------------------- _-------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 2.60 18.00 0.00 407.55 0.61 1.472 DOWNSTREAM 5.90 18.00 - 407.53 0.94 3.338 LATERAL #1 3.30 18.00 45.00 407.54 0.69 1.867 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*V2-Ql*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 = 0.00061 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00315 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00188 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.009 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.072) +( 0.000) = 0.072 ----------------------------------------------------------------------=------- NODE 296.46 : HGL = < 412.884 >;EGL = < 412.918 >;FLOWLINE = < 407.550> j; FLOW PROCESS FROM NODE 296.46 TO NODE 6- 0,8.46 IS CODE = 1 UPSTREAM NODE 608.46 ELEVATION = 4'08.79 (FLOW IS UNDER PRESSURE) L711 ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 312.00 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 2.60)/( 105.047)) * *2 = 0.00061 HF =L *SF = ( 312.00) *(0.00061) = 0.191 ------------------------------ -'=--------------------------------------------- NODE 608.46 : HGL = < '.075 >;EGL = < 413.109 >;FLOWLINE = < 408.790> FLOW PROCESS FROM NODE 608.46 TO NODE 613:13 IS CODE = 2 UPSTREAM NODE 613.13 ELEVATION = 408.81 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 1.47 FEET /SEC: VELOCITY HEAD = 0.034 FEET HMN = .05 *(VELOCITY HEAD) _ .05 *( 0.034) = 0.002 ------------------------------------------------------------------------------ NODE 613.13 : HGL = < 413.077 >;EGL = < 413.111 >;FLOWLINE = < 408.810> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 613.13 TO NODE 925.13 IS CODE = 1 --------------------------------------- UPSTREAM NODE 925.13 ELEVATION = 4.10.06 (FLOW IS UNDER PRESSURE) ----'"--------------------------------- CALCULATE FRICTION LOSSES(LACFCD): J /f PIPE FLOW = 2'60 CFS PIPE DIAMETER = 18.00 INCHES ��- PIPE LENGTH = 312.00 FEET MANNING'S N"' = 0.01300 SF= (Q /K) * *2 = (( 2.60)/( 105.039)) * *2 = 0.00061 HF =L *SF = ( 312.00) *(0.00061) = 0.191 ------------------------------------------------------------------------------ NODE 925.13 : HGL = < 413.268 >;EGL = < 413.302 >;FLOWLINE = < 410.060> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 925.13 TO NODE 929.80 IS CODE = 2 UPSTREAM NODE 929.80 ELEVATION = 410.08 (FLOW IS UNDER PRESSURE) ------------=----------------------------------------------------------------- CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 1.47 FEET /SEC. VELOCITY HEAD = 0.034 FEET HMN = .05 *(VELOCITY HEAD) = .05 *( 0.034) = 0.002 NODE 929.80 : HGL = < 413.270 >;EGL = < 413.304 >;FLOWLINE = < 410.080> FLOW PROCESS FROM NODE 929.80 TO NODE 1152.83 IS CODE = 1 UPSTREAM NODE 1152.83 ELEVATION = 410.97 (FLOW IS UNDER PRESSURE) -----------------------------7------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 222.03 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 2.60)/( 105.047)) * *2 = 0.00061 HF =L *SF = ( 222.03) *(0.00061) = 0.136 -----------------------------------------------=--------------------=--------- • NODE 1152.83 : HGL = < 413.406>;EGL= < 413.440 >;FLOWLINE = < 410.970> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1152.83 TO NODE 1188.30 IS CODE = 3 UPSTREAM NODE 1188.30 ELEVATION = 411.11 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 35.47 FEET BEND COEFFICIENT(KB) = 0.25000 FLOW VELOCITY = 1.47 FEET /SEC. VELOCITY HEAD = 0.034 FEET HB =KB *(VELOCITY HEAD) _ ( 0.250) *( 0.034) = 0.008 SF= (Q /K) * *2 = (( 2.60)/( 105.011)) * *2 = 0.00061 HF =L *SF = ( 35.47) *(0.00061) = 0.022 TOTAL HEAD LOSSES = HB + HF = ( 0.008) +( 0.022) = 0.030 NODE 1188.30 : HGL = < 413.436 >;EGL = < 413.470 >;FLOWLINE = < 411.110> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1188.30 TO NODE 1200.00 IS CODE = 1 UPSTREAM NODE 1200.00 ELEVATION = 411!.16 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.70 -FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 2.60)/( 105.241)) * *2 = 0.00061 HF =L *SF • -- --- ( - - - -- 11.70) 061) - -- --- - - - -- -- ---- NODE 1200.00 : HGL = < 413.443 >;EGL = < 413.477 >;FLOWLINE = < 411.160> FLOW PROCESS FROM NODE 1200.00 TO NODE 1259.95 IS CODE = 1 UPSTREAM NODE 1259.95 ELEVATION = 413.88 (HYDRAULIC JUMP OCCURS) ----------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 59.95 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------ - - - - -- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) = 0.61 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.37 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.372 7.601 1.270 41.57 1.415 0.370 7.680 1.286 41.91 3.022 0.367 7.760 1.302 42.25 4.872 0.364 7.841 1.320 42.61 7.039 0.361 7.924 1.337 42.97 9.641 0.359 8.009 1.355 43.34 12.874 0.356 8.095 1.374 43.72 17.105 0.353 8.183 1.394 44.11 23.157 0.351 8.272 1.414 44.51 • 33.677 0.348 8.363 1.435 44.91 59.'950 0.348 8.367 1.436 44.93 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.28 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.283 1.471 2.317 176.48 17.499 1.500 1.471 1.534 90.12 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------- - - --•e DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 17.499 1.500 1.471 1.534 90.12 19.447 1.411 1.507 1.446 80.59 21.355 1.322 1.576 1.361 71.57 23.232 1.233 1.672 1.277 63.16 25.069 1.144 1.797 1.195 55.46 26.855 1.056 1.956 1.115 48.56 28.564 0.967 2.159 1.039 42.56 • 30.160 0.878 2.419 0.969 37.55 31.569 0.789 2.760 0.907 33.67 • • FLOW PROCESS FROM NODE 1259.95 TO NODE 32.658 0.700 3.214 0.861 31.11 • 33.138 0.611 3.843 0.841 30.16 59.950 0.611 3.843 0.841 30.16 ----------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 27.91 FEET UPSTREAM OF NODE 1200.00 MANNING'S N = 0.01300 DOWNSTREAM DEPTH = 1.001 FEET, UPSTREAM CONJUGATE DEPTH = 0.348 FEET ------------------------------------------------------------------------------ NODE 1259.95 : HGL = < 414.252>;EGL= < 415.150 >;FLOWLINE = < 413.880> • • FLOW PROCESS FROM NODE 1259.95 TO NODE 1285149 IS CODE'= 3 UPSTREAM NODE 1285.49 ELEVATION = 415 -03 (FLOW IS SUPERCRITICAL) --------------------------------------------='=-------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = Cc'2 _6- 0 -,CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 65.030 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 25.54 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) = 0.61 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.61 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.611 3.843 0.841 30.16 0.060 0.585 4.077 0.843 30.26 0.265 0.558 4.341 0.851 30.56. 0.663 0.532 4.637 0.866 31.09. 1.324 0.505 4.972 0.889 31.89 2.363 0.479 5.355 0.924 32.98 3.971 0.452 5.794 0.974 34.42 6.510 0.425 6.302 1.043 36.27 10.803 0.399 6.896 1.138 38.61 19.494 0.372 7.597 1.269 41.55 25.540 0.372 7.601 1.270 41.57 ------------------------------------------------------------------------------ NODE 1285.49 : HGL = < 415:641>;EGL= < 415.871 >;FLOWLINE = < 415.030> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1285.49 FLOWLINE ELEVATION = 415.03 ASSUMED UPSTREAM CONTROL HGL = 415.64 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral 1IL2 -4" * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FILE NAME: L2.4 TIME /DATE OF STUDY: 22: 4 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1002.37 FLOWLINE ELEVATION = 407.17 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) _ 2.30 ASSUMED DOWNSTREAM CONTROL HGL = 412.600 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 1002.37 : HGL= < 412.600 >;EGL = < 412.626 >;FLOWLINE = < 407•.170> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1002.37 TO NODE 1006.41 IS CODE = 1 UPSTREAM NODE 1006.41 ELEVATION = 407.21 ---=------------------------------------------------------------------------ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4.04 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 2.30)/( 105.043)) * *2 = 0.0004794 HF =L *SF = ( 4.04) *( 0.0004794) = 0.002 NODE 1006.41 : HGL= < 412.602>;EGL= <, 412.628>;FLOWLINE= < 407.210> , ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1006.41 TO NODE 1027.03 IS CODE = 3 UPSTREAM NODE 1027.03 ELEVATION = 407.42 ---------------------------------------------------------------------------- • CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 2.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 52.500 DEGREES . PIPE LENGTH = 20.62 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 1.30 FEET PER SECOND VELOCITY HEAD = 0.026 BEND COEFFICIENT(KB) = 0.1909 HB =KB *(VELOCITY HEAD) _ ( 0.191) *( 0.026) = 0.005 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0004794 FRICTION LOSSES = L *SF = ( 20.62) *( 0.0004794) = 0.010 NODE 1027.03 : HGL= < 412.617 >;EGL = < 412.643 >;FLOWLINE = < 407.420> ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1027.03 TO NODE 1159.22 IS CODE = 1 UPSTREAM NODE 1159.22 ELEVATION = 408.76 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 132.19 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 2.30)/( 105.043)) * *2 = 0.0004794 HF= L *SF,= ( 132.19) *( 0.0004794) = 0.063 NODE 1159.22 HGL= < 412.680 >;EGL = < 412.707 >;FLOWLINE = < 408.76`0> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1159.22 TO NODE 1163.89 IS CODE = 5 UPSTREAM NODE 1163.89 ELEVATION = 408.86 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 1.0 18.00 1.767 0.566 0.000 0.005 2 2.3 18.00 1.767 1.302 -- 0.026 3 1.3 18.00 1.767 0.736 60.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00009 DOWNSTREAM FRICTION SLOPE = 0.00048 AVERAGED FRICTION SLOPE IN-JUNCTION ASSUMED AS 0.00029 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = 0.001 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.034+ 0.005- 0.026 +( 0.001) +( 0.000) = 0.014 NODE 1163.89 : HGL= < 412.716 >;EGL = < 412.721 >;FLOWLINE = < 408.860> PRESSURE FLOW PROCESS FROM NODE 1163.89 TO NODE 1297.39 IS CODE = 1 UPSTREAM NODE 1297.39 ELEVATION = 409.39 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 133.50 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( I 1.00) /( 105.043)) * *2 = 0.0000906 • HF =L *SF = ( 133.50) *( 0.0000906) = 0.012 NODE 1297.39 : HGL= < 412.728 >;EGL = < 412.733 >;FLOWLINE = < 409.390> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1297.39 TO NODE 1320.05 IS CODE = 3 UPSTREAM NODE 1320.05 ELEVATION = 409.48 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 57.710 DEGREES PIPE LENGTH = 22.66 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 0.57 FEET PER SECOND VELOCITY HEAD = 0.005 BEND COEFFICIENT(KB) = 0.2002 HB =KB *(VELOCITY HEAD) _ ( 0.200) *( 0.005) = 0.001 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0000906 FRICTION LOSSES = L *SF = ( 22.66) *( 0.0000906) = 0.002 NODE 1320.05 : HGL= < 412.731 >;EGL = < 412.736 >;FLOWLINE = < 409.480> 1 • END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 4 . PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 n * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 111,3" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: L3.DAT TIME /DATE OF STUDY: 22:11 6/ "2/2006 ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 102.14 FLOWLINE ELEVATION = 409.20 PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) = 7.80 ASSUMED DOWNSTREAM CONTROL HGL = 412.000 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- NODE 102.14 : HGL= < 412.000 >;EGL = < 412.096 >; FLOWLINE = < 409.200 >" ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 102.14 TO NODE 114.13 IS CODE = 1 UPSTREAM NODE 114.13 ELEVATION = 409.28 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 7.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 11.99 FEET 'MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 7.80)/( 226.224)) * *2 = 0.0011888 HF =L *SF = ( 11.99) *( 0.0011888) = 0.014 NODE 114.13 : HGL= < 412.014 >;EGL = < 412.110 >; FLOWLINE = < 409.280> ---------------------------------------------------------------------------- ----------------------------------------------------------------------------_ PRESSURE FLOW PROCESS FROM NODE 114.13 TO NODE 144.69 IS CODE 3 UPSTREAM NODE 144.69 ELEVATION = 409.48 --------------------------------------------------------------------------'-- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): • PIPE FLOW = 7.80 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 77.290 DEGREES PIPE LENGTH = 30.! PRESSURE FLOW AREA = FLOW VELOCITY = 2.48 VELOCITY HEAD = 0.096 HB =KB *(VELOCITY HEAD) PIPE CONVEYANCE FACTOR FRICTION LOSSES = L *SF NODE 144.69 : HGL= < 56 FEET MANNINGS N = 0.01300 3.142 SQUARE FEET FEET PER SECOND BEND COEFFICIENT.(KB) = 0.2317 ( 0.232) *( 0.096) = 0.022 226.224 FRICTION SLOPE(SF) = 0.0011888 ( 30.56) *( 0.0011888) = 0.036 412.073 >;EGL = < 412.168 >;FLOWLINE = < 409.480> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 144.69 TO NODE 219.58 IS CODE = 3 UPSTREAM NODE 219.58 ELEVATION = 409.96 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA).: PIPE FLOW = 7.80 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 7.150 DEGREES PIPE LENGTH = 74.90 FEET MANNINGS N =,0.01300 PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 2.48 FEET PER SECOND VELOCITY HEAD = 0.096 BEND COEFFICIENT(KB) = 0.0705 HB =KB *(VELOCITY HEAD) _ ( 0.070) *( 0.096) = 0.007 PIPE CONVEYANCE FACTOR = 226.224 FRICTION SLOPE(SF) = 0.0011888 FRICTION LOSSES = L *SF = ( 74.90) *( 0.0011888) = 0.089 NODE 219.58 : HGL= < 412.169 >;EGL = < 412.264 >;FLOWLINE = < 409.960> ----------------------------------------------=----------------------------- ---------------------------------------------------------------------------- • PRESSURE FLOW PROCESS FROM NODE 219.58 TO NODE 248.66 IS CODE = 3 UPSTREAM NODE 248.66 ELEVATION = 410.15 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 7.80 CFS PIPE DIAMETER.--' 24.00 INCHES CENTRAL ANGLE = 37.020 DEGREES PIPE LENGTH = 29.08 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 2.48 FEET PER SECOND VELOCITY HEAD = 0.096 BEND COEFFICIENT(KB) = 0.1603 HB =KB *(VELOCITY HEAD) _ ( 0.160) *( 0.096) = 0.015 PIPE CONVEYANCE FACTOR = 226.224 FRICTION SLOPE(SF) = 0.0011888 FRICTION LOSSES = L *SF = ( 29.08) *( 0.0011888) = 0.035 NODE 248.66 : HGL= < 412.218 >;EGL = < 412.314 >;FLOWLINE = < 410.150> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 248.66 TO NODE 269.56 IS CODE = 1 UPSTREAM NODE 269.56 ELEVATION = 410.30 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 7.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 20.89 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 7.80)/( 226.224)) * *2 = 0.0011888 HF =L *SF = ( 20.89) *( 0.0011888) = 0.025 NODE 269.56 HGL= < 412.243>;EGL= < 412.339 >;FLOWLINE = < 410.300> ---------------------------------------------------------------------- - - - - -- • PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.06 NODE 269.56 : HGL= < 412.300 >;EGL = < 412.396 >;FLOWLINE = < 410.300> ----------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 269.56 TO NODE 275.98 IS CODE = 5 UPSTREAMtNODE 275.98 ELEVATION = 410.50 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 5.0 18.00 1.767 2.829 90.000 0.124 2 7.8 24.00 3.142 2.483 -- 0.096 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 2.8 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00227 DOWNSTREAM FRICTION SLOPE = 0.00119 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00173 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.005 ENTRANCE LOSSES = 0.019 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.245+ 0.124- 0.096 +( 0.005) +( 0.019) = 0.298 • NODE 275.98 : HGL= < 412.569 >;EGL = < 412.694 >;FLOWLINE = < 410.500> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 275.98 TO NODE 307.79 IS CODE = 1 UPSTREAM NODE 307.79 ELEVATION = 410.70 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 5.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 31.88 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 5.00)/( 105.043)) * *2 = 0.0022657 HF =L *SF = ( 31.88) *( 0.0022657) = 0.072 NODE 307.79 HGL= < 412.642 >;EGL = < 412.766 >;FLOWLINE = < 410.700> ---------------------------------------------------------------------- - - - - -= ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 306.31 TO NODE 309.91 IS CODE = 5 UPSTREAM NODE 309.91 ELEVATION = 410.80 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 2.5 18.00 1.767 1.415 23.400 0.031 2 5.0 18.00 1.767 2.829 -- 0.124 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 2.5 = = =Q5 EQUALS BASIN INPUT == • LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=( Q2* V2- Q1* V1 *COS(DELTAI)- Q3 *V3 *COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /(,(Al +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00057 DOWNSTREAM FRICTION SLOPE = 0.00227 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00142 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.004 ENTRANCE LOSSES = 0.025 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.192+ 0.031- 0.124 +( 0.004) +( 0.025) = 0.127 NODE 309•.91': HGL= < 412.862 >;EGL = < 412.893 >;FLOWLINE = < 410.800> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 309.91 TO NODE 322.14 IS CODE = 1 UPSTREAM NODE 322.14 ELEVATION = 411.00 ---------------------------------------------------------------=------------ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 12.23 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 2.50)/( 105.043)) * *2 = 0.0005664 HF=L*SF = ( 12.23) *( 0.0005664) = 0.007 NODE 322.14 HGL= < 412.869 >;EGL = < 412.900 >;FLOWLINE = < 411.000> ---------------------------------------------------------------------------- END OF PRESSURE FLOW.HYDRAULICS PIPE SYSTEM 1 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "M1" * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: �_MI..DAT TIME /DATE OF STUDY: 21: 7 6/ 2/2006 .NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE'FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 47.04 FLOWLINE ELEVATION = 401.30 PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) ASSUMED DOWNSTREAM CONTROL HGL = 411.860 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 47.04 : HGL= < /411.85,0 >;EGL = < 412.147 >; FLOWLINE = < 401.300> * ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 47.04 TO.NODE 114.40 IS CODE =. 1 UPSTREAM NODE 114.40 ELEVATION = 4 65.56 ------------------------------------------ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24-,&Q NCHES PIPE LENGTH = 67.36 FEET MANNINGS N = 0110 ►��� 13.50)/( 267.355)) * *2 = 00 ---- -- 025497 HF =L *SF = ( 67.36) *( 0.0025497) = 0.172 NODE 114.40 HGL= < 412.032 >;EGL = < 412.318 >; FLOWLINE = < 405.560> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 114.40 TO NODE 137.15 IS CODE = 3 UPSTREAM NODE 137.15 ELEVATION = 406.32 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE ,= 57.930 DEGREES PIPE LENGTH = 22.' • PRESSURE FLOW AREA = FLOW VELOCITY = 4.30 VELOCITY HEAD = 0.287 HB =KB *(VELOCITY HEAD) PIPE CONVEYANCE FACTOR FRICTION LOSSES = L *SF NODE 137.15 : HGL= < 75 FEET MANNINGS N = 0.01100 3.142 SQUARE FEET FEET PER SECOND BEND COEFFICIENT(KB) = 0.2006 ( 0.201) *( 0.287) = 0.058 267.355 FRICTION SLOPE(SF) = 0.0025497 ( 22.75) *( 0.0025497) = 0.058 412.147 >;EGL = < 412.434 >;FLOWLINE = < 406.320> PRESSURE FLOW PROCESS FROM NODE 137.15 TO NODE 150.11 IS CODE = 1 UPSTREAM NODE 150.11 ELEVATION = 406.75 -----------=---------------------------------------------------------------- 'CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 12.96 FEET MANNINGS N = 0.01100 SF= (Q /K) * *2'= (( 13.50)/( 267.355)) * *2 = 0.0025497 HF =L *SF = ( 12.96) *( 0.0025497) = 0.033 NODE 150:11 HGL= < 412.180 >;EGL = < 412.467 >;FLOWLINE = < 406.750> ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 150.11 TO NODE 168.99 IS CODE = 3 UPSTREAM NODE 168.99 ELEVATION = 407.38 -----------------=---------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES • CENTRAL ANGLE _ 6.500 DEGREES PIPE LENGTH = •18.88 FEET MANNINGS N = 0.01100 , PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 4.30 FEET PER SECOND '. VELOCITY HEAD = 0.287 BEND COEFFICIENT(KB) = 0.0672 HB =KB *(VELOCITY HEAD) _ ( 0.067) *( 0.287) = 0.019 PIPE CONVEYANCE FACTOR = 267.355 FRICTION SLOPE(SF) = 0.0025497 FRICTION LOSSES = L *SF = ( 18.88) *( 0.0025497) = 0.048 NODE 168.99 : HGL= < 412.248 >;EGL = < 412.534 >;FLOWLINE = < 407.380> ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM,NODE 168.99 TO NODE 210.19 IS CODE = 1 UPSTREAM NODE 210.19 ELEVATION = 408.76 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): . PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 41.20 FEET MANNINGS N = 0.01100 SF= (Q /K) * *2 = (( 13.50)/( 267.355)) * *2 = 0.0025497 HF =L *SF = ( 41.20) *( 0.0025497) = 0.105 NODE 210.19 HGL= < 412.353 >;EGL = < 412.639 >;FLOWLINE = < 408.760 >. PRESSURE FLOW PROCESS FROM NODE 210.19 TO NODE 225.19 IS CODE = 3 UPSTREAM NODE 225.19 ELEVATION = 409.26 • CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES C CENTRAL ANGLE =.38.210 DEGREES • PIPE LENGTH = 15.00 FEET MANNINGS N = 0.01100 PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 4.30-FEET PER SECOND VELOCITY HEAD = 0.287 BEND COEFFICIENT(KB) = 0.1629 HB =KB *(VELOCITY HEAD) _ ( 0.163) *( 0.287) = 0.047 PIPE CONVEYANCE FACTOR = 267.355 FRICTION SLOPE(SF) = 0.0025497 . FRICTION LOSSES = L *SF = ( 15.00) *( 0.0025497) = 0.038 NODE 225.19 : HGL= < 412.438 >;EGL = < 412.724 >;FLOWLINE = < 409.260> PRESSURE FLOW PROCESS FROM NODE 225.19 TO NODE 24233 IS'CODE = 1 UPSTREAM NODE 242.33 ELEVATION = 409.83 ` ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 17.14 FEET MANNINGS N = 0.01100 SF= (Q /K) * *2 = (( 13.50)/( 267.355)) * *2 = 0.0025497 HF =L *SF = ( 17.14) *( 0.0025497) = 0.044 NODE 242.33 HGL =.< 412.481 >;EGL = < 412.768 >;FLOWLINE = < 409.830> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 242.33 TO NODE ,244.45 IS CODE = 5 UPSTREAM NODE 244.45 ELEVATION = 410.03 -----------------------------------=---------------------------------- - - - - -- LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01100 UPSTREAM FRICTION SLOPE 0.00734 DOWNSTREAM FRICTION SLOPE = 0.00255 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00495 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.015 ENTRANCE LOSSES = 0.057 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.154+ 0.403- 0.287 +( 0.015) +( 0.057) = 0.342 NODE 244.45 : HGL= <. 412.708 >;EGL = < 413.110 >;FLOWLINE = < 410.030> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 244.45 TO NODE 276f1%3 IS CODE = 1 UPSTREAM NODE 276.13 ELEVATION = 410 l/ :23 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW­ 9.00 CFS PIPE DIAMETER = 18.00 INCHES CALCULATE PRESSURE FLOW JUNCTION LOSSES: • NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 9.0 18.00 1.767 5= :093 =' 0.000 0.403 2 13.5 24.00 3.142 4.297 -- 0.287 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 4.5 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01100 UPSTREAM FRICTION SLOPE 0.00734 DOWNSTREAM FRICTION SLOPE = 0.00255 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00495 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.015 ENTRANCE LOSSES = 0.057 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.154+ 0.403- 0.287 +( 0.015) +( 0.057) = 0.342 NODE 244.45 : HGL= <. 412.708 >;EGL = < 413.110 >;FLOWLINE = < 410.030> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 244.45 TO NODE 276f1%3 IS CODE = 1 UPSTREAM NODE 276.13 ELEVATION = 410 l/ :23 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW­ 9.00 CFS PIPE DIAMETER = 18.00 INCHES • •PIPE LENGTH = 31.68 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 9.00)/( 105.043)) * *2 = 0.0073409 HF =L *SF = ( 31.68) *( 0.0073409)'= 0.233 NODE 276.13 : HGL= < L412"940 >;EGL= < 413.343 >;FLOWLINE = < 410.230> —=------------------------------=------------------------------------------- ---------------------------------------------------------------------------- END OF PRESSURE.FLOW HYDRAULICS PIPE SYSTEM 1 . s PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) a 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 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "M2" * * FILE NAME : cM2f DAT TIME /DATE OF STUDY: 21:24 06/02/2006 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) 99.13- 7.86* 2113.50 0.63 467.04 } FRICTION 107.13- 7.67* 2054.58 0.61 479.97 } FRICTION 127.13- 4.49* 1080.28 0.98 290.43 } JUNCTION 131.80- 3.48* 355.87 0.73 131.28 } FRICTION 137.68- 3.38* 345.60 0.73 131.23 } FRICTION +BEND 167.99 - 2.97* 300.00 0.73 131.55 } FRICTION +BEND 224.87- 2.05* 198.41 0.77 125.77, } FRICTION +BEND } HYDRAULIC JUMP 371.457 1.03 *Dc 112.13 1.03 *Dc 112.13 } JUNCTION 376.12- 1.29* 71.57 0.44 45.05. } FRICTION +BEND 387.06- 1.02* 49.64 0.44 45.03 } FRICTION +BEND } HYDRAULIC JUMP 404.59- 0.66 Dc 36.26 0.44* 44.99 } FRICTION +BEND -438.67- 0.66 Dc 36.26 0.45* 44.44 } FRICTION 548.14- 0.66 Dc 36.26 0.51* 39.68 . } FRICTION +BEND 583.48 -, 0.66 Dc 36.26 0.59* 36.94 } FRICTION • 595.74 26 0.66*Dc 36.26 - -. ---------------------------- - - - -36 -------------------------------- 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 = 99.13 FLOWLINE ELEVATION =--_- _404.00 PIPE FLOW = G15 00 CFS PIPE DIAMETER/_'_ IAMETER (,(_ _ " -0: G0 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 411.860 FEET� ------------------------------------------------------------------------------ NODE 99.13 HGL,= < <4.1-1:=8.6 -0>;EGL= < 412.005 >; FLOWLINE = < 404.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 99.13 TO NODE Ce0i7l-k ?IS CODE =` 1 UPSTREAM NODE 107.13 ELEVATION = `404.26'. (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOS,S•ES (LACFCD) : PIPE FLOW = X15.00 CFS PIPE DIAMETER = X3`0.00 INCHES PIPE LENGTH = 8.00 FEET MANNING'S N = 0.01100 SF= (Q /K) * *2 = (( 15.00)/( 484.757)) * *2 = 0.00096 HF =L *SF = ( 8.00) *(0.00096) = 0.008 ------------------------------------------------------------------------------ NODE 107.13 : HGL = < 411.868 >;EGL = < 412.013 >; FLOWLINE = < 404.200> FLOW PROCESS FROM NODE 107.13 TO NODE c127 - -1 -3 IS CODE = 1 UPSTREAM NODE 127.13 ELEVATION = 407.40 (FLOW IS UNDER PRESSURE) =` -------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): - - - - PIPE FLOW = 15.00 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 20.00 FEET MANNING'S N = 0.01100 SF= (Q /K) * *.2 = (( 15.00)/( 484.564)) * *2 = 0.00096 HF =L *SF = ( 20.00) *(0.00096) = 10.019 ------------------------------------------------------------------------------ NODE 127.13 : HGL = < 411.887 >;EGL = < 412.032 >; FLOWLINE = < 407.400> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 127.13 TO NODE <T31 --80 IS CODE = 5 UPSTREAM NODE 131.80 ELEVATION = �(408 40 (FLOW IS UNDER PRESSURE) ---- ------------------------------------ - - ='� '-------------=----------- - - - - -- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL 'VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC). UPSTREAM 7.10 18.00 0.00 408.40 1.03 4.018 DOWNSTREAM-,, 15.00 30.00 - 407.40 1.31 3.056 LATERAL #1 7.90 24.00 0.00 407.90 1.00 2.515 -" LATERAL #2, - 0.00 0.00 0.00 0.00 0.00 0.000 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 = 0.00457 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 224.87 TO NODE 371.45 IS CODE = 3 • -- UPSTREAM NODE 371.45 ELEVATION = 413.10 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------- - - - - -- DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00096 • AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00276 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.013 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.095) +( 0.000) = 0.095 ------------------------------------------------------------------------------ NODE 131.80 : HGL = < 411.876 >;EGL = < 412.127 >;FLOWLINE = < 408.400> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.80 TO NODE 13-7:618 IS CODE = 1 UPSTREAM NODE 137.68 ELEVATION = 4,08:5'2 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): - PIPE FLOW = 7 . 1.0 ---ICFS PIPE DIAMETER =(C� 8 . 0� INCHES PIPE LENGTH = 5.88 FEET MANNING'S N'-= 0.01300 SF= (Q /K) * *2 = (( 7.10)/( 105.058)) * *2 = 0.00457 HF =L *SF = ( 5.88) *(0.00457) = 0.027 ------------------------------------------------------------------------------ NODE 137.68 : HGL = < 411.903 >;EGL = < 412.153 >;FLOWLINE = < 408.520> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 137.68 TO NODE 167.99 IS CODE = 3 UPSTREAM NODE 167.99 ELEVATION = 4=09.-13 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE- BEND,LOSSES(OCEMA): PIPE FLOW = C`�7 _10 CFS PIPE DIAMETER = � T8 00 INCHES CENTRAL ANGLE = 77.190 DEGREES MANNING'S N = 0.01300 • PIPE LENGTH = 30,.31 FEET BEND COEFFICIENT(KB) = 0.23153 FLOW VELOCITY = 4.02\ FEET /SEC. VELOCITY HEAD = 0.251 FEET HB =KB *(VELOCITY (J HEAD)= ( 0.232) *( 0.251) = 0.058 SF= (Q /K) * *2 = (( 7.10)/( 105.043)) * *2 = 0.00457 HF =L *SF = ( 30.31) *(0.00457) = 0.138 TOTAL HEAD LOSSES = HB + HF = ( 0.058) +( 0.138) = 0.197 ------------------------------------------------------------------------------ NODE 167.99 : HGL = < 412.099 >;EGL = < 412.350 >;FLOWLINE = < 409.130> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 167.99 TO NODE 224.87 IS CODE = 3 UPSTREAM NODE 224.87 ELEVATION = 410.33 (FLOW IS UNDER PRESSURE) € ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE -FLOW = 7.10 CFS PIPE DIAMETER = QC18..00'INCHES CENTRAL ANGLE = 8.150 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 56 88 FEET BEND COEFFICIENT(KB) = 0.07523 FLOW VELOCITY = \4.02 FEET /SEC. VELOCITY HEAD = 0.251 FEET HB =KB *(VELOCITY HEAD)----- ( 0.075) *( 0.251) = 0.019 SF= (Q /K) * *2 = (( 7.10)/( 105.043)) * *2 = 0.00457 HF =L *SF = ( 56.88) *(0.00457) = 0.260 TOTAL HEAD LOSSES = HB + HF = ( 0.019) +( 0.260) = 0.279 ------------------------------------------------------------------------------ NODE 224.87 : HGL = < 412.378 >;EGL = < 412.629 >;FLOWLINE = < 410.330> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 224.87 TO NODE 371.45 IS CODE = 3 • -- UPSTREAM NODE 371.45 ELEVATION = 413.10 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------- - - - - -- • CALCULATE PIPE - BEND_ -LOSSES (OCEMA) : PIPE FLOW = (� "7 10 'CFS CENTRAL ANGLE = 33:-590 DEGREES PIPE LENGTH = 146.58 FEET PIPE DIAMETER = �,18 . -0.0 INCHES MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.74 CRITICAL DEPTH(FT) = 1.03 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.03 (FT /SEC) GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4.018 -------------------------7---------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.032 5.477 1.498 112.13 0.142 1.003 5.654 1.499 112.26 0.615 0.974 5.845 1.505 112.67 1.516 0.945 6.053 1.514 113.37 2.984 0.916 6.278 1.528 114.39 5.238 0.887 6.523 1.548 115.77 8.646 0.858 6.790 1.575 117.51 13.899 0.829 7.081 1.608 119.68 22.552 0.800 7.400 1.651 122.30 39.602 0.772 1.705 125.42 146.580 0.769 17;750, `t7 -:787 1.711 125.77 _ -� HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 2.05 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.048 4.018 2.299 198.41 39.635 1.500 4.018 1.751 137.98 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT /SEC) 39.635 1.500 4.017 42.514 1.453 4.054 45.059 1.406 4.124 47.396 1.360 4.216 49.545 1.313 4.328 51.503 1.266 4.461 53.250 1.219 4.615 54.749 1.172 4.791 55.948 1.125 4.991 56.764 1.079 5.219 57.074 1.032 5.477 14580 1.032 5.477 ---- - - - - --- - - - - -- -END OF HYDRAULIC JUMP SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUNDS) 1.751 137.98 1.709 133.36 1.671 129.24 1.636 125.53 1.604 122.22 1.575 119.33 1.550 116.87 1.529 114.87 1.512 113.39 1.502 112.46 1.498 112.13 1.498 112.13 ANALYSIS------------------ - - - - -- PRESSURE +MOMENTUM BALANCE OCCURS AT 47.34 FEET UPSTREAM OF NODE 224.87 - - - - - -- DOWNSTREAM DEPTH = 1.361 FEET, UPSTREAM CONJUGATE DEPTH = 0.770 FEET -------------------------------------------------------------------- NODE 371.45 : HGL = < 414.132 >;EGL = < 414.598 >; FLOWLINE = < 413.100> FLOW PROCESS FROM NODE 371.45 TO NODE 376:'12 IS CODE = 5 UPSTREAM NODE 376.12 ELEVATION = 4T3.40- -(FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 3.00 18.00 0.00 413.40 0.66 /1 DOWNSTREAM 7.10 18.00 - 413.10 1.03 h,_479 LATERAL #1 4.10 18.00 45.00 413.35 0.78 3.061 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*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 = 0.00075 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00683 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00379 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.018 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.150) +( 0.000) = 0.150 • - --------- ------- -- -- --------- ------- -- -------- ------------------------------- NODE 37.6.12 : HGL = < 414.695 >;EGL = < 414.748 >; FLOWLINE = < 413.400> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 376.12 TO NODE X3:87:_06 IS CODE = 3 UPSTREAM NODE 387.06 ELEVATION = 413.65 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = /3.00 CFS PIPE DIAMETER 18.00):INCHES CENTRAL ANGLE = 1: -210 DEGREES MANNING'S N = 0.01 3=00 PIPE LENGTH = 10.94 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.44 CRITICAL DEPTH(FT) = 0.66 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.29 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.295 1.849 1.348 71.57 2.662 1.231 1.932 1.289 65.75 5.274 1.167 2.032 1.232 60.32 7.826 1.104 2.152 1.176 55.31 10.301 1.040 2.293 1.122 50.78 10.940 1.023 2.336 1.108 49.64 ------------------------------------------------------------------------------- NODE 387.06 : HGL = < 414.673 >;EGL = < 414.758 >; FLOWLINE = < 413.650> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 387.06 TO NODE 404.59 IS CODE = 3 UPSTREAM NODE 404.59 ELEVATION = 414.05 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE PIPE- BEND- LOSSES(OCEMA): PIPE FLOW = _ /,3 OO�CFS PIPE DIAMETER -�� 18-;0'0 INCHES CENTRAL ANGLE = 41. -640 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 17.53 FEET ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.44 CRITICAL DEPTH(FT) = 0.66 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.443 6.882 1.179 44.99 1.911 0.443 6.884 1.179 44.99 4.049 0.442 6.886 1.179 45.00 6.473 0.442 6.887 1.179 45.01 9.273 0.442 6.889 1.180 45.01 12.585 0.442 6.890 1.180 45.02 16.640 0.442 ,6.8 -92� 1.180 45.03 17.530 0.442 (� 6.892/ \, -- - 1.180 45.03 • HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS -- 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 1.023 2.336 1.108 49.64 1.359 0.987 2.433 1.079 47.34 2.676 0.950 2.541 1.050 45.22 3.940 0.914 2.661 1.024 43.30 5.141 0.877 2.794 0.998 41.57 6.262 0.841 2.942 0.975 40.05 7.284 0.804 3.108 0.954 38.76 8.177 0.768 3.295 0.936 37.71 8.904 0.731 3.505 0.922 36.92 9.407 0.695 3.744 0.913 36.43 9.601 0.658 4.017 0.909 36.26 17.530 0.658 4.017 0.909 36.26 ----------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 2.81 FEET UPSTREAM OF NODE 387.06 DOWNSTREAM DEPTH = 0.946 FEET, UPSTREAM CONJUGATE DEPTH = 0.442 FEET -- - - - - - - - - - - - - - - - - - - - - - - - - - - ---- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODE 404.59 : HGL = < C1�93> >;EGL= < 415.229 >;FLOWLINE = < 414.050> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 404.59 TO NODE 438.67 IS CODE = 3 UPSTREAM NODE 438.67 ELEVATION = 414.83 (FLOW IS SUPERCRITICAL) • CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 3.00 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 43.390 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 34.08 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.44 CRITICAL DEPTH(FT) = 0.66 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.448 6.763 1.159 44.44 1.852 0.448 6.777 1.161 44.51 3.930 0.447 6.791 1.163 44.57 6.296 0.446 6.805 1.166 44.63 9.036 0.446 6.819 1.168 44.70 12.289 0.445 6.833 1.170 44.76 16.286 0.444 6.848 •1.173 44.83 21.458 0.444 6.862 1.175 44.89 28.776 0.443 6.876 1.178 44.96 34.080 0.443 6.882 1.179 44.99 ------------------------------------------------------------------------------ NODE 438.67 : HGL = < 415.278 >;EGL = < 415.989 >;FLOWLINE = < 414.830> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 438.67 TO NODE 548.14�IS CODE = 1 UPSTREAM NODE 548.14 ELEVATION = c417� °33 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 109.47 FEET MANNING'S N = 0.01300 k ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.44 CRITICAL DEPTH(FT) = 0.66 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT).= 0.51 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.514 5.597 1.001 39.68 1.236 0.507 5.707 1.013 40.08 2.694 0.500 5.820 1.026 40.50 4.434 0.492 5.938 1.040 40.96 6.546 0.485 6.060 1.056 41.44 9.167 0.478 6.187 1.073 41.96 12.526 0.471 6.319 1.091 42.51 17.057 0.464 6.456 1.111 43.09 23.730 0.456 6.598 1.133 43.71 35.659 0.449 '�6 =.74 -6 1.156 44.37 109.470 0.448 .6.76=3 1.159 44.44 • ------------------------------ ----------- NODE 548.14 : HGL = < 417.844 - ------------------------------------ >;EGL = < 418.331 >;FLOWLINE = < 417.330> ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.58 CRITICAL DEPTH(FT) = 0.66 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.66 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------ - - - - -- *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 548.14 TO NODE 583.48 IS CODE = 3 PRESSURE+ UPSTREAM NODE 583.48 ELEVATION = 417.81 (FLOW IS SUPERCRITICAL) (FT /SEC) -----'------------------------------------------------------------------------- CALCULATE PIPE- BEND- L-OSSES(OCEMA): 0.000 PIPE FLOW = Q <13 O,O),�CFS PIPE DIAMETER 8.00'-)INCHES 0.909 CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 0.063 PIPE LENGTH = 35.34 FEET 0.909 36.26 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.51 CRITICAL DEPTH(FT) = 0.66 0.643 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.59 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4.207 ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ 1.297 CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 36.38 0.000" 0.590 4.644 0.925 36.94 4.344 0.830 0.582 4.735 0.930 37.13 3.711 1.869 0.573 4.829 0.936 37.35 36.55 3.176 0'.565 4.926 0.942 37.59 4.489 4.834 0.556 5.028 0.949 37.86 9.522 6.973 0.548 5.133 0.957 38.16 36.79 9.812 0.540 5.242 0.967 38.49 4.644 13.759 0.531 5.356 0.977 38.85 19.733 0.523 5.474 0.988 39.25 30.682 0.514 5,..597- j> 1.001 39.68 35.340 0.514 ��5. -5:97' 1.001 39.68 NODE 583.,48 HGL = < 418.400 >;EGL = < 418.735 >;FLOWLINE = < 417.810> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 583.48 TO NODE 595.74 IS CODE = 1 UPSTREAM NODE 595.74 ELEVATION = 417.98 (FLOW IS SUPERCRITICAL) --------------------------------------------------7--------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.00 CFS PIPE DIAMETER = 18.00 INCHES. PIPE LENGTH = 21.26 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.58 CRITICAL DEPTH(FT) = 0.66 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.66 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------ - - - - -- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.658 4.017 0.909 36.26 0.063 0.651 4.079 0.909 36.26 0.270 0.643 4.142 0.910 36.29 0.663 0.636 4.207 0.911 36.33 1.297 0.628 4.275 0.912 36.38 2.263 0.621 4.344 0.914 36.46 3.711 0.613 4.416 0.916 36.55 5.920 0.605 4.489 0.919 36.66 • 9.522 0.598 4.565 0.922 36.79 16.540 0.590 4.644 0.925 36.94 21.260 0.590 1 4.644 0.925 36.94 • ------------------------------------------ - -' //� ------------------------------ NODE 595.74 : HGL = < 418.638 >;EGL = < J4Tfp,89>;FLOWLINE= < 417.980> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 595.74 FLOWLINE ELEVATION = 61l7j98,,) ASSUMED UPSTREAM CONTROL HGL = L418:64fFOR DOWNSTREAM RUN ANALYSIS � J -ti END OF GRADUALLY VARIED FLOW ANALYSIS • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 Consultinq 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * it i�ne? "M3 " * * FILE NAME: M3.DAT TIME /DATE OF STUDY: 21:29 6/ 2/2006 ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA • DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 113.64 s FLOWLINE ELEVATION = 407.90 PIPE DIAMETER(INCH) % 24 00 PIPE FLOW(CFS) = 5.00 ASSUMED DOWNSTREAM CONTROL'HGL = 411.900 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- NODE 113.64 : HGL= < 411.900 >;EGL = < 411.939 >;FLOWLINE = < 407.900> PRESSURE FLOW PROCESS FROM NODE 113.64 TO NODE 125 50 IS CODE = 1 UPSTREAM NODE 125.50 ELEVATION = 408.60 - ----------------------------------------------------------- •----------- - - - - -- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = �5:,00-CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 11.86 FEET MANNINGS N = 0.01100 SF= (Q /K) * *2 = (( 5.00)/( 267.355)) * *2 = 0.0003498 HF =L *SF = ( 11.86) *( 0.0003498) = 0.004 NODE 125.50 : HGL= < 411.904 >;EGL = < 411.943 >;FLOWLINE = < 408.600> PRESSURE FLOW PROCESS ROM NODE 125.50 TO NODE E= 127- :62 >IS CODE = 5 UPSTREAM NODE 127.62 ELEVATION = 408.80 ---------------------------------------------'------------------------- - - - - -- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DI. ETER AREA VELOCITY DELTA HV 1 4.3 8.00 1.767 X22'4'33 45.000 0.092 • • • 2 5.0 24.00 3.142 1.592 3 0.0 0.00 0.000 0.000 4 .0.0 0.00 0.000 0.000 5 0.7 = = =Q5 EQUALS BASIN INPUT = == -- 0.039 0.000 - 0.000 - LACFCD AND OCEMA PRESSURE FLOW.JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01100 UPSTREAM FRICTION SLOPE = 0.00168 DOWNSTREAM FRICTION SLOPE = 0.00035 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00101 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.003 ENTRANCE LOSSES = 0.008 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.007+ 0.092- 0.039 +(,0.003) +( 0.008) = 0.071 NODE 127.62 : HGL= < 411.922 >;EGL = < 412.014 >;FLOWLINE = < 408.800> PRESSURE FLOW PROCESS FROM NODE C 1227.62 TO NODE 159.37 IS CODE = 1' UPSTREAM NODE 159.37 ELEVATIDNT = .409.00 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 31.75 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 4.30)/( 105.043)) * *2 = 0.0016757 HF =L *SF = ( 31.75) *( 0.0016757) = 0.053 NODE 159.37 HGL= < 411.975>;EGL= < 412.067 >;FLOWLINE = < 409.000> 1 END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "M4" * * * * 4 FILE NAME: M4,.DAT TIME /DATE \O.F'STUDY: 21:28 06/02/2006 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) 107.09- 1.35* 87.90 0.79 Dc 57.80 } FRICTION 110.95- 1.33* 86.41 0.79 Dc 57.80 } FRICTION +BEND 117.86- 1.32* 85.41 0.79 Dc 57.80 } FRICTION +BEND 168.22- 1.15* 71.41 0.79 Dc 57.80 } FRICTION +BEND 182.01- 1.10* 68.55 0.79 Dc 57.80 } FRICTION 223.57- 1.00* 62.77 0.79 Dc 57.80 } JUNCTION 226.47- 1.30* 75.54 0.61 43.99 } FRICTION 258.65- 1.00* 51.89 0.70 Dc 42.61 ---------------------------------------------7-------------------------------- 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 = 1A7 ^09° FLOWLINE ELEVATION_. = X413`:135 PIPE FLOW = -=..4= ._3:0_CFS PIPE DIAMETER = 'Z1.8e00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 414.700 FEET -- ------------------------------------------------------------------- - - - - -- NODE 107.09 : HGL = < 414.700 >;EGL= < 414.802 >;FLOWLINE= < 413.350> FLOW PROCESS FROM NODE 107.09 TO NODE 110.95 IS CODE = 1 UPSTREAM NODE 110.95 ELEVATION = 413.37 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): ; PIPE FLOW = 4.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.86 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.81 CRITICAL DEPTH(FT) = 0.79 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.350 2.566 1.452 87.90 3.860 1.334 2.589 1.438 86.41 ------------------------------------------------------------------------------ NODE 110.95 : HGL = < 414.704 >;EGL = < 414.808 >;FLOWLINE = < 413.370> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.95 TO NODE 1E17786 IS CODE = 3 UPSTREAM NODE 117.86 ELEVATION = `cZ4- 1 -31!'3!P- (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): • PIPE FLOW = 4.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 17.600 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 6.91 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.98 CRITICAL DEPTH(FT) = 0.79 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.33 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.334 2.589 1.438 86.41 6.910 1.323 2.606 1.428 85.41 ------------------------------------------------------------------------------ NODE 117.86 : HGL = < 414.713 >;EGL = < 414.818 >;FLOWLINE = < 413.390> FLOW PROCESS FROM NODE 117.86 TO NODE 168.22 IS CODE = 3 UPSTREAM NODE 168.22 ELEVATION = -413-60" (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 3.750 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 39.28 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.80 CRITICAL DEPTH(FT) = 0.79 • DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.32 --------------------------------------=-------------- ----------------------------------------------------- • -- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------ ------- ----- -------- --------- ------- - - - - -- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.323 2.606 1.428 85.41 11.795 1.271 2.693 1.383 80.87 23.478 1.219 2.795 1.340 76.63 35.091 1.167 2.915 1.299 72.74 39.280 1.148 2.962 1.284 71.41 -------------------------------=------------------------------------- NODE 168.22 : HGL = < 414.748 >;EGL = < - -------- 414.884 >;FLOWLINE = < 413.600> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 168.22 TO NODE 1£2.01 IS CODE = 3 UPSTREAM NODE 182.01 ELEVATION = 413.66 (FLOW IS SUBCRITICAL) ------7--------------------------------------------7-------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 17.550 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 13.79 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = 0.79 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.15 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: • ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.148 2.962 1.284 71.41 9.239 1.119 3.041 1.262 69.46 13.790 1.104 3 =0'82 1.252 68.55 ------------------=----------------------------------------------------------- NODE 182.01 : HGL = < 414.764 >;EGL = < 414.912 >;FLOWLINE = < 413.660> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 182.01 TO NODE 223-57 S CODE = 1 UPSTREAM NODE 223.57 ELEVATION = 3.83, (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 41.56 FEET MANNING'S N = 0.013.00 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.87 CRITICAL DEPTH(FT) = 0.79 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.10 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC I PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.104 3.082 1.252 68.55 8.520 1.081 3.152 1.236 67.14 17.266 1.058 3.227 1.220 65.81 26.308 1.035 3.306 1.205 64.56 35.746 1.012 3.390 1.190 63.40 41.560 0.998 3.442 1.182 62.77 NODE 223.57 HGL = < 414.828 >;EGL = < 415.012 >; FLOWLINE = < 413.830> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 223.57 TO NODE 226.47 IS CODE = 5 UPSTREAM NODE 226.47 ELEVATION = 413.90 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 3.40 18.00 90.00 413.90 0.70 2.084 DOWNSTREAM 4.30 18.00 - 413.83 0.79 3.443 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 0.90 = = =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 = 0.00096 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00274 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00185 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.006 FEET ENTRANCE LOSSES = 0.037 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.223) +( 0.037) = 0.260 ------------------------------------------------------------ ------------------ • NODE 226.47 : HGL = < 415.204 >;EGL = < 415.272 >; FLOWLINE = < 413.900> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW . PROCESS FROM NODE 226.47--TO NODE 2 58 - -. 6 5 -`•I S CODE = 1 UPSTREAM NODE 258.65 ELEVATION = 414.20 (FLOW IS SUBCRITICAL) -------------------------------- =--------------------------------------------- CALCULATE FRICTION LOSSES_(LACFCD): PIPE FLOW = -3.40 CFS PIPE DIAMETER, = 18_._0 -Oa INCHES PIPE LENGTH = 32.18 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = 0.70 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.304 2.083 1.372 75.54 6.538 1.244 2.169 1.317 70.10 12.971 1.184 2.271 1.264 65.03 19.285 1.124 2.393 1.213 60.35 25.454 1.064 2.536 1.164 56.11 31.435 1.004 2.705 1.117 52.35 32.180 0.996 72 9- 1.112 51.89 ------------------------------------------------------------------------------ NODE 258.65 HGL = < 415.196>;EGL= < 415.312 >; FLOWLINE = < 414.200> • F UPSTREAM PIPE FLOW CONTROL DATA: • NODE NUMBER = 258.65 FLOWLINE ELEVATION = 414.20 ASSUMED UPSTREAM CONTROL HGL = 414.90 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 1 0 • 0 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** .DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "N" *. * * FILE NAME: N.DAT TIME /DATE OF STUDY: 21: 3` 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 95.50 FLOWLINE ELEVATION = 408.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 4.40 ASSUMED DOWNSTREAM CONTROL HGL = 412.580 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 95.50 HGL= < 412.580 >;EGL = < 412.676 >;FLOWLINE = < 408.000> ------------------------_---------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 95:50 TO NODE 125.50 IS CODE = 1 UPSTREAM NODE •125.50 ELEVATION = 410.30 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 30.00 FEET MANNINGS N = 0.01100 SF= (Q /K) * *2•= (( 4.40)/( 124.142)) * *2 = 0.0012562 HF =L *SF = ( 30.00) *( 0.0012562) = 0.038 NODE 125.50 HGL= < 412.618 >;EGL = < 412.714 >;FLOWLINE = < 410.300> PRESSURE FLOW PROCESS FROM NODE 125:50 TO NODE 127.62 IS CODE = 5 UPSTREAM NODE 127.62 ELEVATION = 410.50 ----------------------------=------------------------------------------------ • CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 2.8 18.00 1.767 1 .584 0.000 0.039 • 2 4.4 18.00, 1.767 2.490 -- 0.096 3 0.0 0.00 0.000 0.000 0.000 4 0.0 0.00 0.000 0.000 0.000 5 1.6 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01100 UPSTREAM FRICTION SLOPE = 0.00071 DOWNSTREAM FRICTION SLOPE = 0.00126 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00098 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS ENTRANCE LOSSES = 0.019 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.115+ 0.039- 0.096 +( 0.003) +( 0.019) = 0.079 NODE 127.62 : HGL= < 412.754 >;EGL = < 412.793 >;FLOWLINE = < 410.500> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 127.62 TO NODE 159.37 IS CODE = 1 UPSTREAM NODE 159.37 ELEVATION = 410.70 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 31.75 FEET MANNINGS N = 0.01300 • SF= (Q /K) * *2 = (( 2.80)/( 105.043)) * *2 = 0.0007105 HF =L *SF = ( 31.75) *( 0.0007105) = 0.023 F NODE 159.37 HGL= < 412.777 >;EGL = < 412.816 >;FLOWLINE = < 410.'700> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • 4 19 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 1101" *' * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: O1.DAT TIME /DATE OF STUDY: 21: 4 6/ 2/2006 ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 101.43 FLOWLINE ELEVATION = 407.50 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 8.30 ASSUMED DOWNSTREAM CONTROL HGL = 413.090 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 101.43 : HGL= < 413.090 >;EGL = < 413.433 >; FLOWLINE = < 407.500> PRESSURE FLOW PROCESS FROM NODE 101.43 TO NODE 156.83 IS CODE = 1 UPSTREAM NODE 156.83 ELEVATION = 410.60 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 8.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 55.40 FEET MANNINGS N.= 0.01100 SF= (Q /K) * *2 = (( 8.30)/( 124.142)) * *2 = 0.0044701 HF =L *SF = ( 55.40) *( 0.0044701) = 0.248 NODE 156.83 : HGL= < 413.338 >;EGL = < 413.680 >; FLOWLINE = < 410.600> PRESSURE FLOW PROCESS FROM NODE 156.83 TO NODE 159.69 IS CODE = 5 UPSTREAM NODE 159.69 ELEVATION = 410.80 ---------------------------------------------------------------------------- • CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 5.7 18.00 1.767 3.226 52.100 0.162 2 8.3 18.00 1.767 4.697 -- 0.343 • 3 0.0 0.00 0.000 0.000 0.000 = 4 0.0 0.00 0.000 0.000 0.000 5 2.6 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE`FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01100 UPSTREAM FRICTION SLOPE = 0.00294 DOWNSTREAM FRICTION SLOPE = 0.00447 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00371 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.011 ENTRANCE LOSSES = 0.069 JUNCTION LOSSES = DY +HVI -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.487+ 0.162- 0.343 +( 0.011) +( 0.069) = 0.385 NODE 159.69 : HGL= < 413.904 >;EGL= < 414.065 >;FLOWLINE = < 410.800> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 159.69 TO NODE 191.44 IS CODE = 1 UPSTREAM NODE 191.44 ELEVATION = 411.00 -----------------------------------------------------------7---------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 5.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 31.75 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 5.70)/( 105.043)) * *2 = 0.0029445 HF =L *SF = ( 31.75) *( 0.0029445) 0.093 NODE 191.44 HGL= < 413.'997 >;EGL = < 414.159 >;FLOWLINE = < 411.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 110211 * * FILE NAME: O2.DAT TIME /DATE OF STUDY: 21: 9 6/ 2/2006 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 101.44 FLOWLINE ELEVATION = 406.00 PIPE DIAMETER(INCH) = 36.00 PIPE FLOW(CFS) = 9.60 ASSUMED DOWNSTREAM CONTROL HGL = 413.090 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NODE 101.44 : HGL= < 413.090 >;EGL = < 413.119 >; FLOWLINE = < 406.000> PRESSURE FLOW PROCESS FROM NODE 101.44 TO NODE 203.73 IS CODE = 3 UPSTREAM NODE 203.73 ELEVATION = 408.07 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 9.60 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 33.560 DEGREES PIPE LENGTH = 102.29 FEET MANNINGS N = 0.01100 PRESSURE FLOW AREA = 7.069 SQUARE FEET FLOW VELOCITY = 1.36 FEET PER SECOND VELOCITY HEAD = 0.029 BEND COEFFICIENT(KB) = 0.1527 HB =KB *(VELOCITY HEAD) _ ( 0.153) *( 0.029) = 0.004 PIPE CONVEYANCE FACTOR = 788.253 FRICTION SLOPE(SF) = 0.0001483 FRICTION LOSSES = L *SF = ( 102.29) *( 0.0001483) _ .0.015 NODE 203.73 : HGL= < 413.110 >;EGL = < 413.138 >; FLOWLINE = < 408.070> • PRESSURE.FLOW PROCESS FROM NODE 203.73 TO NODE 253.37 IS CODE = 1 • -- UPSTREAM -NODE CALCULATE PRE. PIPE FLOW = PIPE LENGTH = SF= (Q /K) * *2 = HF =L *SF = ( NODE 253.37 253.37 ELEVATION = 409.07 3SURE FLOW FRICTION LOSSES(LACFCD): 9.60 CFS PIPE DIAMETER = 36.00 INCHES 49.64 FEET MANNINGS N = 0.01100 (( 9.60)/( 788.253)) * *2 = 0.0001483 49.64) *( 0.0001483) = 0.007 HGL= < 413.117 >;EGL = < 413.146 >;FLOWLINE = < 409.070> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 253.37 TO NODE 269.37 IS CODE = 1 UPSTREAM NODE 269.37 ELEVATION = 409.40 ----------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW'= 9.60 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 16.00 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 9.60)/( 666.983)) * *2 = 0.0002072 HF =L *SF = ( 16.00) *( 0.0002072) = 0.003 NODE 269.37 : HGL= < 413.120 >;EGL = < 413.149 >;FLOWLINE = < 409.400> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 269.37 TO NODE 274.04 IS CODE = 5 UPSTREAM NODE 274.04 ELEVATION- 410.40 ---------------------------------------------------------------------- - - - - -- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 • 3.1 18.00 1.767 1.754 0.000 0.048 2 9.6 36.00 7.069 1.358 0.029 3 6.5 24.00 3.142 2.069 79.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =Q5 EQUALS,BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00087 DOWNSTREAM FRICTION SLOPE = 0.00021 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00054 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.035+ 0.048- 0.029 +( 0.003) +( 0.000) = 0.057 NODE 274.04 : HGL= < 413.158 >;EGL = < 413.206 >;FLOWLINE = < 410.400> -----------=---------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 274.04 TO NODE 303.98 IS CODE = 1 UPSTREAM NODE 303.98 ELEVATION = 410.70 ---------------------------------------------------------------------------- • CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 3.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 29.94 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 3.10)/( 105.043)) * *2 = 0.0008709 • HF =L *SF = ( 29.94) *( 0.0008709) = 0.026 NODE 303.98 HGL= < 413.184 >;EGL = < 413.232 >;FLOWLINE = < 410.700> ---------------------------------------------------------------------------- END OF- PRESSURE FLOW HYDRAULICS PIPE SYSTEM 1 C • PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 1103" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: O3.DAT TIME /DATE OF STUDY: 21:13 6/ 2/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 101.08 FLOWLINE ELEVATION = 409.60 PIPE DIAMETER(INCH) 24.00 PIPE FLOW(CFS) = 6.90 ASSUMED DOWNSTREAM CONTROL HGL = 413.160 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ---------=------------------------------------------------------------------ ---------------------------------------------------------------------------- NODE 101.08 : HGL= < 413.160 >;EGL = < 413.235 >; FLOWLINE = 2 409.600> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 101.08 TO NODE 142.71 IS CODE = 1 UPSTREAM NODE 142.71 ELEVATION = 409.80 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.90 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 40.93 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 6.90)/( 226.224)) * *2 = 0.0009303 HF =L *SF = ( 40.93) *( 0.0009303) = 0.038 NODE 142.71 : HGL= < 413.198 >;EGL = < 413.273 >; FLOWLINE = < 409.800> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 142.71 TO NODE 147.38 IS CODE = 5 UPSTREAM NODE 147.38 ELEVATION = 410.00 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: • NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 3.3 18.00 1.767 1.867 0.000 0.054 G LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY= (Q2 *V2 -Q1 *Vl *COS (DELTAl) -Q3 *V3 *COS (DELTP..3) - Q4 *V4 *COS(DELTA4)) /((Al +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00099 DOWNSTREAM FRICTION SLOPE = 0.00093 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00096 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = 0.004 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.105+ 0.054- 0.075 +( 0.004) +( 0.000) = 0.089 NODE 147.38 : HGL= < 413.307 >;EGL = < 413.362 >;FLOWLINE = < 410.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 147.38 TO NODE 167.61 IS CODE = 1 UPSTREAM NODE 167.61 ELEVATION = 410.20 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LAC.FCD): PIPE FLOW = 3.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.23 FEET MANNINGS N = 0.01300 • SF= (Q /K) * *2 = (( 3.30)/( 105.043)) * *2 = 0.0009869 HF =L *SF = ( 20.23) *( 0.0009869) = 0.020 NODE 167.61 HGL= < 413.327 >;EGL = < 413.381 >;FLOWLINE = < 410.200> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 167.61 TO NODE 169.72 IS CODE = 5 UPSTREAM NODE 169.72 ELEVATION = 410.34 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. 2 6.9 24.00 3.142 2.196 -- 0.075 • 3 3.6 18.00 1.767 2.037 84.450 - 1.245 4 0.0 0.00 0.000 0.000 0.000 1.767 5 0.0 = = =Q5 EQUALS BASIN INPUT = == G LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY= (Q2 *V2 -Q1 *Vl *COS (DELTAl) -Q3 *V3 *COS (DELTP..3) - Q4 *V4 *COS(DELTA4)) /((Al +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00099 DOWNSTREAM FRICTION SLOPE = 0.00093 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00096 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = 0.004 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.105+ 0.054- 0.075 +( 0.004) +( 0.000) = 0.089 NODE 147.38 : HGL= < 413.307 >;EGL = < 413.362 >;FLOWLINE = < 410.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 147.38 TO NODE 167.61 IS CODE = 1 UPSTREAM NODE 167.61 ELEVATION = 410.20 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LAC.FCD): PIPE FLOW = 3.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.23 FEET MANNINGS N = 0.01300 • SF= (Q /K) * *2 = (( 3.30)/( 105.043)) * *2 = 0.0009869 HF =L *SF = ( 20.23) *( 0.0009869) = 0.020 NODE 167.61 HGL= < 413.327 >;EGL = < 413.381 >;FLOWLINE = < 410.200> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 167.61 TO NODE 169.72 IS CODE = 5 UPSTREAM NODE 169.72 ELEVATION = 410.34 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 2.2 18.00 1.767 1.245 45.000 0.024 2 3.3 18.00 1.767 1.867 -- 0.054 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 1.1 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00044 DOWNSTREAM FRICTION SLOPE = 0.00099 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00071 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.002 • ENTRANCE LOSSES = 0.011 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 0.074+ 0.024- 0.054 +( 0.002) +( 0.011) = 0.057 • NODE 169.72 : HGL= < 413.415 >;EGL = < 413.439 >;FLOWLINE = < 410.340> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 169.72 TO NODE 189.22 IS CODE = 1 UPSTREAM NODE 189.22 ELEVATION = 410.44 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 19.50 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 2.20)/( 105.043)) * *2 = 0.0004386 HF =L *SF = ( 19.50) *( 0.0004386)•= 0.009 NODE 189.22 HGL= < 413.423 >;EGL = < 413.447 >;FLOWLINE = < 410.440> 1 • • END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& 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 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral 1104" * * * * FILE NAME: 04.DAT TIME /DATE OF STUDY: 21:17 6/ 2/2006 ---------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. • DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 101.75 FLOWLINE ELEVATION = 410.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 4.60 ASSUMED DOWNSTREAM CONTROL HGL = 413.300 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 101.75 : HGL= < 413.300 >;EGL = < 413.405 >;FLOWLINE = < 410.000> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 101.75 TO NODE 120.86 IS CODE = 1 UPSTREAM NODE 120.86 ELEVATION = 410.20 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 19.11 FEET MANNINGS N = 0.01300 SF= (Q /K) * *2 = (( 4.60)/( 105.043)) * *2 = 0.0019177 HF =L *SF = ( 19.11) *( 0.0019177) = 0.037 NODE 120.86 : HGL= < 413.337 >;EGL = < 413.442>;FLOWLINE= < 410.200> 1 is END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM .'3+ „ s 1 2 a,92 , . r. :.. ._, n, - . „ 'd5 " � -,. ,s,. n, �: ,...° „ t , .. . ✓fin .; r , r° L_..._�.,;:.5 _..., . 5 .:tv. 'b r r _ _, . _ _,r / - �,` . y: 1. � ,, � _�. .; -_ , : , 100 41.0 � o �• L -245 a: -: �,�., �,x ...� � � �_ t.::� . � , > , � -,,�r. � ~ o x.20 i -' y A15 a - . 01 AC. _ .: w° �i, r ,.. 60 :,.,, .�. L5 , 4: �vrsF - ,z J} ,. "+�. k,_u.. .'„ '; ti: 1 c ,; t �~. tYt" v ^". ,` .7 1 R r 420.8 � .�, y, .; 419.7 „ ;, O� r,' z Hp _ , aQ HP ' . CB Lt -4' laNQV Ll -5 9k �. - 1 C tit Q 'z Q10 8.2 Q �...... E� .., _ �.'., Q10a 3.9 r -0. 10-- 4 �` 35 9 _ ;' rr 16 Q100 150 ,: 1.99 .; fw: _ , _ " ,. _ . ,, � � _.., �: .W r, � � 413.3 EL � ~�f < s o s 415.5 EL 8 , 00 ;. =ter = s� :, � _,; , .,, <, n . �; , _ - tO, x t '.......,.. 4. 100 - 7.3 _ 0 2.7 a.32 �.� 3` ,� _ �; ti1 ... _ f 100 -8.3 a _ Q100 5.0 N _ 413.5 EL CB L2-4 w _ 1 .., _.4 b.�,w_ ,,, ', E 9 _ :. AY B L1 -3 ; 10 -1.6 - is ::: - a _ VY >, ;. 5 1 a -45 L _, : -. cwt . _ _. _. _ . __ .,_ , _ ,� 3 -2 X100 5 P , Q100 =8.1 , 4:4 0.08 Q100 -30.7 419.5 EL ....., .�5f .� , .. c= JS is 0.,91 _ ^.. , 415.3 EL X416.9 � s E , >t 07t f m F - F { �a' � � 1aa� -8.6 k Q A a k' cw 4 t t i x Ae tc da 9 JJ � 2 , y� ] e ' m t CB L2 6 µ :. - u Q 100 -0.3 Q 1 o a,8 0.30 414.1 EL �. s i i�` - Q 100 1.0 , , , }. =0.6 - 416.3 HP Q1100=11,3 a _ , v# i ,,• :_ , -, ,. �,:. d 413 «9: EL �,. 413 9 EL N w f - ' v-y^ ° 3 i 4 - r � L 0 _ „ ..,.; _ , L 155 N , _., ..._ . HP : ' Y u , ' a ._ , .. « awe ,.�. yc ��. qqq 0.16 X1 3 _. - „ 0.24 JS 415.3 h F 4E 00 .9 } _ 5 ` v- u , w€ : HP py , JS 415.3 Q100 =7.4 HP 0 40 80 CATCH BASIN SUMMARY (MINIMUM C.B. # Q100 NUMBIER OF GATES NOTES L1 -1 0.8 1 L1 -2 12.5 (SEE NOTE) 3 8.6 CFS (Qco FROM CB #L1 -4) + 3.9 CFS =12.5 CFS TOTAL L1 -3 8.1 3 Qint =4.8 CFS, Qco =3.3 CFS TO CB #L2 -2 L1 -4 15.0 4 Qint =6.4 CFS, Qco =8.6 CFS TO CB #L1 -2 L2 -1 0.3 1 L2 -2 4.4 (SEE NOTE) 1 3.3 CFS (Qco FROM CB #L1 -3) + 1.1 CFS =4.4 CFS TOTAL L2 -3 3.3 N/A L2 -4 2.6 N/A L2 -5 1.3 N/A L2 -6 1.0 N/A L3 -1 3.0 1 L3 -2 2.5 1 L3 -3 2.5 1 m1-1 9.0 2 M1-2 5.3 2 M2 -1 3.0 N/A M3 -1 4.3 1 M3 -2 5.9 2 M4 -1 0.9 1 M4 -2 3.4 1 N -1 2.8 1 N -2 1.5 1 01 -1 5.7 2 01 -2 2.7 1 02 -1 3.1 1 02 -2 1.7 1 02 -3 4.6 1 160 NOTES: USE 2- GRATES USE 2- GRATES USE 2- GRATES WIDTH CONDITION "W° FLOW -BY OR SUMP 2.95' SUMP 9.84' SUMP 9.84' FLOW -BY 13.30' FLOW -BY 2.95' SUMP 2.95' SUMP 10.00' FLOW -BY 4.00' SUMP 4.00' SUMP 4.00' SUMP 6.40' SUMP 2.95' SUMP 2.95' SUMP 6.40' SUMP 6.40' SUMP 4.00' SUMP 6.40' SUMP 6.40' SUMP 2.95' SUMP 2.95' SUMP 2.95' SUMP 2.95' SUMP 6.40 SUMP 2.95' SUMP 2.95' SUMP 2.95' SUMP 6.40' SUMP 1. CATCH BASINS L2 -3 L2 -4 L2 -5 L2 -6 & - M2 1 ARE I S DE OPENING AT C CH BASIN, THE REST ARE GRATE INLET TYPE 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 CONDITION 320 OWNER/DEVELOPER _ KB HOME 77 -933 LAS MANTANAS ROAD, SUITE 101 PALM DESERT, CALIFORNIA 92211 (760) 834 -2030 AMENDED UNIT HYDROLOGY & HYDROLOGY MAP TRACT NO. 31733 PALIZADA CONSULTANT M 0 R S E 78 -900 Avenue 47 . Suite 208 La Quinta, CA 92253 D O 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 68002 \HYDRO \6- 5- 06 \HYDROLOGY.dwq 6/05/06