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32070.� h • � � � � a 1� t 1 ♦ � - t , f3 q -lv Earth Systems 1/ Southwest 79-811 B Country Club Drive Indio, CA 92203 (760) 345 -1588 (800) 924 -7015 FAX (760) 345 -7315 April 20, 2005 File No.: 09386 -01 05 -04 -787 RJT Homes, LLC P.O. Box 810 La Quinta, California 92253 Attention: Mr. Chad Meyer Project: Codorniz; Tract 32070 Southeast Corner of Jefferson Street and Avenue 52 La Quinta, California Subject: Proposed Buried Storm Water Disposal System Using the Con Span Bridge System References: 1. Earth Systems Southwest, Geotechnical Engineering Report, SEC Jefferson Street.and Avenue 52, La Quinta, California, File No.: 09386 -01, Document No.: 03- 10=847, dated October 30, 2003. 2.. Con Span Bri °dge Systems, Vertical and Horizontal Foundation Load Charts, Plates C -3, C -4, C15, and C -G, dated. 1999, revised April 23, 1999. Dear Mr. Meyer: As requested, we have reviewed the foundation reaction data sheets for various Con Span Bridge Systems to be used at the subject site. We understand that the proposed Con Span structures will be bottomed at a depth ranging from about 12 to 18 feet below existing grade. Based .on the depth of embedment, the foundations may be designed using a bearing capacity of 4,000 psf. No additions to this value are permitted under static conditions. The bearing zone should be observed and tested be a representative of this firm. If there are any questions, please do not hesitate to contact this office. Respectfully submitted, EARTH SYSTEMS SOU.THWE: Craig S. Dill CE 38234 9 Letter /csh/reh ` _ Distribution: 4 /RJT Homes, LLC 1 /RC File 2 /BD File TENTATIVE TRA 32070. JULY 29, 2005 ol PREPARED FOR RJT HOMES 80 -109 AVENUE 52 LA QUINTA, CA 92253 PREPARED BY MDS CONSULTING 78 -900 AVENUE 47, SUITE 208 LA QUINTA, CA 92253 DRAINAGE REPORT FOR TRACT 32070 CITY OF U1 QUINTA, STATE OF CALIFORNIA M 0 R S E. 78 -900 Avenue 47 . Suite 208 Lo Quinto, CA 92253, D 0 K I C H Voice: 760 - 771 -4013 • S C H U L 7 Z FAX: 760 - 771 -4073 PLANNERS ENGINEERS SURVEYORS F.E RblqfO ESPER ZA EXP. ATE: 6/30/06 . R.C. '65246 QPpFESS /t 4f O Es. Ul LL No-C-55246 m Ex Project Description The purpose of this report is to demonstrate that the proposed.onsite underground retention basin and street and storm drain system are more than adequate to protect the proposed development form a 100 -year storm event. One hundred and forty -two (142) single - family residential lots are. proposed on his 15.16 -acre site located in the city of La Quinta. The project is bounded by Avenue 52, Jefferson Street, a canal and an open area to the north, west, south and east respectively. The secondary overflow route for.the entire project, is via the emergency access lot "BB" at the south- west area and onto Jefferson Avenue to the canal just south of the project site, see "Overflow Escape Exhibit" included in this report. 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 . hydrograph and routing calculation. Both unit synthetic 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). • PROJECT LOCATION VICINITY MAP NOT TO SCALE PREPARED BY: M O R S E 79.799 Old Avenue 57 . La Quinto, CA 92953 DORIC N Voice: 760- 771.4013 S C M U L T Z FAX: 760.771 -4073 PLANNERS ENGINEE RS SURVEYORS • 0 RETENTION BASIN SUMMARY BASIN # BOTTOM ELEVATION * *DEPTH (FT) **WATER SURFACE ELEV. VOLUME PROVIDED AC/ "VOLUME REQUIRED AC/ * *LENGT ,. OF T:PTER 0 D *FLOOD VOLUME (AC /FT) 24 -HOUR 6- O OUR DURATIO TION DURATION N 1 13.66 8.24 21.90 0.737 0.692 65.9 - 0.887 0.497 0.534 2 13.66 7.23 20.89 0.265 0.221 57.8 0.289 0.162 0:174 3 14.17 5.39 19.56 1.400 0.878 43.1 1.229 0.688 • 0.740, 4 14.26 8.09 22.35 0.192 0.181 64.7 0.228 • 0.128 0.138 . 5 13.77 6.14 19.91 0.994 0.712. 49.1 0.967. 0.541 0.582 6 10.27 7.16 17.43 0.681 0:565. 57.3. 0.733 0.411 0.441 * VOLUME WITHOUT APPLYING THE PERCOLATION RATE (1' /z" PER HOUR) ** 24 -HOUR DURATION, 100 -YEAR STORM EVENT. GA439 \10 \GEN \RETBASI NSUMM. DOC t. t � s UNIT HYDROGRAPH SUMMARY CIO GA439 \10 \gen \UnitHydSumm.doc FLOOD VOLUME (FT3 & AC -FT) PEAK FLOW RATE CFS BASIN NO. DRAINAGE AREA AC 3 -HR. DURATION 6 -HR. DURATION 24 -HR. DURATION 1 3.69 23,262 (= 0.534) 6.96 21,633 (= 0.497) 5.12 38,650 (= 0.887) 1.78 2 1.20 7,565 (= 0.174) 2.30 7,035 (= 0.162) 1.69 12,569 (= 0.289) 0.58 3 5.11 32,213 (= 0:740) 10.0 29,957 (= 0.688) 7.47 53,523 (= 1.229) 2.47 4 0.95 5,989 ( 0.138,) 1.87 5,570 (= 0.128) 1.40 9,951 (= 0.228) . 0.46 - - .5 4.02 25,342 (=0.582) 7.68 23,567 (= 0.541) 5.65 42,106 (= 0.967 1.94 6 3.05 19,227 (= 0.441) 5.84 17,881 (= 0.41 11 4.30 31,946 ( =0.733) 1.47 GA439 \10 \gen \UnitHydSumm.doc MDS -CONSULTING PLANNERS* ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Job No: By: Date: - - �/12 SHT OF t 1�1 i 1 MDS CONSULTING Job No: � p PLANNERS • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 By: Irvine, CA 92614 Date: • �I SHT OF MDS CONSULTING PLANNERS_ • ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 • • Job No: 110 By: Date: SHT OF M.DS CONSULTING PLANNERS.• ENGINEERS • SURVEYORS 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 • • Job No: lo By: Date: SHT OF 07 -OR -2005 07:57AM FROM -MDS CONSULTING 7607714073 T -237 P- 002/003 F -315 RJT HOMES, LLC P. 0. BOX 810 f L,A QUINTA, CALIFORNIA 92253 1 1 1 GEOTE•CHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT SEC OF AVENUE 52 AND JEFFERSON STREET LA QUINTA, CALIFORNIA. • October 30, 2003 © 2003 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 09386 -01 03 -10 -847 07-0-2005 07:57AM FROM-MDS CONSULTING 7607714073 T-2 37 P.003/003 F-315. October 30,2003 4 of 22 File No.: 09386-01 03-10-847 > Consolidation (Collapse Potential) .(ASTM D 2435 and D 5333) to evaluate' the compressibility and hydroconsolidation (collapse) potential of the soil. > Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. 2.3 -Infiltration Testing An infiltration test was perfon-ned within the vicinity of. one of the proposed retention basins 'as shown on Figure 2. The test was conducted within an 8-inch diameter augered borehole made to a depth of about 10 feet below existing ground surface. A 3-inch diameter perforated pipe. was set in the borehole and backfilled with gravel around the pipe. Water was injected at a relatively constant rate until a stabilized head of water was established. Based on'the US Bureau of Reclamation methodology for -a constant head, pump-in test, the following hydraulic conductivity rates were obtained. I 10 Test ID Bottom of Hole (feel) Water Head ffeet) Flow Rate (spin) Hydraulic Coi . iductivity (in/hr) B-4 10 5 ' 1 1 5 22 The designer of the retention basin should decide on an appropriate factor of safety to apply to the reported infiltration- rate. hiifiltration may be significantly less than the values. given over time. because of siltation of the well bottom and development of a film fi�om road oils from paved streets. A silt and oil trap placed at influent points may be considered to reduce the potential for reduction in the infiltration rate. of soils. EARTH SYSTEMS SOUTHWEST -� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * 100- year.Storm Hydrology Calculation for Line "All * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: A.DAT TIME /DATE OF STUDY: 12:50 6/29/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 • 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA:. STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE.VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE _ .21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM .TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 60.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 26.50 ELEVATION DIFFERENCE = 0.30 TC = 0.359 *[( 60.00 * *3) /( 0.30)] * *.2 = 5.331 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.674 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8061 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 1.02 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 ---------------7------------------------------------------------------------ >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0'INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION = 24.50 DOWNSTREAM NODE ELEVATION = 23.50 FLOWLENGTH(.FEET) = 100.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.02 TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 5.73 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 ----------------- - - - - -- -- -------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ----- - - - - -- ---- - - - - -- ------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.396 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF.COEFFICIENT = .8033 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS). = 1.59 TC(MIN) = 5.73 FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 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.) = 4.7 UPSTREAM NODE ELEVATION = 23.50 DOWNSTREAM NODE ELEVATION = 23.30 FLOWLENGTH(FEET) = 20,.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER.(INCH) = 18.00 NUMBER OF PIPES'= 1 PIPEFLOW THRU SUBAREA(CFS) = 1.59 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 5.80 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.) = 5.80 RAINFALL INTENSITY(INCH /HR) _ "6.35 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ------------------------------------------------- ----------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 210.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 26.65 ELEVATION DIFFERENCE = 0.15 TC = 0.359 *[( 210.00 * *3) /( 0.15)] * *.2 = 12.985 " 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.947 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7684 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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.) = 12.99 RAINFALL INTENSITY(INCH /HR) = 3.95 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.59 5.80 6.350 0.30 2 0.67 12.99 3.947 0.22 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE..THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE T: STREAM RUNOFF NUMBER (CFS) 1 1.89 2 1.65 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = kBLE * * Tc INTENSITY (MIN.) (INCH /HOUR) 5.80 6.350 12.99 3.947 ESTIMATES ARE AS FOLLOWS: 1.89 Tc(MIN.) = 5.80 0.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.1 UPSTREAM NODE ELEVATION = 22.00 DOWNSTREAM NODE ELEVATION = 21.70 FLOWLENGTH(FEET) = 78.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.89 TRAVEL TIME(MIN.) =. 0.42 TC(MIN.) = 6.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE. 9.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- • -- »7» DESIGNATE - INDEPENDENT - STREAM. - FOR - CONFLUENCE<< «<---- - - - - -- ---- - - - - -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE- VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.22 RAINFALL INTENSITY(INCH /HR) = 6.10 TOTAL STREAM AREA(ACRES) = 0.52' PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW.PROCESS FROM NODE, 8.00 TO NODE 15.00 IS CODE = 21 ------------------------------------------------------------------------'---- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH **'3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 190.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE _ .1.40 TC = '0.359 *[( 190.00 * *3) /( 1.40)] * *..2 = 7.823 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.323 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7906 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.05 FLOW PROCESS FROM 140DE 15.00 TO NODE 9.00 IS CODE = 3 --7------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 181000 DEPTH OF FLOW IN 18.0 INCH PIPE IS. 3.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 20.90 DOWNSTREAM NODE ELEVATION = 20.70 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 1.05 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 7.91 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE 1 ---------------------------------------------------------------------------- >> >>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.91 RAINFALL INTENSITY(INCH /HR) = 5.29 TOTAL STREAM AREA(ACRES) _ .0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.05 * ** ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** * * * * * ** * * * * * * * * * ** * * * * * * * * * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7..00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 170.00 UPSTREAM ELEVATION = 27.80 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 2.50 TC = 0.359 *[( 170.00 * *3) /( 2.50)] * *.2. = 6.517 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.929 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7981 SUBAREA RUNOFF(CFS) = 1.37 ' TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) _ 1.37 FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 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 4.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 4.0 UPSTREAM NODE ELEVATION = 20.90 DOWNSTREAM NODE ELEVATION = 20.70 .FLOWLENGTH(FEET) = 20.00 MANNING'S N 0.013 ESTIMATED'PIPE.DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS). = 1.37 TRAVEL TIME(MIN.) 0.08' TC(MIN.) = 6.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.60. RAINFALL.INTENSITY(INCH /HR) = 5.88 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.89 6.22 6.096 0.52 2 1.05 7.91 5.287 0.25 3 1.37 6.60 5.885 0.29 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY .NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.00 6.22 6.096 2 4.07 6.60 5.885 3 3.92 7.91 5.287 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:' PEAK FLOW RATE(CFS) = 4.00 Tc(MIN.) = 6.22 TOTAL AREA(ACRES) = 1.06 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 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 9.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 UPSTREAM NODE ELEVATION = 21:70 DOWNSTREAM NODE ELEVATION = 21.40 FLOWLENGTH(FEET) = 58.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = . 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4..00 TRAVEL TIME(MIN.) _ •0.23 TC(MIN.) = 6.44 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) = 6.44 RAINFALL INTENSITY(INCH /HR) = 5.97 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800.00 TO NODE 10.10 IS CODE = 21 >7 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<z«< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 365.00 UPSTREAM ELEVATION = 30.00 DOWNSTREAM ELEVATION = 26.65 ELEVATION DIFFERENCE = 3.35 TC = 0.303 *[( 365.00 * *3) /( 3.35)] * *.2 = 8.203 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.176 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8682 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 0.55, TOTAL RUNOFF(CFS) = 2.47 FLOW PROCESS FROM NODE. 10.10 TO NODE 10.10 IS CODE = 1: ----------------------------------------------------------------------------- . >5 » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >y »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.:20 RAINFALL INTENSITY(INCH /HR) = 5.18 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.47 * *.CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.00 6.44 5.968 1.06 2 2.47 8.20 5.176 0.55 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 5.95 6.44 5.968 2 5.94 8.20 5.176 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK:FLOW RATE(CFS) = 5.95 Tc(MIN.) = 6.44 TOTAL AREA(ACRES) = 1.61 ---------------------------------------------------------------------------- END OF STUDY'SUMMARY: PEAK FLOW RATE(CFS) 5.95 Tc(MIN.) = 6.44 == TOTAL - AREA( ACRES)======== 1= 61=====__°_______ __________________ °____ °______. END OF RATIONAL METHOD ANALYSIS u • • &I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100- year.Hydrology Calculation for Line "B -1" * , FILE NAME: B1.DAT ' TIME /DATE OF STUDY: 14:35 6/30/2005 ---------------------------------------------------7------------------------ 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 11.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANA LYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 255.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 24.90 ELEVATION DIFFERENCE = 1.90 TC = 0.359 *[( 255.00 * *3) /( 1.90)] * *.2 = 8.780 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.972 SOIL CLASSIFICATION IS CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7857 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 1.37 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 8.78 RAINFALL INTENSITY(INCH /HR) 4.97 TOTAL STREAM AREA(ACRES) 0.35 PEAK FLOW RATE(CFS)'AT CONFLUENCE = 1.37 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 75.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 26.10 ELEVATION DIFFERENCE = 0.60 TC = 0.359 *[( 75.00 * *3) /( 0.60)] * *.2 = 5.306 100 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 6.693 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8063 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.92 FLOW PROCESS FROM NODE 1.3.00 TO NODE 15.00 IS CODE = 3 ------------------------"-=-------------------------------------------------- - - >>>>> COMPUTE- PIPEFLOW- TRAVELTIME -THRU- SUBAREA <<<<< • >>>>>USING COMPUTER - ESTIMATED PIPESIZE"(NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPEFLOW. VELOCITY(FEET /SEC.) = 4_0 UPSTREAM NODE ELEVATION = 23.30 DOWNSTREAM NODE ELEVATION = 22.50" FLOWLENGTH(FEET) = 80.00 MANNING'S N 0.011 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.92 TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 5.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 5.64 RAINFALL INTENSITY(INCH /HR) 6.46 TOTAL STREAM AREA(ACRES) = 0 -17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.37 8.78 4.972 0.35 2 0.92 5.64 6.458 0.17 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 A* ND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.80 5.64 6.458 2 2.07 8.78 4.972 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.07 Tc(MIN.) = 8.78 TOTAL AREA(ACRES) = 0.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 5.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION = 22.50 " DOWNSTREAM NODE ELEVATION = 22.30 FLOWLENGTH(FEET) = 20.00 MANNING 'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 2.07 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ----------7----------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = .21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 205.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 26.50 ELEVATION DIFFERENCE= 0.40 TC = 0.359 *[( 205.00 * *3) /( 0.40)] * *.2 = 10.519 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.470 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7778 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.45 FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 10.52 RAINFALL IN.TENSITY(INCH /HR) = 4.47 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 115.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 24.90 ELEVATION DIFFERENCE = 1.10 TC = 0.359 *[( 115.00 * *3) /( 1.10)] * *.2 = 6.074 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.180 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8010 SUBAREA RUNOFF(CFS) = 0.79. TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) 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 1.05 ,6.07 6.180 2 1.02 10.52 4.470 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.05 Tc(MIN.) = 6.07 TOTAL AREA(ACRES) = 0.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 6.07 RAINFALL INTENSITY(INCH /HR) = 6.18 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT.CONFLUENCE = 0.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.). (INCH /HOUR) (ACRE) 1 0.45 10.52 4.470 0.13 2 0.79 6.07 6.180 0.16 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 1.05 ,6.07 6.180 2 1.02 10.52 4.470 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.05 Tc(MIN.) = 6.07 TOTAL AREA(ACRES) = 0.29 - -FLOW PROCESS FROM NODE 18.00 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 3.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION 20.80 DOWNSTREAM NODE ELEVATION = 20.60 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1. PIPEFLOW THRU SUBAREA(CFS) = 1.05 TRAVEL TIME (MIN.) 0.09 TC(MIN.) = 6.16 FLOW PROCESS FROM NODE" 19.00 TO NODE 19.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc. INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR). (ACRE) 1 1.05 6.16 6.127 0.29 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF . Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.07 8.85 4.948 0.52 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 2.50 6.16 6.127 2 2.92 8.85 4.948 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.92 Tc(MIN'.) = 8.85 TOTAL AREA(ACRES) = 0.81 FLOW PROCESS FROM NODE 19.00 TO NODE 515.00 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.) = 3.8 UPSTREAM NODE ELEVATION = 21.00 DOWNSTREAM NODE ELEVATION = 20.30 FLOWLENGTH(FEET) = 153.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.92 TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 9.53 FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.53 RAINFALL INTENSITY(INCH /HR) = 4.74 TOTAL STREAM AREA(ACRES) _ 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00- TO NODE 515.00 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 = 115.00 UPSTREAM ELEVATION = 25.60 DOWNSTREAM ELEVATION = 24.30 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[( 115.00 * *3) /( 1.30)] * *.2 = 4.957 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL_INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = '.8739 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) 0.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 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.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.93 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.92 9.53 4.737 0.81 2 0.48 5.00 6.932 0.08 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 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) • I • 1 2.02 5.00. 6..932 2 3.26 9.53 4.737 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK'FLOW RATE(CFS) = 3.26 Tc(MIN.) = 9.53 TOTAL AREA(ACRES) = 0.89 END OF.STUDY SUMMARY: PEAK FLOW RATE(CFS) = 3.26 Tc(MIN.) = 9.53 TOTAL AREA(ACRES) = 0.89 ` END OF RATIONAL METHOD ANALYSIS • I • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978-HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID. 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF * 100 -year Storm Hydrology Calculation for * * ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C4.DAT TIME /DATE OF STUDY: 14:36 6/30/2005 STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Line "C -4" * * 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 510.00 TO NODE 515.00 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 = 115.00 UPSTREAM ELEVATION = 25.60 DOWNSTREAM ELEVATION = 24.30 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[( 115.00 * *3) /( 1.30)] * *.2 = 4.957 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.08 TOTAL.RUNOFF(CFS) _ 0.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< 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 2.19 5.00 6.932 2 3.59 9.53 4.737 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.59 Tc(MIN.) = 9.53 TOTAL AREA(ACRES) = 4.82 FLOW PROCESS FROM NODE 500.00 TO NODE 502.00 IS CODE = 21 ---------------------------------- =----------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL. SUBAREA FLOW - LENGTH = 290.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 24.30 ELEVATION DIFFERENCE = 2.50 TC = 0.359 *[( 290.00 * *3) /( 2.50)] * *.2 = 8.978 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.907 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7847 SUBAREA RUNOFF(CFS) 0.96 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.98 RAINFALL INTENSITY(INCH /HR) = 4.91 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.93 TOTAL STREAM AREA(ACRES) = 0.08. PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 2 0.48 5.00 6.932 0.08 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS .DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 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 2.19 5.00 6.932 2 3.59 9.53 4.737 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.59 Tc(MIN.) = 9.53 TOTAL AREA(ACRES) = 4.82 FLOW PROCESS FROM NODE 500.00 TO NODE 502.00 IS CODE = 21 ---------------------------------- =----------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL. SUBAREA FLOW - LENGTH = 290.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 24.30 ELEVATION DIFFERENCE = 2.50 TC = 0.359 *[( 290.00 * *3) /( 2.50)] * *.2 = 8.978 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.907 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7847 SUBAREA RUNOFF(CFS) 0.96 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.98 RAINFALL INTENSITY(INCH /HR) = 4.91 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROMNODE 5000 -TO -NODE 502.00 IS CODE = .21. -------------------------------1.-- ------------------------ - --- - - - - -- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2. INITIAL SUBAREA FLOW - LENGTH = 125.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 25.0.0 ELEVATION DIFFERENCE = 1.00 TC = 0.303 *[( 125.00 * *3) /( 1.00)] * *.2 = 5.492 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.558 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 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 ,= 125.00 UPSTREAM ELEVATION .= 26.00 DOWNSTREAM ELEVATION = 25:00 . ELEVATION DIFFERENCE 1.00 TC = 0.303 *[( .125.00 * *3) /( 1.00)] * *.2 = 5.492 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.558 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 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.) 5.49 RAINFALL INTENSITY(INCH /HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.96 8.98 4.907. 0.25 2 0.57 5.49 6.558 0.10 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.16 5.49 6.558 2 1.39 8.98 .4.907 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.39 Tc(MIN.) = 8.98 TOTAL AREA(ACRES) = 0.35 FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 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 4.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.9 UPSTREAM NODE ELEVATION = 20.70 DOWNSTREAM NODE ELEVATION = 20.50 FLOWLENGTH(FEET) = 22.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.39 " TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 9.07 - -FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 ---------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME.OF CON CENTRATION(MIN.) .= 9.07 RAINFALL INTENSITY(INCH /HR) = 4.88 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800.00 TO NODE 803.00 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 = 390.00 UPSTREAM ELEVATION = 30.00 DOWNSTREAM ELEVATION = 26.20 ELEVATION DIFFERENCE = 3.80 TC = 0.303 *[( 390.00 * *3). /( 3.80)] * *.2 = 8.323 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.132 SOIL CLASSIFICATION I'S "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8680 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 3.12 FLOW PROCESS FROM NODE 803.00 TO NODE 805.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = 26.20 DOWNSTREAM ELEVATION = 24.90 STREET LENGTH(FEET)' = 415.00 CURB HEIGHT(INCHES) = 8.. STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 48.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ' 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4:49 . STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = 15.87 AVERAGE FLOW VELOCITY(FEET /SEC.) 1.66 PRODUCT OF DEPTH &VELOCITY = 0.79 STREETFLOW TRAVELTIME(MIN) = 4.17 TC(MIN) 12.49 100 YEAR RAINFALL INTENSITY(INCH, /HOUR) 4.038 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8629 SUBAREA AREA(ACRES) = 0.79 . SUBAREA RUNOFF(CFS). = 2.75 SUMMED AREA(ACRES) = 1.49 TOTAL RUNOFF(CFS) = 5.87 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOODWIDTH.(FEET) = 17.37 FLOW VELOCITY'(FEET /SEC.). = 1.83 DEPTH *VELOCITY = 0.93 - -FLOW PROCESS FROM NODE 805.00 TO NODE 503.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< c« >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<. --------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 20.70 DOWNSTREAM NODE ELEVATION•= 20.50 FLOWLENGTH(FEET) = 22.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.87 TRAVEL TIME(MIN.) 0.06 TC(MIN.) = 12.56 FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 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.) = 12.56 RAINFALL INTENSITY(INCH /HR) = 4.03 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.39 9.07 4.877 0.35 2 5.87 12.56 4.026 1.49 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 .5.63. 9.07 4.877 2 7.02 12.56 4.026 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS). = .7.02 'Tc(MIN.) = 12.56 TOTAL AREA(ACRES) = 1.84 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 7.02 Tc(MIN.) = 12.56 TOTAL AREA(ACRES) = 1:84 END OF RATIONAL METHOD ANALYSIS • • 0 • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD. CONTROL & WATER CONSERVATION DISTRICT .(RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software.(aes) Ver: 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614. (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation for Lines 11B2" & 11B3 1. * * FILE NAME: B2_B3.DAT TIME /DATE OF STUDY: 13:48 7/ 1/2004 -------------------------------------------------------------------------- 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 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSES<< «< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH 125.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.70 ELEVATION DIFFERENCE = 0.90 TC = 0.359 *[( 125.00 * *3) /( 0:90)] * *.2 = 6.647 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.860 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7973 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.16 .' TOTAL RUNOFF(CFS) = 0.75 FLOW PROCESS FROM NODE 401.00 TO NODE 405.00 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.) = 6.65 RAINFALL INTENSITY(INCH /HR) = 5.86 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.00 TO NODE 405.00 IS CODE = 21. ----=----------------------------------------------------------------- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *.[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 130.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.70 ELEVATION DIFFERENCE = 0.90 TC = 0.359 *[(. 130.00 * *3) /( 0.90)] * *.2 = 6.805 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.779 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7964 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 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.).= 6.81 RAINFALL INTENSITY(INCH /HR) = 5.78 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR). (ACRE) 1 0.75 6.65' 5.860 0.16 2 0.64 6.81 5.779 0.14 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 1.38 6.65 5.860 2 1.38 6.81 5.779 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.38 Tc(MIN.) = 6.65 TOTAL AREA(ACRES) = 0.30. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 8 ------------------------------------------------------------------------'---- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.860 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7973 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.66 TC(MIN) = 6.65 • FLOW PROCESS FROM NODE 405.00 TO NODE 415.00 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 6.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = . 3.0 UPSTREAM NODE ELEVATION = 21.50 DOWNSTREAM NODE ELEVATION = 20.60 FLOWLENGTH(FEET) 230.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.66 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 7.91 FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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.) = 7.91 RAINFALL INTENSITY(INCH /HR) = 5.29 TOTAL STREAM AREA(ACRES) = 0.36 • 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 FLOW PROCESS FROM NODE 410.00 TO NODE 412.00 IS CODE = 21 ---------------------------------------------------------_------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 140.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 25:20 ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 140.00 * *3) /( 1.20)] * *.2 = .6.717 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.824 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7969 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) 0.28 TOTAL RUNOFF(CFS) = 1.30 FLOW PROCESS FROM NODE 412.00 TO NODE 415.00 IS CODE = 3 >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON = PRESSURE FLOW)<< <<<. ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18:000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW,VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION = 21.00 DOWNSTREAM NODE ELEVATION 20.60 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.30 TRAVEL TIME(MIN.) 0.07 TC(MIN.) = 6.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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.) = 6.78 RAINFALL INTENSITY(INCH /HR) = 5.79 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.66 7.91 5.289 0.36 2 1.30 6.78 5.790 0.28 • *** * * * * * *. * * * * * * * * * * * * * * * * * * * * * * ** 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 2.72 6.78 5.790 2 2.84 7.91 5.289 COMPUTED CONFLUENCE ESTIMATES AREAS FOLLOWS: PEAK FLOW RATE(CFS) = 2.84 Tc(MIN.) = 7:91 TOTAL AREA(ACRES) = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 415 -00•TO NODE 415.00 IS CODE 10 >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ##'1 <<<<< FLOW PROCESS FROM NODE 406.00 TO NODE 409.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 150.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 25.20 ELEVATION DIFFERENCE = 1.60 TC = 0:359 *[( 150.00 * *3) /( 1.60)] * *.2 = 6.609 100 YEAR RAINFALL INTENSITY(INCH /HOUR)•= 5,879 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ..7976 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.38 FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 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.) = 6.61 • • RAINFALL INTENSITY(INCH /HR). = 5.88 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.38 FLOW PROCESS FROM NODE 407.00 TO NODE 409.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL•SUBAREA FLOW- LENGTH = 225.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.20 .•ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 225.00 * *3) /( 1.40)] * *.2 = 8.658 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.014 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT-RUNOFF COEFFICIENT = .7863 SUBAREA RUNOFF.(CFS) = 0.75 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 409.00 TO NODE 409.00 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.) = 8.66 RAINFALL INTENSITY(INCH /HR) = 5.01 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75 ** CONFLUENCE DATA ** FLOW RATE TABLE ** STREAM RUNOFF. Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.38 6.61 5.879 0.08 2 0.75 8.66 5.014 0.19 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 0.95 6.61 5.879 • 2 1.07 8.66 5.014 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW-RATE(CFS) = 1.07 Tc(MIN.) = 8.66 TOTAL AREA(ACRES) = 0.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 409.00 TO NODE 415.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS • 3.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 21.20 DOWNSTREAM NODE ELEVATION = 20.60 FLOWLENGTH(FEET) = 20.00 MANNING'S N.= 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.07 TRAVEL TIME (MIN. ) = 0.06 TC (MIN: -) = 8.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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 1.07 8.72 4.993 0.27 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.84 7.91 •5.289 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 3.81 7.91 5.289 2 3.75 8.72 4.993 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.81 Tc(MIN.) = 7.91 TOTAL AREA(ACRES) = 0.91 • - -FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 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.) = 3.9 UPSTREAM NODE ELEVATION = 20.60 DOWNSTREAM NODE ELEVATION = 19.90 FLOWLENGTH(FEET) = 164.00 MANNING'S N'= 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CPS) _ 3.81 TRAVEL TIME(MIN.) = 0.70 TC(MIN.) =. 8.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 ---------------------------------------------------------------=------------ >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE 411.00 TO NODE 415.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 265.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[( 265.00 * *3) /( 1:50)] * *.2 9.420 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.770 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7826 SUBAREA RUNOFF(CFS) = 1.27 TOTAL AREA(ACRES) _ 0.34 TOTAL RUNOFF(CFS) = 1.27 FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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.) = 9.42 RAINFALL INTENSITY(INCH /HR) = 4.77 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27 • f L_J FLOW PROCESS FROM NODE 412.00_ TO NODE 415.00 IS CODE _ '21 - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 320.00 UPSTREAM ELEVATION = 27.40 " DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 2.10 TC = 0.359 *[( 320.00 * *3) /( 2.10)] * *.2 9.862 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.643 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7806 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.34 TOTAL'RUNOFF(CFS) = 1.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 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.) = 9.86 RAINFALL INTENSITY(INCH /HR) = 4.64 .TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN:) (INCH /HOUR) (ACRE) 1 1.27 9.42 4.770 0..34 2 1.23. 9.86. 4.643 0.34 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 9.42. 4.770 2 2.47 9.86 4.643 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.45 Tc(MIN.) = 9.42 TOTAL AREA(ACRES) = 0.68 FLOW PROCESS FROM NODE 415.00 TO NODE 419.00 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.) = 3.8 UPSTREAM NODE ELEVATION = 21.30 DOWNSTREAM NODE ELEVATION = 21.10 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.45 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 9.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 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.) = 9.58 RAINFALL INTENSITY(INCH /HR) = 4.72 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 416.00 TO NODE .419.00 IS CODE = 21 ----------------------------------------------------------=----------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 . INITIAL SUBAREA FLOW - LENGTH = 225.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 225.00 * *3) /( 1.40)] * *.2 = 8.658 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.014 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7863 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0..14 TOTAL RUNOFF(CFS) 0.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 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.) = 8.66 RAINFALL INTENSITY(INCH /HR) = 5.01 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.45 9.58 4.722 0.68 2 0.55 8.66 5.014 0.14 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 419.00 TO NODE 419.00 IS CODE = 8 ---------------------------------------------------------=------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.722 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7819 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.26 .TOTAL AREA(ACRES) = 0.89 TOTAL RUNOFF(CFS) = 3.22 TC(MIN) = 9.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 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 7.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 4.6 UPSTREAM NODE ELEVATION = 21.10 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 2.76 8.66 5.014 2 2.97 9.58 4.722 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.97 Tc(MIN.) = 9.58 TOTAL AREA(ACRES) = 0.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 8 ---------------------------------------------------------=------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.722 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7819 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.26 .TOTAL AREA(ACRES) = 0.89 TOTAL RUNOFF(CFS) = 3.22 TC(MIN) = 9.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 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 7.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 4.6 UPSTREAM NODE ELEVATION = 21.10 1 • DOWNSTREAM NODE ELEVATION = 19.90 FLOWLENGTH(FEET) = 165.00 MANNING'S N = `0.013 ESTIMATED. PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 3:22 TRAVEL TIME(MIN:) = 0.6.0 TC(MIN.) 10.18 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 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 3.22 10.18 4.556 0.89 ** MEMORY BANK # •2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.81 8.61 5.031 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. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR)' 1 6.54 8.61 5.031 2 6.68. 10.18- 4.556• COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.54 Tc(MIN.) = 8.61 TOTAL.AREA(ACRES) = 1.80. END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 6.54 TC(MIN.) = 8.61 TOTAL.AREA(ACRES) = 1.80 END OF RATIONAL METHOD ANALYSIS �1 L J RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *,100 -year Storm Hydrology Calculation for Line "B4" * * FILE NAME: B4.DAT TIME /DATE OF STUDY: 13:52 6/28/2004 ------------------------------------------------------------------"---------- 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 100.00 TO NODE .102.00 IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------------------------------------------------- - - - - -- - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 240.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 240.00 * *3) /( 1.40)] * *.2 = 9.000 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.900 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7846 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.69 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 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.) _. 9.00 RAINFALL INTENSITY(INCH /HR). = 4.90 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW.RATE(CFS) AT CONFLUENCE = 0:69 . FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH 212.00 UPSTREAM ELEVATION DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[( 212.00 * *3) /( 1.50)] * *.2 = 8.240 100 YEAR RAINFALL INTENSITY(INCH /HOUR). =. 5.162 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7884 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.73 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 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.) = 8.24 RAINFALL INTENSITY(INCH /HR) = 5.16 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE­ 0.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.69 9.00 4.900 0.18 2 0.73 8.24 5.162 0.18 IN THIS COMPUTER.PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D 71 AS DEFAULT VALUE. THIS FORMULA WILL NOT.NECESSARILY RESULT•IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW.RATE TABLE ** STREAM RUNOFF Tc NUMBER' (CFS) (MIN.) 1 •1.37 8:24 2 1.39 9.00 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 1. TOTAL AREA(ACRES) = 0.36 INTENSITY (INCH /HOUR) 5.162 4.900 ARE AS FOLLOWS: 37 Tc(MIN.) = 8.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 4 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE<< <<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION.= 22.80 DOWNSTREAM NODE ELEVATION 22.60 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.37 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 8.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES.USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.43 RAINFALL INTENSITY(INCH /HR) = 5.09 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 21 ----------------------------------------------------------------=-=--------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< << <. ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH *' *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 110.00 • UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.30 ELEVATION DIFFERENCE TC = 0.359 *[( 110.00 * *3) /( 1.30)] * *..2 = 5.720 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.403 SOIL CLASSIFICATION IS "A". CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8034 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES).= 0.25 TOTAL RUNOFF(CFS) = 1.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00.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.) 5.72 RAINFALL INTENSITY(INCH /HR) = 6.40 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.37 8.43 5.093 0.36 2 1.29 5.72 6.403 0.25 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..21 5.72 6.403 2 2.39 8.43 5.093 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.39 Tc(MIN.) = 8.43 TOTAL AREA(ACRES) = 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 115.00 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.) = 5.8 . UPSTREAM NODE ELEVATION = 25.30 . DOWNSTREAM NODE ELEVATION = 22.10 FLOWLENGTH(FEET) = 180.00 MANNING'.S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) '18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.39 TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 8.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10 >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3)' /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 235.00 UPSTREAM ELEVATION = 27.00 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.40 • TC = 0.359 *[( 235.00 * *3) /( 1.40)] * *.2 = 8.887 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.937 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7851 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 --------------------------- - ------------ - --------- - ------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) __ 8..89 RAINFALL INTENSITY(INCH /HR) = 4.94 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.93 FLOW PROCESS FROM NODE 106.00 TO NODE 109.00 IS CODE = 21 ----------------------------------------------=----------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 165.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 25.60. ELEVATION DIFFERENCE = 1.20 TC = 0.359 *[( 165.00 * *3) /( 1.20)] * *.2 = 7.413 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.495 SOIL CLASSIFICATION 'IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7928 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.44 FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 --------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS 2 CONFLUENCE.VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN:) = 7.41 RAINFALL INTENSITY(INCH /HR) 5.49 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /.HOUR): (ACRE) 1 0.93 8.89 4.937 0.24 2 0.44 7.41 5.495 0.10 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2-STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.21 7.41 5.495 2 1.32 .8.89 ..4.937 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK FLOW RATE(CFS) = 1.32 Tc(MIN.) = 8.89 TOTAL AREA(ACRES) = 0.-34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 115.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< - ->> >>> USING - COMPUTER - ESTIMATED_ PIPESIZE_(NON- PRESSURE - FLOW) <<<<< ---------- - - -_ - -_ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS .CODE = 1 ---------------------------------------------------------------------------- >> >>>DES.IGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:. TIME OF CONCENTRATION(MIN.) 8.99 RAINFALL INTENSITY(INCH /HR).= 4.90 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 .FLOW PROCESS FROM NODE 110.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 70.00 , UPSTREAM ELEVATION = 26.50 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.90 TC = 0.359 *[( 70.00 * *3) /( 0.90)] * *.2 = 4.694 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.95- FLOW PROCESS FROM NODE. .114.00 TO NODE 115.00 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.) = 2.8 UPSTREAM NODE ELEVATION = 21.60 DOWNSTREAM NODE ELEVATION = 21.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 PIPEFLOW VELOCITY(FEET /SEC.) = 3.1 INCHES UPSTREAM NODE ELEVATION = 21.60 DOWNSTREAM NODE ELEVATION = 21.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.32 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 8.99 • FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS .CODE = 1 ---------------------------------------------------------------------------- >> >>>DES.IGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:. TIME OF CONCENTRATION(MIN.) 8.99 RAINFALL INTENSITY(INCH /HR).= 4.90 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 .FLOW PROCESS FROM NODE 110.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 70.00 , UPSTREAM ELEVATION = 26.50 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.90 TC = 0.359 *[( 70.00 * *3) /( 0.90)] * *.2 = 4.694 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.95- FLOW PROCESS FROM NODE. .114.00 TO NODE 115.00 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.) = 2.8 UPSTREAM NODE ELEVATION = 21.60 DOWNSTREAM NODE ELEVATION = 21.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 • • PIPEFLOW THRU SUBAREA(CFS) = 0.95 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) _ 5.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE .115.00 IS CODE = 1 -- - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - » >5>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = .5.12 RAINFALL INTENSITY(INCH /HR) = 6.84 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.32 8.99 4.902 0.34 2 0.95 5.12 6.838 0.17 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 NUMBER (CFS) (MIN.) 1 1.70 5.12 2 2.00 8.99 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 2. TOTAL AREA(ACRES) = 0.51 INTENSITY (INCH /HOUR) 6.838 4.902 ARE AS FOLLOWS: 00 Tc(MIN.) = 8.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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 2.00 8.99 4.902 0.51 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.39 8.95 4.917 0.61 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 4.38 8.95 4.917 2 4.39 8.99 4.902 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS.: PEAK FLOW RATE(CFS) = 4.38 Tc(MIN.) _ .8.95 TOTAL AREA(ACRES) = 1.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 119.00 IS CODE = 8 -----------------------------------------------------------7---------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-6c<<<- 100 YEAR RAINFALL,INTENSITY(INCH /HOUR) = 4.917 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7848 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.00 • TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 5.39 TC(MIN) = 8.95 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 5.39 Tc(MIN.) = 8.95 TOTAL AREA(ACRES) = 1.38 END OF RATIONAL METHOD ANALYSIS 1 • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL'& WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * 100 -year Storm Hydrology Calculation for Line "B5" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: B5.DAT TIME /DATE OF STUDY: 14:17. 6/30/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------= ---------- ------------------- - ---------------- - ---- USER SPECIFIED STORM EVENT(YEAR) .= 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5900 . RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.00 TO NODE 135.00 IS CODE = 21 ---------------------------------------------------------------------------- y» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< -------------------------------------=-------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 75.00 UPSTREAM ELEVATION = 26.40 DOWNSTREAM ELEVATION = 26.00 ELEVATION DIFFERENCE = 0.40 TC = 0.359 *[( 75.00 * *3) /( 0.40)] * *.2 = 5.754 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.380 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8031 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.02 FLOW PROCESS FROM NODE 135.00 TO NODE 150.00 IS CODE = 3 ------------------=--------------------------- - ----------------------------- » >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< y» >>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 8 -----------------7---------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.033 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ..7993 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 2.23 TC(MIN) = 6.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 ------------------------------------------------------ - ----------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 85.00 UPSTREAM ELEVATION = 26.50 DOWNSTREAM ELEVATION = 26.00 ELEVATION DIFFERENCE = 0.50 TC = 0.359 *(( 85.00 * *3) /( 0.50)] * *.2 = 5.932 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.267 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8019 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.23 TOTAL'RUNOFF(CFS) --------------------------------=-=----------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.16 Tc(MIN.) = 5.93 TOTAL AREA(ACRES) = 0.23 - -------------------------------------------------------------=-------- - - - - -- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS • DEPTH OF FLOW IN 18.0 INCH.PIPE IS 3..5 PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 INCHES UPSTREAM NODE ELEVATION = 26.00 DOWNSTREAM NODE ELEVATION = 24.50 FLOWLENGTH(FEET) = 145..00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.02 TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 6.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 8 -----------------7---------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.033 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ..7993 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 2.23 TC(MIN) = 6.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 ------------------------------------------------------ - ----------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 85.00 UPSTREAM ELEVATION = 26.50 DOWNSTREAM ELEVATION = 26.00 ELEVATION DIFFERENCE = 0.50 TC = 0.359 *(( 85.00 * *3) /( 0.50)] * *.2 = 5.932 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.267 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8019 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.23 TOTAL'RUNOFF(CFS) --------------------------------=-=----------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.16 Tc(MIN.) = 5.93 TOTAL AREA(ACRES) = 0.23 - -------------------------------------------------------------=-------- - - - - -- ---------------------------------------------------------------------------- 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation for Line 11C1" * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FILE NAME:.CI.DAT TIME /DATE OF STUDY: 8:41 12/ 1/2004 ---------------------------------------------------------------------------- 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 170.00 TO NODE 175.00 IS CODE = 21 --------7------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------------------------------=--------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 175.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION 26.10 ELEVATION DIFFERENCE = 0.80 TC = 0.359 *[( 175.00 * *3) /( 0.80)] * *.2 = 8.328 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.130 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7879 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.10 'TOTAL RUNOFF(CFS) = 0.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 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.) = 8.33 RAINFALL INTENSITY(INCH /HR) = 5.13 TOTAL STREAM AREA(ACRES) = 0.10' PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.40 FLOW PROCESS FROM NODE 171.00 TO NODE 175.00 IS CODE = 21 -----------------------------------------------------------------------=---- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC =.K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 155.00 UPSTREAM ELEVATION. 26.70 DOWNSTREAM ELEVATION = 26.10 ELEVATION DIFFERENCE = 0.60 TC = 0.359 *[(' 155.00 * *3) /( 0.60)] * *.2 = 8.202 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.176 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .= .7886 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 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.) = 8.20 RAINFALL INTENSITY(INCH /HR)'= 5.18 TOTAL STREAM AREA(ACRES) = 0.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0..49 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.40 8.33 5.130 0.10 2 0.49 8.20 5.176 0.12 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 0.89 8.20 5.176 2 0.89 8.33 5.130 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.89 TC(MIN.) = 8.20 IgTOTAL AREA(ACRES) = 0.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 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.) = •RAINFALL INTENSITY(INCH /HR) = 5.18 TOTAL STREAM AREA(ACRES)" = 0.22, PEAK-FLOW RATE(CFS) AT CONFLUENCE _ 0.89 FLOW PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE 21 >> >>. >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 70.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 26.60 ELEVATION DIFFERENCE = 0.30 TC = 0.359 *[( 70.00 * *3) /( 0.30)] * *.2 = 5.848 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 6.320 y SOIL CLASSIFICATION IS "A" , CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8025 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) _ 0.61 FLOW PROCESS FROM NODE 172.00 TO NODE 175.00 IS CODE = 3 - -------------------=-------------------------------------------------------- >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.00.0 DEPTH OF FLOW IN. 18.0 INCH PIPE IS 2.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 22.90 " DOWNSTREAM NODE ELEVATION = 22.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 . PIPEFLOW THRU SUBAREA(CFS) = 0.61 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) _ 6.27 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 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.) = 6.27 RAINFALL INTENSITY(INCH /HR) = 6.07 TOTAL STREAM AREA(ACRES) = 0.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN -) (INCH /HOUR) (ACRE) 1, 0.89 8.20 5.176 0.22 2 0.61 6.27 6.067 .0.12 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 1.29 6.27 6.067 2 1.41 8.20 5.176 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.41 Tc(MIN.) = 8.20 TOTAL AREA(ACRES) = 0.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 175.00 TO NODE 179.00 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 5.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.3 UPSTREAM NODE ELEVATION = 22.00 DOWNSTREAM NODE ELEVATION = 21.80 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) _ 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ 1.41 TRAVEL TIME(MIN.) 0.19 TC(MIN.) = 8.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<,<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 176.00 TO NODE 179.00 IS CODE = 21 ---------------7------------------------------------------------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = .155.00 UPSTREAM ELEVATION = 26.65 DOWNSTREAM ELEVATION = 26.10 ELEVATION DIFFERENCE = 0.55 TC = 0.359 *[( 155.00 * *3) /( 0.55)] * *.2 = 8.346 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.123 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7878 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • - FLOW - PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 ------ ----- ----- --------- --- ----- --------- --- ----- -- ---------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.35 RAINFALL INTENSITY(INCH /HR) = 5.12 TOTAL STREAM-AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.32 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 177.00 70 NODE 179.00 IS CODE = 21 ----------=--------------------------------------------------------------- - - . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 200'.00' UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 26.10 : ELEVATION DIFFERENCE 0.70 TC ='0.359*[(, 200.00 * *3) /( 0.70)] * *.2 = 9.267 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4..817 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT.= .7833 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES). =. 0.11" TOTAL RUNOFF(CFS) = 0.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 179.00 TO NODE. 179.00 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.) = 9.27 RAINFALL INTENSITY(INCH /HR) = 4.82 TOTAL STREAM AREA(ACRES) = 0..11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.32 8.35 5.123 0.08 2 0.42 9.27 4.817 0.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 0.70 8.35 5.123 2 0.72 9.27 4.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.72 tc(MIN.) = 9.27 TOTAL AREA(ACRES) = 0.19 ****************.***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY<< <<< ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.06 8.39 2 2.05 9.27 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 2. TOTAL'AREA(ACRES) = 0.53 INTENSITY (INCH /HOUR) 5.107 4.817 ARE AS FOLLOWS: D6 Tc(MIN.) = 8.39 FLOW PROCESS FROM NODE 179.00 TO NODE '189.00 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 6.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 21.80 DOWNSTREAM NODE ELEVATION = 21.40 FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.011 ESTIMATED PIPE'DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.06 TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 8.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 189.00 TO NODE 189.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.951 SOIL CLASSIFICATION IS !'A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7853 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.72 TC(MIN) = 8.84 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.72 Tc(MIN.) = 8.84 TOTAL AREA(ACRES) = 0.70 END OF RATIONAL METHOD ANALYSIS____________ _______________________________ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) .(MIN.) (INCH /HO.UR) '(ACRE) 1 0..72 9.27 4.817. 0.19 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) .(INCH /HOUR) (ACRE) 1 1.41 8.39 5.107 0.34 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 NUMBER (CFS) (MIN.) 1 2.06 8.39 2 2.05 9.27 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 2. TOTAL'AREA(ACRES) = 0.53 INTENSITY (INCH /HOUR) 5.107 4.817 ARE AS FOLLOWS: D6 Tc(MIN.) = 8.39 FLOW PROCESS FROM NODE 179.00 TO NODE '189.00 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 6.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 21.80 DOWNSTREAM NODE ELEVATION = 21.40 FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.011 ESTIMATED PIPE'DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.06 TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 8.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 189.00 TO NODE 189.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.951 SOIL CLASSIFICATION IS !'A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7853 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.72 TC(MIN) = 8.84 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.72 Tc(MIN.) = 8.84 TOTAL AREA(ACRES) = 0.70 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation for Line "C2" * FILE NAME: C2.DAT TIME /DATE OF STUDY: 8:39 12/ 1/2004 -------------- =-------------------------------------------------- ----------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------- -------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 1SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE.FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 -----------------------------7---------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 . INITIAL SUBAREA FLOW- LENGTH = 60.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 26.30 ELEVATION DIFFERENCE = 0.30 TC = 0.359 *[( 60.00 * *3) /( 0.30)] * *.2 = 5.331 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.674 :SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8061 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 3 ---------------------------=-------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< . >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<<_ ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 80.00 •ESTIMATED PIPE DIAMETER(INC PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = 0.32 22.70 21.80 MANNING'S N = 0.011 H) = 18.00 NUMBER OF PIPES = 1 = 0.86 .. TC(MIN..) = 5.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 8 ----------------------------------------------------------------------------- >> >>>ADDITION.OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------------------------- ---------------------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.447 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8038 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) 0.83 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.69 TC(MIN) = 5.65 FLOW PROCESS FROM NODE 202.00 TO NODE 205.00 IS CODE = 3 ---------------------------------------------------------------------------- > >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< - - - -- -------- - - - - -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 UPSTREAM NODE ELEVATION = 21.80 DOWNSTREAM NODE ELEVATION = 21.60 FLOWLENGTH(FEET) = 25.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 1.69 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 5.75 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >> » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.75 RAINFALL INTENSITY(INCH /HR) = 6.38 TOTAL STREAM AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 --------------------------------------------------------------------------- »5 »RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 85.00 •UPSTREAM ELEVATION = 26.50 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 0.90 TC = 0.359 *[( 85.00 * *3) /( 0.90)] * *.2 = 5.274 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.717 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8065 SUBAREA RUNOFF(CFS) = 0.65' TOTAL AREA(ACRES) _ 0.12 TOTAL RUNOFF(CFS) = 0.65 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< •>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 'ARE: TIME OF CONCENTRATION(MIN.) = 5.27 RAINFALL INTENSITY(INCH /HR) = 6.72 TOTAL STREAM AREA(ACRES) = 0.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER .(CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.69. 5.75 6.385 0.32 2 0.65 5.27 6.717 0.12 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 2.20 5.27 •6.717 2 2.31 5.75 6.385 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.31 Tc(MIN.) = 5:75 TOTAL' AREA (ACRES) = 0.44 FLOW PROCESS FROM NODE 205.00 TO NODE 209.00 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 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 21.60 DOWNSTREAM NODE ELEVATION = 21.40 FLOWLENGTH(FEET) = 37.00 MANNING'S N­ 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 2.31 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 5.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 209.00TONODE 209.00 ISCODE �10 - - - - -- - --------- --------------- . >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 206.00 TO NODE 209.00 IS CODE = 21. ---------------------------------------7------------------------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[.(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH 230.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.10 TC = 0.359 *[( 230.00 * *3) /( 1.10)] * *.2 = 9.206 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.835 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7836 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 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.) = 9.21 RAINFALL INTENSITY(INCH /HR) = 4.84 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 •- -FLOW PROCESS FROM NODE 207.00 TO NODE 209.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED-INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 185.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.10 .TC = 0.359 *[( 185.00 * *3) /( 1.10)] * *.2 = 8.079 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.223 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7892 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.37 FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 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.) = 8.08 RAINFALL INTENSITY(INCH /HR) 5.22 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.61 9.21 4.835 0.16 2 0.37 1 8.08• 5.223 0.09 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 0.90 8.08 5.223 2 0.95 9.21 4.83.5. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.95 Tc(MIN.) = 9.21 TOTAL AREA(ACRES) = 0.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .209.00 TO NODE 209.00 IS CODE­ 11 ----------------=-------------------------------7--------------------------- >> >>> 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 0.95 9.21 4.835 0.25 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.31 5.91 6.279 0.44 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 2.92 5.91 6.279 2 2.73 9.21 4.835 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.92 Tc(MIN.) = 5.91 TOTAL AREA(ACRES) = 0.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 209.00 TO NODE 219.00 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 B.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 21.50 DOWNSTREAM NODE ELEVATION = 21.10 FLOWLENGTH(FEET) = 100.00 MANNING'S N­ 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.92 TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 6.38 FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 8 --------------------- ------- --------------------------------------------- =-- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - ------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.004 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .'7990 SUBAREA AREA(ACRES),= 0.17 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) 0.86 TOTAL RUNOFF(CFS) = 3.73 TC(MIN) = 6.38 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 3.73 Tc(MIN.) 6.38 TOTAL AREA(ACRES) = 0.86 END OF RATIONAL METHOD ANALYSIS i• lr� u RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION.OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation for Line "C3 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C3.DAT TIME /DATE OF STUDY: 6:22' 7/ 2/2004 ----------------------------------------------=----------------------------- 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 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 110.00 UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 26.20 ELEVATION DIFFERENCE = •0.60 TC = 0.359 *[( 110.00 * *3) /( 0.60)] * *.2 = 6.676 100 YEAR.RAINFALL INTENSITY(INCH/HOUR) = 5.845 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7972 •, SUBAREA RUNOFF(CFS)_= 0.79 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.79 FLOW PROCESS FROM NODE 221.00 TO NODE 225.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.9 UPSTREAM NODE ELEVATION = 22.60 DOWNSTREAM NODE ELEVATION = 21.60 FLOWLENGTH(FEET).= 100.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.79 TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 7.11 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ---------------=---------------------------------------------=-------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.633 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7946 SUBAREA AREA(ACRES) 0.20 SUBAREA RUNOFF(CFS) _ '0.90 . TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.69 TC(MIN) = 7.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS.FROM NODE 225.00 TO NODE 225.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 223.00 TO NODE 225.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 160.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 160.00 * *3) /( 1.00)] * *.2 = 7.548 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.437 SOIL CLASSIFICATION IS "A" • CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '.7921- SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) - 0.47 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 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.) _ '7.55 RAINFALL INTENSITY(INCH /HR). = 5.44 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.47 FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 21 ----=---------------------=------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------=--------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT-IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 188.00 UPSTREAM ELEVATION = 26.70 .DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.10 TC = 0.359 *[( 188.00 * *3) /( 1.10)] * *.2 = 8.157 100 YEAR RAINFALL INTENSITY(INCH /HOUR).= 5.193 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7888 SUBAREA RUNOFF(CFS) _ 0.57 TOTAL AREA(ACRES) .= 0.14 TOTAL RUNOFF(CFS) = 0.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 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.) 8.16 RAINFALL INTENSITY(INCH /HR) = 5.19 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE 0.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.47 7.55 5.437 0.11 2 0.57 8.16 5.193 0.14 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 1.00 7.55 5.437 2 1.03 8.16 5.193 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.03 Tc(MIN.) = 8.16 TOTAL AREA(ACRES) = 0.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.5.00 TO NODE 225.00 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 1.03 8.16 5.193 0.25 ** MEMORY BANK ## 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.69 7.11 5.633 0.37 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 2.58 7.11 5.633 2 2.58 8.16 5.193 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.58 Tc(MIN.) = 7.11 TOTAL AREA(ACRES) = 0.62 FLOW PROCESS FROM NODE 225.00 TO NODE 229.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >.» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.9 UPSTREAM NODE ELEVATION = 21.60 DOWNSTREAM NODE ELEVATION = 21.40 FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.58 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 7.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 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.) = 7.27 RAINFALL INTENSITY(INCH /HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.58 FLOW PROCESS FROM NODE 227.00 TO NODE 229.00 IS CODE = 21 ------------------------------------------------------------=-=------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 INITIAL SUBAREA FLOW- LENGTH = 240.00 UPSTREAM ELEVATION = 27.10 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.50 TC = 0.359 *[( 240.00 * *3) /( 1.50)] * *.2 = 8.877 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.940 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =,.7852 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.40 FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 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.) = 8.88 RAINFALL INTENSITY(INCH /HR) = 4.94 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.40 ** CONFLUENCE DATA ** 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 3.72 7.27 5.560 2 3.69 8.88 4.940 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.72 Tc(MIN.) = 7.27 TOTAL AREA(ACRES) = 0.98 FLOW PROCESS FROM NODE 229.00 TO NODE 230.00 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 9.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = 21.40 DOWNSTREAM NODE ELEVATION = 20.90 FLOWLENGTH(FEET) = .100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = .1 PIPEFLOW THRU SUBAREA(CFS) = 3.72 TRAVEL TIME(MIN:) = 0.40 TC(MIN.) = 7.67 FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - -- ----------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.385 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7914 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 1.19 TOTAL RUNOFF(CFS) = 4.62 TC(MIN) = 7.67 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.62 Tc(MIN.) = 7.67 TOTAL AREA(ACRES) = 1.19 STREAM RUNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.58 7.27 5.560 0.62 2 1.40 8.88 4.940 0.36 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.72 7.27 5.560 2 3.69 8.88 4.940 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.72 Tc(MIN.) = 7.27 TOTAL AREA(ACRES) = 0.98 FLOW PROCESS FROM NODE 229.00 TO NODE 230.00 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 9.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = 21.40 DOWNSTREAM NODE ELEVATION = 20.90 FLOWLENGTH(FEET) = .100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = .1 PIPEFLOW THRU SUBAREA(CFS) = 3.72 TRAVEL TIME(MIN:) = 0.40 TC(MIN.) = 7.67 FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - -- ----------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.385 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7914 SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 1.19 TOTAL RUNOFF(CFS) = 4.62 TC(MIN) = 7.67 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.62 Tc(MIN.) = 7.67 TOTAL AREA(ACRES) = 1.19 I• I 6 • r� �J 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Hydrology Calculation for Line "E" * * * * FILE NAME: E.DAT TIME /DATE OF STUDY: 13:39 6/30/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE'SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL . AND IGNORE.OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 80.00 UPSTREAM ELEVATION = 26.30 DOWNSTREAM ELEVATION = 25.90 ELEVATION DIFFERENCE = 0.40 TC = 0.359 *[( 80.00 * *3) /( 0.40)] * *.2 = 5.981 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.236 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8016 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.11 ' TOTAL RUNOFF(CFS)' = 0.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 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 2.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION 23.90 DOWNSTREAM NODE ELEVATION= 22.80 FLOWLENGTH(FEET) = 110.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.55 TRAVEL TIME(MIN.) = 0.53 TC(MIN.) 6.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW.PROCESS FROM NODE. 302.00 TO NODE 302.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------=------------------------------ ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR)'= 5.931 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7982. SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.47 TOTAL-AREA(ACRES) 0.42 TOTAL RUNOFF(CFS) = 2.02 TC(MIN) = 6.51 FLOW PROCESS FROM NODE 302.00 TO NODE 305.00 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.) = 4.7 UPSTREAM NODE ELEVATION = 22.80 DOWNSTREAM NODE ELEVATION = 22.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.02 TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 6.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 8 ---------- 7 ------------------- =----------- ------------------- ---------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.803 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7967 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.71 TC(MIN) = 6.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00.IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.76 RAINFALL INTENSITY(INCH /HR) = 5.80 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS).AT CONFLUENCE = 2.71 FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = - -21 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED'INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL.SUBAREA FLOW- LENGTH = 85.00 . UPSTREAM ELEVATION = 26.80 DOWNSTREAM ELEVATION = 25.70 ELEVATION DIFFERENCE = 1.10 TC = 0.35.9 *[( 85.00 * *3) /( 1.10)] * *.2 = 5.067 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.878 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8081 .SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 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.) = 5.07 • ' RAINFALL INTENSITY(INCH /HR) = 6.88 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.50 ** CONFLUENCE DATA ** STREAM RUNOFF. Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.71 6.76 5.803 0.57 2 0.50 5.07 6.878 0.09 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 2.53 5.07 .6.878 2 3.13 6.76 5.803 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.13 Tc(MIN.) = 6.76 TOTAL AREA(ACRES) = 0.66 FLOW PROCESS FROM NODE 305.00 TO NODE 309.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< -- - - - - -- ---- - - - - -- -- - - - - -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 4.1 UPSTREAM NODE ELEVATION 21.70 DOWNSTREAM NODE ELEVATION = 21.50 FLOWLENGTH(FEET) = 37.0.0 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.13 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 6.91 FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 IS CODE = 1 ------------------------------------------ ---------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- •TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: .'TIME OF CONCENTRATION(MIN.) = 6.91 RAINFALL INTENSITY(INCH /HR) = 5.73 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.13 FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 21 ------------------------------------------7-----------------=--------------- >> ». >RATIONAL.METHOD.INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 157.00 UPSTREAM ELEVATION = 27.10 DOWNSTREAM ELEVATION = 25.70 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 157.00 * *3) /( 1.40)] * *.2 = 6.977 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.695 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .7953 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 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.) = 6.98 RAINFALL INTENSITY(INCH /HR) = 5.69 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.13 • 6.91 5.727 0.66 2 0.86 6.98 5.695 0.19 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. .7 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 3.99 6.91 5.727 2 3.98 6.98 5.695 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.99 Tc(MIN.) = 6:91 TOTAL AREA(ACRES) = 0.85 FLOW PROCESS FROM NODE 309.00 TO NODE 326.00 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 9.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 UPSTREAM NODE ELEVATION = 21.50 DOWNSTREAM NODE ELEVATION = 21.00 FLOWLENGTH(FEET) 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1, PIPEFLOW THRU SUBAREA(CFS) = 3.99 TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 7.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 326.00 TO NODE 326.00 IS CODE = 10 ----------7----------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<, ---------------------------------------------------------------------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 -----------------=---------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 65.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 26.60' ELEVATION DIFFERENCE = 0.30 TC = 0.359 *[( 65.00 * *3) /( 0.30)] * *.2 = 5.593 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.488 SOIL CLASSIFICATION IS "A CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8043 SUBAREA RUNOFF(CFS) 1.30 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) .= 1.30. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 311.00 TO NODE 315.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE.(NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 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.) = 5.85 RAINFALL INTENSITY(INCH /HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .312.00 TO NODE 315.00 IS CODE =. 21 -------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *'.2 INITIAL SUBAREA FLOW - LENGTH = 85.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 85.00 * *3) /( 1.00)] * *.2 = 5.164. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.801 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8074 SUBAREA RUNOFF(CFS) .0.60 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 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.) = 5.16 RAINFALL INTENSITY(INCH /HR) = 6.80 TOTAL STREAM AREA(ACRES) =' 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60 ** CONFLUENCE DATA ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 18.000 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.5 INTENSITY AREA UPSTREAM NODE ELEVATION = 24.60 (INCH /HOUR) (ACRE) DOWNSTREAM NODE ELEVATION = 23.90 6.316 0.25 FLOWLENGTH(FEET) = 70:00 MANNING'S N = 0.011 0.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1..30 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 5.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 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.) = 5.85 RAINFALL INTENSITY(INCH /HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .312.00 TO NODE 315.00 IS CODE =. 21 -------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *'.2 INITIAL SUBAREA FLOW - LENGTH = 85.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 85.00 * *3) /( 1.00)] * *.2 = 5.164. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.801 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8074 SUBAREA RUNOFF(CFS) .0.60 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 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.) = 5.16 RAINFALL INTENSITY(INCH /HR) = 6.80 TOTAL STREAM AREA(ACRES) =' 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.30 5.85 6.316 0.25 2 0.60 5.16 6.801 0.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 326.00 TO NODE 326.00 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 1.87 5.93 6.269 0.36 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.99 7.37 5.511 0.85 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 5.07 5.93 6..269 2 5.63 7.37 5.511 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.63 Tc(MIN.) = 7.37 TOTAL AREA(ACRES) = 1.21 0 STREAM RUNOFF Tc INTENSITY NUMBER _ (CFS) (MIN.)' (INCH /HOUR) 1- 1.75 5.16 6.801 2 .1.87 5.85 6.316 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.87 Tc(MIN.) = 5.85 TOTAL AREA(ACRES) FLOW PROCESS'FROM NODE 315.00 TO NODE 326.00 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.) = 4.4 UPSTREAM NODE ELEVATION = 21.20 DOWNSTREAM NODE ELEVATION = 21.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 • ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = = 18.00 NUMBER OF PIPES = 1 1.87 TRAVEL TIME(MIN.) "0 08 TC(MIN.) 5.93 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 326.00 TO NODE 326.00 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 1.87 5.93 6.269 0.36 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.99 7.37 5.511 0.85 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 5.07 5.93 6..269 2 5.63 7.37 5.511 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.63 Tc(MIN.) = 7.37 TOTAL AREA(ACRES) = 1.21 0 FLOW PROCESS FROM NODE 326.00 TO NODE 326.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 316.00 TO NODE 317.00 IS CODE = .21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 . INITIAL SUBAREA FLOW - LENGTH = 75.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 26.50 ELEVATION DIFFERENCE = 0.40 TC = 0.359 *[( 75.00 * *3) /( 0.40)] * *.2 = 5.754 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.380 'SOIL CLASSIFICATION IS "A" •CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8031 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.61. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 317.00 TO NODE 318.00 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 2.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 24.40 DOWNSTREAM NODE ELEVATION = 23.20 FLOWLENGTH(FEET) = 115.00. MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 0.61 TRAVEL TIME(MIN.) = 0.53 TC(MIN.) = 6.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE= 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.059 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7996 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) 0.73 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.34 TC (MIN) = 6..28 ! ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 318.00 TO NODE 325.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18:000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = •4.5 UPSTREAM NODE ELEVATION = 23.20 DOWNSTREAM NODE ELEVATION = 22.70 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 1.34 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) _ -6.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW .PROCESS FROM NODE 325.00 TO NODE 325.00 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.) = 6.47 RAINFALL INTENSITY(INCH /HR) = 5.96 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 FLOW PROCESS FROM NODE 321.00 TO NODE 325.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 205.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.30 TC = 0.359 *[( 205.00 * *3) /( 1.30)] * *.2 = 8.310 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.136 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7880 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) _ 1.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 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.) = 8.31 RAINFALL INTENSITY(INCH /HR) = 5.14 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT'CONFLUENCE = 1.01 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) .(INCH /HOUR) (ACRE) 1 1.34 6.47 5.956 0.27 -2 1.01 8.31 5.136 0.25 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 2.13 6.47 .5.956 2 2.17 8.31 5.136 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.13 Tc(MIN.) = 6.47 TOTAL AREA(ACRES) = 0.52 FLOW PROCESS FROM NODE 325.00 TO NODE 326.00 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.) = 4.6 UPSTREAM NODE ELEVATION = 21.20 DOWNSTREAM NODE ELEVATION = 21.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 2.13 TRAVEL TIME(MIN.) = 0.0.7 TC(MIN.) = 6.54 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 326.00 TO NODE 326.00 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 2.13 6.54 5.917 0.52 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.63 7.37 5.511 1.21 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 7.12 6.54 5.917 2 7.61 7.37 5.511 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.61 Tc(MIN.) 7.37 TOTAL AREA(ACRES) = 1.73 • - -FLOW- PROCESS - FROM -NODE 326.00 TO NODE 339.0'0 IS- CODE - =.- 3 - -- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 21.00 DOWNSTREAM NODE ELEVATION = 20.50 FLOWLENGTH(FEET) = 112.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.61 TRAVEL TIME(MIN.) = 0.40. TC(MIN.) = 7.77 FLOW PROCESS FROM NODE 339.00 TO NODE 339.00. IS CODE = 10 --------------=-------------------------------------------------------- - - - - -. >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 327.00 TO NODE 329.00 IS CODE = 21 ---------------------------------------------------------------------------- '>> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 195.00 UPSTREAM ELEVATION = 27.30 DOWNSTREAM ELEVATION = 25.90 ELEVATION DIFFERENCE = 1.40 TC = 0.359 *[( 195.00 * *3) /( 1.40)] * *.2 = 7.946 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.274 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT.= .7899 SUBAREA RUNOFF(CFS) 0.58 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 329.00 TO NODE 329.00 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.) 7.95 RAINFALL INTENSITY(INCH /HR) = 5.27 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 21 -------------------------------------- - ------------------------------------- • - - >>>>> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS<< «.<________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 205.00 UPSTREAM ELEVATION = 27.55 DOWNSTREAM ELEVATION = 25.90 ELEVATION DIFFERENCE 1.65 Td = 0.359 *[( 205.00 * *3) /( 1.65)] * *.2 = 7.923 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.283 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7900 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 329.00 TO NODE 329.00 IS CODE = 1 -----7 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< . >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.92 RAINFALL INTENSITY(INCH /HR) = 5.28 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS).AT CONFLUENCE = 0.33 , * *.CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.58 7.95 5.274 0.14 .2 0.33 7.92 5.283 0.08 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN.THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED . ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 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 0.92 7.92 5.283 2 0.92 7.95 5.274 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.92 Tc(MIN.) = 7.95 TOTAL AREA(ACRES) = 0.22 FLOW PROCESS FROM NODE 329.00 TO NODE 329.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------=-------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.274 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7899 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.08 . TC(MIN) = 7.95 FLOW PROCESS FROM NODE 329.00 TO NODE 339.00 IS CODE = 3 ----------------------------------------------------------------------------- >> »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 STREAM DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES AREA PIPEFLOW VELOCITY(FEET /SEC.) = 3.8 (MIN.) (INCH /HOUR) UPSTREAM NODE ELEVATION = 20.70 1.08 8.03 DOWNSTREAM NODE ELEVATION = .20.50, ** MEMORY BANK # 3 CONFLUENCE DATA ** FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0:013 Tc ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 (CFS) PIPEFLOW THRU SUBAREA(CFS) = 1.08 (ACRE) 1 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 8.03 FLOW PROCESS FROM NODE 339.00 TO NODE 339.00 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 1.08 8.03 5.240 0.26 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.61 7.77 5.343 1.73 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 8.66 7.77 5.343 2 8.54 8.03 5.240 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.66 Tc(MIN.) = 7.77 TOTAL AREA(ACRES) = 1.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 339.00 TO NODE 339.00 IS CODE = 12 ---------------------------------------------------------------------- - - - - -= >> >>>CLEAR MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 339.00 TO NODE 339.00'IS CODE = 10 --------------------------7------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 21 -------------------------------=-------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW - LENGTH = 160.00 . UPSTREAM ELEVATION = •27.55 DOWNSTREAM ELEVATION = 25.90 ELEVATION DIFFERENCE = 1.65 TC = 0.359 *[( 160.00 * *3) /( 1.65)] * *.2 = 6.828 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.767 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7962' SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES). =_ 0.08 TOTAL RUNOFF(CFS) = 0.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 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.) = 6.83 RAINFALL INTENSITY(INCH /HR). = 5.77 , TOTAL STREAM AREA(ACRES) 0.08 PEAK FLOW RATE(CFS)' AT CONFLUENCE FLOW. PROCESS FROM NODE 331.00 TO NODE 335.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> >>>RATIONAL- METHOD- INITIAL - SUBAREA- ANALYSIS<< « <--- ��- - - - - -- ----- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 150.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 25.90 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 150.00 * *3) /( 1,00)] * *.2 = 7.261 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.562 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .1937 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE .= 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS,CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.49 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) .(ACRE) 1 0.37 6.83 5.767 0.08 2 0.49 7.26 5.562 0.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 0.82 6.83 2 0.84 7.26 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 0. TOTAL AREA(ACRES) = 0.19 INTENSITY' (INCH /HOUR) 5.767 5.562 ARE AS FOLLOWS: B4 Tc (MIN. ) = 7.26 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 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.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84 FLOW PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE = 21 -------------------------------------------------------------------=-------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS.CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 45.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = .26.30 ELEVATION DIFFERENCE = 0.30 TC = 0.359 *[( 45.00 * *3) /( 0.30)] * *.2 = 4.486 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM.DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS.FROM NODE 333.00.TO NODE 335.00 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 2.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 24.30 DOWNSTREAM NODE ELEVATION = 23.50 FLOWLENGTH(FEET) = 80.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.62 TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 5.37 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 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.) = 5.37 RAINFALL INTENSITY(INCH /HR) = .6.64 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.84 7.26 5.562 0.19 2 0.62 5.37 6.645 0..11 IN THIS COMPUTER PROGRAM., THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO . CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE * *. STREAM RUNOFF Tc INTENSITY NUMBER' (CFS) (MIN.) (INCH /HOUR) 1 1.24 5.37 6.645 2 1.36 7.26 5.562' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.36 Tc(MIN.) 7.26 TOTAL AREA(ACRES) = 0.30 . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 335.00 TO NODE 339.00 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.) = 4.0 UPSTREAM NODE ELEVATION = 20.70 DOWNSTREAM NODE ELEVATION = 20.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.36 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 7.34 FLOW PROCESS FROM NODE 339.00 TO NODE 339.00 IS CODE = 11 ---------------------------------------------------------------------------- » >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<< <<< IN THIS.COMPUTER PROGRAM_ THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY.. NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.54 7.34 5.525 2 9.97 7.77 5.343 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.97 Tc(MIN.) = 7.77 TOTAL AREA(ACRES) = 2.29 FLOW PROCESS FROM NODE 339.00 TO NODE 349.00 IS CODE = 3 ->> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< • >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.8 UPSTREAM NODE ELEVATION = 20.50 DOWNSTREAM NODE ELEVATION = 20.10 FLOWLENGTH(FEET)­ 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES'= 1 PIPEFLOW THRU SUBAREA(CFS) = 9.97 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 8.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 349.00 TO NODE 349.00 IS CODE 8 ----------------------------------------------------------- ----------=------ >>>>>ADDITION OF SUBAREA TO.MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.208 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7890 ,SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 2.33 TOTAL RUNOFF(CFS) = 10.13 TC(MIN) _ 8.12 FLOW PROCESS FROM NODE 349.00.TO NODE 349.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------=-------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.208 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7890 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0*.53 TOTAL AREA(ACRES) = 2.46 TOTAL RUNOFF(CFS) = 10.67 ** MAIN .STREAM STREAM CONFLUENCE RUNOFF Tc DATA ** INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.36 7.34 5.525 0.30 ** MEMORY BANK ## 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1' 8.66 7.77 5.343 1.99 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 9.54 7.34 5.525 2 9.97 7.77 5.343 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.97 Tc(MIN.) = 7.77 TOTAL AREA(ACRES) = 2.29 FLOW PROCESS FROM NODE 339.00 TO NODE 349.00 IS CODE = 3 ->> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< • >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.8 UPSTREAM NODE ELEVATION = 20.50 DOWNSTREAM NODE ELEVATION = 20.10 FLOWLENGTH(FEET)­ 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES'= 1 PIPEFLOW THRU SUBAREA(CFS) = 9.97 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 8.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 349.00 TO NODE 349.00 IS CODE 8 ----------------------------------------------------------- ----------=------ >>>>>ADDITION OF SUBAREA TO.MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.208 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7890 ,SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 2.33 TOTAL RUNOFF(CFS) = 10.13 TC(MIN) _ 8.12 FLOW PROCESS FROM NODE 349.00.TO NODE 349.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------=-------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.208 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7890 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0*.53 TOTAL AREA(ACRES) = 2.46 TOTAL RUNOFF(CFS) = 10.67 TC(MIN) = 8.12 FLOW PROCESS FROM NODE . 349.00 TO NODE, 349.00 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.) = 8.12 RAINFALL INTENSITY(INCH /HR) = 5.21 TOTAL STREAM AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) AT CONFLUENCE _ .10.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE '501.00 TO NODE 349.00 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 = 385.00 UPSTREAM ELEVATION = 26.00 DOWNSTREAM ELEVATION = 23.50 ELEVATION DIFFERENCE = 2.50 TC = 0.303 *[( 385.00 * *3) /( 2.50)] * *.2 = 8.980 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.907 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8671 SUBAREA RUNOFF(CFS) = 4.08 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 4.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 349.00 TO NODE 349.00 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.) = 8.98 RAINFALL INTENSITY(INCH /HR) 4.91 TOTAL STREAM AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.08 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) .(MIN.) (INCH /HOUR) (ACRE) 1 10.67 8.12 5.208 2.46 2 4.08 8.98 4.907 0.96 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 14.36 8.12 5.208 2 14.13 8.98 4.907 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.36 Tc(MIN.) = 8.12 TOTAL AREA(ACRES) = 3.42 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 14,.36 Tc(MIN.) = 8.12 TOTAL AREA(ACRES) = 3.42 END OF RATIONAL METHOD ANALYSIS � 6, • L RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software .(aes) Ver. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year STORM HYDROLOGY CALCULATION FOR OFF -SITE AREA * NORTH -EAST AREA SUB -AREA AV -1 ALONG AVENUE 52 *.. * * FILE NAME: OFFSITE.DAT TIME /DATE OF STUDY: 14:46 6/30/2005 . --------------------------------------------------- ------------ =------------ •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(INICH) = 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 800.00 TO NODE 801.00 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 = 300.00 UPSTREAM ELEVATION = 27.50 DOWNSTREAM ELEVATION = 24.30 ELEVATION DIFFERENCE = 3.20 TC = 0.303 *[( 300.00 * *3) /( 3.20)] * *.2 7.359 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.518 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8695 SUBAREA RUNOFF(CFS) = 2.11 -TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 2.11 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.11 Tc(MIN.) = 7.36 TOTAL AREA(ACRES) = 0.44 -------=-------------=------------------------------------------------------ ---------------------------------------------------------------------------- _ 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 * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: V.DAT TIME /DATE OF STUDY: 8: 7 11/15/2004 ---------------------------------------------------------------------------- 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 760.00 TO NODE 762.00 IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 120.00 UPSTREAM ELEVATION = 26.30 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE. " = 1.30 .TC = 0.359 *[( 120.00 * *3) /( 1.30)] * *.2 = 6.026 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.209 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8013 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW -PROCESS -FROM -NODE --- 762 00 -TO- NODE - -- 762 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.) = 6.03 RAINFALL INTENSITY(INCH /HR) = 6.21 TOTAL STREAM AREA(ACRES) = 0.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60 -- FLOW - PROCESS FROM NODE 761.00 TO NODE 762.00 IS CODE.= 21 /- -lY >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< --=------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 110.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.00 ELEVATION DIFFERENCE = 1.60 TC = 0.359 *[( 110.00 * *3) /( 1.60)] * *.2 = 5.487 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.562 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8050 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) 0.13 TOTAL RUNOFF(CFS) = 0.69 FLOW PROCESS FROM NODE 762.00 TO NODE 762.00 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.) = 5.49 RAINFALL INTENSITY(INCH /HR) = 6.56 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 0.60 6.03 6.209 0.12 2 0.69 5.49 6.562 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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.23 5.49 6.562 2 1.25 6.03 6.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.23 Tc(MIN.) = 5.49 TOTAL AREA(ACRES) = 0.25 FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 -� ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 INITIAL SUBAREA.FLOW- LENGTH = 70.00 UPSTREAM ELEVATION = 26.90 DOWNSTREAM ELEVATION = 26.20 ELEVATION DIFFERENCE = 0.70 TC`= '0..359 *[( 70.00 * *3) /( 0.70)] * *.2 = 4.936 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = .6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086. SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO,NODE .705.00 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 2.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = 24.20 DOWNSTREAM NODE ELEVATION = . 22.70 FLOWLENGTH(FEET) = 150.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS)'= 0..56 TRAVEL TIME(MIN.) = 0.7.2 TC(MIN.) _ .5.72. FLOW PROCESS FROM NODE 705.00 TO NODE 705.00 IS CODE 8 -------------------- ------------------------- - - - - -- / >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 1 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.402 SOIL CLASSIFICATION IS. "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8034 SUBAREA-AREA(ACRES) 0.24 SUBAREA RUNOFF(CFS) = • 1.23 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.79 TC(MIN) = 5.72 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.79 Tc(MIN.) = 5.72 . TOTAL AREA(ACRES) = 0.34 END OF RATIONAL METHOD ANALYSIS • • J RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -99 Advanced Engineering Software. (aes) Ver: 1.5A Release Date: 01/01/99 License .ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614. (949) 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -year Storm Hydrology Calculation for sub -areas * V, Y, Z & R * * FILE NAME: YZV.DAT TIME /DATE OF STUDY: 7:12 7/ 2/2004 -------------------------------.-------------------------------------------- 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 710.00 TO NODE '711.00 IS CODE = 21 -�� ----------------------------------------------------- - - - - -- _I >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------------------------------------------=----------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 40.00 UPSTREAM ELEVATION = 26.30 DOWNSTREAM ELEVATION.= 25.90 ELEVATION DIFFERENCE = 0.40 TC = 0.359 *[( 40.00 * *3) /( 0.40)] * *.2 = 3.946 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR)= 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS) = 1 0.56 FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.402 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT.= .8034 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1.23 TC(MIN) = 5.72 FLOW PROCESS FROM NODE 720.00 TO NODE 721.00 IS CODE -= 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 100.00 * *3) /( 1.00)] * *.2 = 5.693 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.421 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8036 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESSFROM - NODE - -- 72100 -TO -NODE --- 725.00 =IS -CODE = 3 -- - - ------------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< -f- C. -3 .TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS)_= 0.56 FLOW PROCESS FROM NODE 711.00 TO NODE 715.00 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 2.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION 23.90 DOWNSTREAM NODE ELEVATION = 22.40 FLOWLENGTH(FEET) = 150.00 MANNING -S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES .= 1 PIPEFLOW THRU SUBAREA(CFS) = 0.56 TRAVEL TIME(MIN..) = 0.72 TC(MIN.) = 5.72 FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.402 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT.= .8034 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1.23 TC(MIN) = 5.72 FLOW PROCESS FROM NODE 720.00 TO NODE 721.00 IS CODE -= 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 100.00 UPSTREAM ELEVATION = 26.60 DOWNSTREAM ELEVATION = 25.60 ELEVATION DIFFERENCE = 1.00 TC = 0.359 *[( 100.00 * *3) /( 1.00)] * *.2 = 5.693 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.421 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8036 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESSFROM - NODE - -- 72100 -TO -NODE --- 725.00 =IS -CODE = 3 -- - - ------------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< -f- C. -3 FLOW PROCESS FROM NODE 00 TO NODE 731.00 IS CODE = 21 --- --- ----------------------=---------------------- --- -------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 70.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 26.00 ELEVATION DIFFERENCE = 0.70 TC = 0.359 *[( 70.00 * *3) /( 0.70)] * *.2 = 4.936 COMPUTED TIME OF CONCENTRATION INCREASED TO.5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 731.00 TO NODE. 735.00 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 2.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION - 24.00 Z -� >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE.DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4.INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 UPSTREAM NODE ELEVATION = 23.60 DOWNSTREAM NODE ELEVATION = 22.50 FLOWLENGTH(FEET) = 110.00 MANNING'S N = 0.011. ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS).= 0.93 TRAVEL TIME(MIN J _ 0.45 TC(MIN.) = 6.15 FLOW PROCESS FROM NODE 725.00 TO NODE 725.00 IS CODE 8 ` ---------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « <. - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.137 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ='.8005 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 2.01 TOTAL AREA(ACRES) = 0.59. TOTAL RUNOFF(CFS) = 2.94 TC (MIN) = 6.15 FLOW PROCESS FROM NODE 00 TO NODE 731.00 IS CODE = 21 --- --- ----------------------=---------------------- --- -------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 70.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 26.00 ELEVATION DIFFERENCE = 0.70 TC = 0.359 *[( 70.00 * *3) /( 0.70)] * *.2 = 4.936 COMPUTED TIME OF CONCENTRATION INCREASED TO.5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 731.00 TO NODE. 735.00 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 2.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION - 24.00 Z -� DOWNSTREAM NODE ELEVATION- FLOWLENGTH(FEET) = 135.00 ESTIMATED PIPE DIAMETER(INCH) 4 PIPEFLOW THRU SUBAREA(CFS) _ TRAVEL TIME(MIN.) = 0.70 22.70 MANNING'S N = 0.011 18.00 NUMBER OF PIPES = 1 0.45 TC(MIN.) = 5.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 735.00 TO NODE 735.00 IS CODE 8 e /i ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------------=-------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.414 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8035 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) 1.24 TOTAL.AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) 1.69 TC(MIN). = 5.7.0 FLOW PROCESS FROM NODE 740.00 TO NODE 741.00 IS CODE = 21 v --------------------------------------------- - 1 -------------------------- - - - - -- I >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 50.00 UPSTREAM ELEVATION = 26.70 DOWNSTREAM ELEVATION = 26.20 ELEVATION DIFFERENCE = 0.50 TC = 0.359 *,[( 50.00 * *3) /( 0.50)] * *.2 = 4.314 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8086 SUBAREA RUNOFF(CFS).= 0.78 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.78 FLOW PROCESS FROM NODE 741_.00 TO NODE 745.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.0 UPSTREAM NODE ELEVATION = 24.20 DOWNSTREAM NODE ELEVATION = 23.40 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.78 TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 5.85 FLOW PROCESS FROM NODE 745.00 TO NODE 745.00 IS CODE = 8 V - ------------------------------------------------------------=----=---------- >> >>>ADDITION,OF SUBAREA. TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.320 SOIL CLASSIFICATION IS. "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8025 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.39 TC(MIN) =. 5.85 FLOW PROCESS FROM NODE 745.00 TO NODE 747.00 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 4.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 23.40 DOWNSTREAM NODE ELEVATION = 22.80 FLOWLENGTH(FEET) = 105.00. MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.39 . TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 6.32 FLOW PROCESS FROM NODE 747.00 TO NODE 747.O0.IS CODE 8 -� --------------- ---- ---------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6:039 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7994 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS).= 2.17 TC(MIN) = 6.32 FLOW PROCESS FROM NODE 747.00 TO NODE 749.00 IS CODE 3 -------------------- ------------------------------------------ - ------------- . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREAc« << >> >>>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.) = 5.4 UPSTREAM NODE ELEVATION = 22.80 DOWNSTREAM NODE ELEVATION = 21.30 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 6.73 -FLOW- PROCESS FROM NODE 749.00 TO NODE 749.00 IS CODE 8 a. ------------------------------------------------ ------------ --- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «<, 100 YEAR RAINFALL'INTENSITY(INCH /HOUR) 5.815 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7968 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.59 TOTAL RUNOFF(CFS) = 2.95 TC (MIN) _ -6.73 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.95 Tc(MIN.) = 6.73 TOTAL AREA(ACRES) = 0.59 END OF RATIONAL METHOD ANALYSIS 1 • 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: 8: 3 7/ 7/2004 -------=-------------------------------------------------------------------- DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * depth of flow calculation, @CB #1 * * »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.004000 CONSTANT STREET FLOW(CFS) = 3.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING).= 0.015000 CONSTANT SYMMETRICAL,STREET HALF- WIDTH(FEET) = 41.00 .DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 39.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET.CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50. CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET).= 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ----------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.49 AVERAGE FLOW VELOCITY(FEET /SEC.) 1.74 PRODUCT OF DEPTH &VELOCITY = 0.70 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * catch basin #1 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) = 3.90 GUTTER FLOWDEPTH(FEET) = 0.41 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.9 • I• 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: 8:.9 7/..7/2004 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * depth of flow calculation @CB #2 » »STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.004200 CONSTANT STREET FLOW (CFS) = 5.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 49.0.0 INTERIOR STREET CROSSFALL(DECIMAL).= 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT'SYMMETRICAL GUTTER- LIP(FEET) 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0'.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.96 PRODUCT OF DEPTH &VELOCITY = 0.89 , • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 40 Analysis prepared by:-. MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 ----------------7----------------------------------7----------=------------- TIME /DATE OF STUDY: 8:11 7/ 7/2004 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * catch basin #2 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) _ 5.90 • GUTTER FLOWDEPTH(FEET) = 0.45 BASIN LOCAL DEPRESSION(FEET) = 0.33. FLOWBY BASIN WIDTH(FEET) = 7.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.6 »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.9 • 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: 9:17 7/ 2/2004 DESCRIPTION OF STUDY * capacity of 4 -ft wide catch basin at a sump condition * * * " * >> >>SUMP TYPE BASIN INPUT INFORMATION<< << ---------- --------- - --------------------------------- - ---------------------- ' e • Curb Inlet Ca P approximated Capacities ,are. based on the Bureau of Public Roads'nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.00 BASIN OPENING(FEET) = 0.42 DEPTH OF-WATER(FEET) = 0.50 >>>>CALCULATED ESTIMATED SUMP BASIN-WIDTH(FEET) = 3.96 • 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 3510 Irvine; CA 92614 949 251 -8821 TIME /DATE OF STUDY: 14:54 6/30/2005 DESCRIPTION OF STUDY * capacity of side- openening. catch basin at a sump * for C.B. # E -7 >>>>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) = 10.05 BASIN OPENING(FEET) = 0.62 DEPTH OF WATER(FEET.) = 1.00 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.00 10 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 "A" * * FILE NAME: A.DAT TIME /DATE OF STUDY: 13:02 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.59 TO NODE 123.59 IS CODE = 3 UPSTREAM NODE 123.59. ELEVATION = 17.60 (FLOW IS UNDER PRESSURE) ------------------------------------------------=----------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) 113.59- 2.66* 250.09 0.76 MOMENTUM(POUNDS) 95.47 •} FRICTION +BEND 123.59- 2.52* 234.26 0.95 Dc 89.56 } JUNCTION 128.26 - 2.51* 210.29 0.76 Dc 50.91 } FRICTION +BEND 147.16- 2.45* 203.67 0.76 Dc 50.91 } FRICTION 186.10- 2.30* 187.53 0.76 Dc 50.91 } JUNCTION 190.77 -. 2.25* 169.86 0.52 Dc 20.18 } FRICTION 239.87- 2.05* 147.37 0.52 Dc 20.18 . } FRICTION +BEND 257.54- .1.98* 139.54 0.52 Dc 20.18 } FRICTION 268.02- 1.93* 134.40 0.52 ------------------------------------------------------------------------ Dc 20.18 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 = 113.59 FLOWLINE ELEVATION = 17.40. PIPE FLOW = 6.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 20.060 FEET ---------------------I--------------------------------------------- NODE 113.59 : HGL = < 20.060>;EGL= < 20.239 >; FLOWLINE = < 17.400> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.59 TO NODE 123.59 IS CODE = 3 UPSTREAM NODE 123.59. ELEVATION = 17.60 (FLOW IS UNDER PRESSURE) ------------------------------------------------=----------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 6.00 CFS PIPE DIAMETER = 18..00 INCHES'. . CENTRAL ANGLE = 25.460 DEGREES. MANNING'S N = 0.01300 PIPE LENGTH = 10.00 FEET BEND COEFFICIENT(KB) = 0.13297 FLOW VELOCITY = 3.40 FEET /SEC. VELOCITY. HEAD = 0.179 FEET HB =KB *(VELOCITY HEAD) _ ( 0.133) *( 0.179) = 0.024 SF= (Q /K) * *2 (( 6.00')/( 105:042)) * *2 = .0.00326 HF =L *SF = ( 10:00) *(0.00326) = 0.033 TOTAL HEAD LOSSES = HB + HF ( 0.024) +( 0.033) = 0.056 NODE ,123.59 HGL = < 20.116 >;EGL = < 20.295 >; FLOWLINE = < 17.600> FLOW PROCESS FROM NODE 123.59 TO NODE 128.26 IS.CODE = 5 UPSTREAM NODE 128.26 ELEVATION = 17.,80 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------ - - - - -- - CALCULATE JUNCTION'LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 3.90 18.00 0.00 17.80 0.76 2.207 DOWNSTREAM 6.00 18.00 - 17.60 0.95 3.395 LATERAL #1 2.10. 18.00 50.00 17.80 0.55 1.188 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 = 0.00138 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00326 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00232 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.086). +( 0.000) 0.086 ------------------------------------------ ----------- ---------- - -------------- NODE 128.26.: HGL = < 20.306 >;EGL = < 20.381 >; FLOWLINE = < 17.800> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 128.26 TO NODE 147.16 IS CODE = 3 UPSTREAM NODE 147.16 ELEVATION= 17..90• (FLOW IS UNDER PRESSURE) CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 3.90 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 48.130 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 18.90 FEET BEND COEFFICIENT(KB) = 0.18282 FLOW VELOCITY = 2.21 FEET /SEC. VELOCITY HEAD = 0.076 FEET HB =KB *(VELOCITY HEAD) _ ( 0.183) *( 0.076) = 0.014 SF= (Q /K) * *2 = (( •3.90)/( 105.045)) * *2 = 0.00138 HF =L *SF = ( 18.90) *(0.00138) = 0.026 . TOTAL HEAD LOSSES = HB + HF = ( 0.014) +( 0:026) = 0.040 NODE 147.16 : HGL = < 20.346 >;EGL = < 20.421 >;FLOWLINE= < 17.900> FLOW•PROCESS FROM NODE 147.16 TO NODE 186.10 IS CODE = 1 UPSTREAM NODE 186.10 ELEVATION = 18.10 (FLOW IS UNDER PRESSURE) ---------------------------- - ------ ------------------------- ------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 38.94 FEET' MANNING'S N = 0.01300. SF= (Q /K) * *2 = (( 3.90)/( 105.042)) * *2 = 0.00138 HF =L *SF = ( 38.94) *(0.00138) = 0.054 ------------------------------------------------------------------------------ NODE 186.10 : HGL = < 20.399 >;EGL = < 20.475 >; FLOWLINE = < 18.100> 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 = 0.00033 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00138 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00085 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.004 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.047) +( 0.000) = 0.047 NODE 190.77 : HGL = < 20.505 >;EGL = < 20.522 >; FLOWLINE = < 18.250> FLOW PROCESS FROM NODE 190.77 TO NODE 239.87 IS CODE = 1 UPSTREAM NODE 239.87 ELEVATION = 18.47 (FLOW IS UNDER PRESSURE) ----=----------=-------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): . PIPE FLOW 1.90 CFS PIPE DIAMETER = 18_00 INCHES PIPE LENGTH = 49.10 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 1.90)/( .105.044)) * *2 = 0.00033 HF =L *SF = ( 49.10) *(0.00033) = 0.016 ------------------------------------------------------------------------------ NODE 239.87 : HGL = < 20.521 >;EGL = < 20.539 >; FLOWLINE = < 18.470> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.87 TO NODE 257.54 IS CODE = 3 UPSTREAM NODE 257.54 ELEVATION = 18.55 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 1.90 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 17.67 FEET BEND COEFFICIENT(KB) = 0.17678 FLOW VELOCITY = 1.08 FEET /SEC. VELOCITY HEAD = 0.018 FEET HB =KB *(VELOCITY HEAD) _ ( 0.177) *( 0.018) = 0.003 SF= (Q /K) * *2 = (( 1.90)/( 105.036)) * *2 = 0.00033. HF =L *SF = ( 17.67) *(0.00033) = 0.006 TOTAL HEAD LOSSES = HB + HF = ( 0.003) +( 0.006) = 0.009 NODE 257.54 : HGL = < 20.530 >;EGL = < 20.547 >; FLOWLINE = < 18.550> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 257.54 TO NODE 268.02 IS CODE = 1 UPSTREAM NODE 268.02 ELEVATION = 18.60 (FLOW IS UNDER PRESSURE) ------------------------ ------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): • PIPE FLOW = 1.90 CFS PIPE DIAMETER = 1800 INCHES PIPE LENGTH = 10.48 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 1.90)/( 105.033)) * *2 = 0.00033 HF =L *SF = ( 10.48) *(0.00033) = 0.003 ------------------------------------------------------------------------------ NODE 268.02 : HGL = < 20.5.33 >;EGL = < 20.551 >; FLOWLINE = < 18.600> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW- PROCESS 186.10 TO NODE 190.77 IS CODE = 5 UPSTREAM NODE 190.77 ELEVATION = 18.25- IS UNDER PRESSURE) -FROM -NODE -- CALCULATE JUNCTION LOSSES: - - - - - - - - - - - - - - - - -- -(FLOW - - - - - -- - - - -- - PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES).(DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 1.90 18.00 0.00 18.25 0.52 1.075 DOWNSTREAM 3.90 18.00 - 18.10 0.76 2.207 LATERAL #1 1.10 18.00 45.00 18.25 0.39 0.622 LATERAL #2 0.90 18.00 45.00 18.25. 0.35 0.509 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 = 0.00033 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00138 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00085 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.004 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.047) +( 0.000) = 0.047 NODE 190.77 : HGL = < 20.505 >;EGL = < 20.522 >; FLOWLINE = < 18.250> FLOW PROCESS FROM NODE 190.77 TO NODE 239.87 IS CODE = 1 UPSTREAM NODE 239.87 ELEVATION = 18.47 (FLOW IS UNDER PRESSURE) ----=----------=-------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): . PIPE FLOW 1.90 CFS PIPE DIAMETER = 18_00 INCHES PIPE LENGTH = 49.10 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 1.90)/( .105.044)) * *2 = 0.00033 HF =L *SF = ( 49.10) *(0.00033) = 0.016 ------------------------------------------------------------------------------ NODE 239.87 : HGL = < 20.521 >;EGL = < 20.539 >; FLOWLINE = < 18.470> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 239.87 TO NODE 257.54 IS CODE = 3 UPSTREAM NODE 257.54 ELEVATION = 18.55 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 1.90 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 17.67 FEET BEND COEFFICIENT(KB) = 0.17678 FLOW VELOCITY = 1.08 FEET /SEC. VELOCITY HEAD = 0.018 FEET HB =KB *(VELOCITY HEAD) _ ( 0.177) *( 0.018) = 0.003 SF= (Q /K) * *2 = (( 1.90)/( 105.036)) * *2 = 0.00033. HF =L *SF = ( 17.67) *(0.00033) = 0.006 TOTAL HEAD LOSSES = HB + HF = ( 0.003) +( 0.006) = 0.009 NODE 257.54 : HGL = < 20.530 >;EGL = < 20.547 >; FLOWLINE = < 18.550> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 257.54 TO NODE 268.02 IS CODE = 1 UPSTREAM NODE 268.02 ELEVATION = 18.60 (FLOW IS UNDER PRESSURE) ------------------------ ------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): • PIPE FLOW = 1.90 CFS PIPE DIAMETER = 1800 INCHES PIPE LENGTH = 10.48 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 1.90)/( 105.033)) * *2 = 0.00033 HF =L *SF = ( 10.48) *(0.00033) = 0.003 ------------------------------------------------------------------------------ NODE 268.02 : HGL = < 20.5.33 >;EGL = < 20.551 >; FLOWLINE = < 18.600> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 268.02 FLOWLINE ELEVATION = 18.60 ASSUMED UPSTREAM CONTROL HGL = 19.12 FOR.DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS r� 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 *.Lateral "A -1" * FILE NAME: A1.DAT TIME /DATE OF STUDY: 13:09 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note:."*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.47- 2.25* 167.55 0.39 13.99 } FRICTION 120.75- 2.10* 151.37 0.44 Dc 13.68 ------------------------------------------------------------------------------ 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 = 18.25 PIPE FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 20.500 FEET -------------------------------------------------------------------=---------- NODE 102.47 : HGL = < 20.500>;EGL= < 20.510 >; FLOWLINE = < 18.250> FLOW PROCESS FROM NODE 102.47 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 18.40 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH.= 18.28 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 1.40)/( 105.056)) * *2 = 0.00018 HF =L *SF = ( 18.28) *(0.00018) = 0.003 ------------------------------------------------------------------------------ NODE 120.75 : HGL = < 20.503 >;EGL = < .20.513 >; FLOWLINE = < 18.400 >. UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 18.40 .ASSUMED UPSTREAM CONTROL HGL = 18.84 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright,1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID.1269 Analysis prepared by: MDS.Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * Lateral "A -2" * * * * FILE NAME: A2.DAT TIME /DATE OF STUDY: 13:09 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW - PRESSURE+ . NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.47- 2.25* 166.73 0.19 18.72 } FRICTION } HYDRAULIC JUMP 120.75- 0.39 *Dc 10.07 0.39 *Dc 10.07 ---------------------------------------------------=-------------------------- 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 = 18.25 PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 20.500 FEET --------------------- - - - - -- -------------------------------------------------- NODE 102.47 : HGL = < 20.500 >;EGL = < 20.506 >;FLOWLINE = < 18.250> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.47 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 21.10 (HYDRAULIC JUMP OCCURS) -------------------------------------------=---------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 - -----=---------------------------- - -------------------- ----------- ------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) _ .0.17 CRITICAL DEPTH(FT) = 0.39 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.39 ---------------------------=----=--------------------=------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ .DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE +. CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS).. 0.000 0.392 2.995 0.531 10.07 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 21.10 ASSUMED UPSTREAM CONTROL HGL = 21.49 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • 0.018 0.369 .3.253 0.534 10.13 0.082 0.347 3.553 0.543 10.32 0.208 0.325 3.906 0.562 10.66 0.425 0.302 4.325 0.593 11.18 0.778 0.280 4.828 0.642 .11.92 1.347 0.258 5.443 0.718 12.93 2.286 0.235 6.205 0.833 14.29 3.953 0.213 7.172 1.012 16.12 7.516 0.190 8.429 1.295 18.60 18.280 0.190 8.488 1.309 18.72 --------------------------=--------------------------------------------------- HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.25 PRESSURE FLOW PROFILE COMPUTED INFORMATION: - --------------- -------------------------------------------------------- - DISTANCE FROM PRESSURE VELOCITY SPECIFIC - - - -- PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.250 0.622 2.256 166.73 4.814 1.500 0.622 1.506 84.03 ----------------=---=--------------------------------------------------------- ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: --------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC --------- PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 4.814' 1.500 0.622 1:506 84.03 5.523 , 6.229 1.389 1.278 0.644 0.685 1.396 1.286 72.02 60.63 6.931 1.167 0.745 1.176 50.10 7.630 1.057 0.827 1.067 40:56 8.323 0.946 0.937 0.959 32.13 9.004 0.835 1.088 0.853 24.89 9.666 0.724 1.302 0.750 18.93 10.287 0.613 1.618 .0.654 14.33 10.816 0.502 2.118 0.572 11.26 11.085 0.392 2.995 0.531 10.07 18.280 0.392 2.995 0.531 10.07 ----------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 9.71 FEET UPSTREAM OF NODE 102.47 DOWNSTREAM DEPTH = 0.716 FEET, UPSTREAM CONJUGATE DEPTH = 0.190 FEET ------------------------------------------------------------------------------ NODE 120.75 : HGL = < 21.492>;EGL= < 21.631 >; FLOWLINE = < 21.100> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 21.10 ASSUMED UPSTREAM CONTROL HGL = 21.49 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA'92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "A -3" * * FILE NAME: A3.DAT TIME /DATE OF STUDY: 13:06 06/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ • NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 101.75- 2.50* 199.83 0.36 40.35 } FRICTION } HYDRAULIC JUMP 147.11- 0.60 *Dc 28.68 0.60 *Dc 28.68 ------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 101.75 FLOWLINE ELEVATION = 17.80 PIPE FLOW = 2.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 20.300 FEET NODE 101.75 : HGL = < 20.300 >;EGL = < 20.331 >;FLOWLINE = < 17.800> FLOW PROCESS FROM NODE 101.75 TO NODE 147.11 IS CODE = 1 UPSTREAM NODE 147.11 ELEVATION = 20.00 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 45.36 FEET MANNING'S N = 0.01300 ---------------------------------------------------7-------------------------- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS -------------------------------------------------- =---------------------------- NORMAL DEPTH(FT) = 0.33 CRITICAL DEPTH(FT) = 0.60 • UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.60 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM. FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.599 3.797 0.823 28.68 UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 147.11 FLOWLINE ELEVATION = 20.00 ASSUMED UPSTREAM CONTROL HGL = 20.60 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS is 0.057 0.251 0.572 0.546 4-. 035 4.303 0.825 0:833 .28..77 2.9.08 0.627 0.519 4.606 0.849 29.61 1.255 0.492 4.949 0.873 30.41 2.242 0.466. 5.343 0.909 31.51. 3.773 0.439 5.796 0.961 32.96 6.198 0.413 6.323 1.0314 34.83 10.307 0.386 6.942 1.135 37.20 18.647 0.360 7.677 1.275 40.20 45..360 0.358 7.714 1 -283 40.35 -------------------------------------------------------------.--------------- HYDRAULIC JUMP: UPSTREAM RUN'ANALYSIS RESULTS -- -------------------------------------------------=---------------------------- ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ------------------------------------------------------------------------------ ASSUMED PRESSURE HEAD(FT) = 2.50 ------------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED =------------- INFORMATION: =-------------------------------- ------------- DISTANCE FROM ----- PRESSURE ------------- VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000, 2.500 1.415. 2.531 199.83 20.862 1.500 1.415 1.531 89.56 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) ..(FT /SEC) ENERGY(FT) MOMENTUM( POUNDS) 20.862 .1.500 1.414 1.531 89.56 22.708 1.410 1.450 1.443 79.89 24.521 1.320 1.518 1.356 70.73 26.304 1.230 1.612 1.270 62.19 28.052 1.139 1.735 1.186 54.37 29.753 1.049 1.893 1.105 47.37 31.384 0.959 2.094 1.027 41.27 32.910. 0.869 2.354 0.955 36.19 34.262 0.779 2.696 0.892 32.25 35.310. 0.689 3.156 0.844 29.65 35.775 0.599 3.797 0.823 28.68 45.360 0.599 3.797 0.823 28.68 -------=--------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------- PRESSURE +MOMENTUM BALANCE OCCURS AT 32.31 FEET UPSTREAM OF NODE 101.75 DOWNSTREAM DEPTH = 0.905.FEET, UPSTREAM CONJUGATE DEPTH = 0.377 FEET ------------------------------------------------------------------------------ NODE 147.11 : HGL = < 20.599 >;EGL = < 20.823 >; FLOWLINE = < 20.000> • UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 147.11 FLOWLINE ELEVATION = 20.00 ASSUMED UPSTREAM CONTROL HGL = 20.60 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS is c: • 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 "B1" * * * * FILE NAME: B1.DAT TIME /DATE OF STUDY: 13:14 06/29/20.05 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) 87.28- 0.91* 47.54 0.58 44.89 } FRICTION 90.47- 0.76* 43.00 0.70 Dc 42.61 } JUNCTION 94.13- 0.89* 41.18 0.65 Dc 34.71 } FRICTION 106.05- 0.85* 39.34 0.65 Dc 34.71• } FRICTION +BEND 165.18- 0.70* 35.05 0.65 Dc 34.71 } FRICTION 247.36- 0.68* 34.85 0.65 Dc 34.71 ----------------------------= --------------=--------------------- - ----------- - 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 = 87.28 FLOWLINE ELEVATION = 20.17 PIPE FLOW = 3.40 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.080 FEET ------------------------------------------------------------------------------ NODE 87.28 : HGL = < 21.080 >;EGL= < 21.223 >;FLOWLINE = < 20.170> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.01 TO NODE 90.47 IS CODE 1 UPSTREAM NODE 90.47 ELEVATION = 20.25 (FLOW IS SUBCRITICAL) -----------------------------------------------------------------------=------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH 3.19 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.46 CRITICAL DEPTH(FT) = 0.70 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.91 -- GRADUALLY - VARIED -FLOW PROFILE- COMPUTED INFORMATION: 'DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000. 0.910 3.030 1.053 47.54 0., 555 0.889 3.115 1.040 46.66 1.082 0.869 3.204 1.028 45.86 1.575 0.848 3.300 1..017 45.14 2.030 0.827 3.402 1.007 44.51 2.442 0.806 3.511 0.,998 43.95. 2.804 0.786 3.627 0.990 43.48 3.107 0.765 3.751 0.984 43.11 3.190 0.758 3.797 0.982 43.00 ------------------------------------- NODE 90.47 : HGL = < 21.008 - ---------------------------- >;EGL = < ------------ 21.232 >;FLOWLINE = < 20.250> FLOW PROCESS FROM NODE 90.47 TO NODE 94.13 IS CODE = 5 UPSTREAM NODE 94.13 ELEVATION = 20.35 :(FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE -FLOWLINE CRITICAL.. VELOCITY. (CFS) (INCHES) (DEGREES) ELEVATION' DEPTH(FT.) (FT/SEC). UPSTREAM 2.90. .18.00 0.00 20.35 - 0.65 .2.649 DOWNSTREAM 3.40 18.00 20.25 0.70 3.798, 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 0.50 = = =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 = 0.00174 DOWNSTREAM: MANNING'S N = 0.01300;. FRICTION SLOPE = 0.00405 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00289 JUNCTION LENGTH = 3.12 FEET FRICTION LOSSES = 0.009 FEET ENTRANCE LOSSES = 0.045 FEET .JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.074) +( 0.045)' = 0.119 NODE. 94.13 HGL = < 21.242 >;EGL = < 21:351 >;FLOWLINE = < 20.350> FLOW PROCESS FROM NODE 94.13 TO NODE 106.05 IS CODE = 1 UPSTREAM NODE 106.05 ELEVATION 20.40 (FLOW IS SUBCRITICAL) ---------------------------------------------------- =-------- ------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.90 CFS PIPE DIAMETER 18.00 INCHES PIPE.LENGTH = 11.92 FEET MANNING'S N = 0.01300 -.-------------------------- --------------------------------------------- NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) _ 0.65 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) _ .0.89 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------.------------------ DISTANCE FROM FLOW DEPTH VELOCITY- SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.892 2.648 1.001 41.18 6.018 0.871 2.725 0.986 40.21 11:920 0.851 2.803 0.973 39.34 ---------------------------------------------------------------------------•--- NODE 106.05 : HGL = < . 21.251 >;EGL = < 21.373 >;FLOWLINE = < 20:400> FLOW PROCESS FROM NODE 106.05 TO NODE 165.18 IS CODE = 3 UPSTREAM NODE 165.18 ELEVATION = 20.65 (FLOW IS SUBCRITICA.L) ------------------------------------------------------------------------=----- CALCULATE PIPE -BEND LOSSES(OCEMA): 'PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 50.190 DEGREES MANNING'S N = 0.01300 PIPE.LENGTH = 59.13 FEET -----------------------------=------------------------------------------ NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) - ----- = 0.65 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: =------------------------------------------------- - ------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC - -------- PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.851 2.803 0.973 39.34 4.978 0.834 2.873 0.962 38.66 10.057 0.817 2.946 0.952 38.02 15.265 0.800 3.023 0.942 37.43 20.642 0.783 3.105 0.933 36.90 26.254 0.767 3.191 0.925 36.42 32.207 0.750 3.283 0.917 35.99 38.702 0.733 3.379 0.910 35.62 46.191 0.716 3.482 0.904 35.30 56..122 0.699 3.591 0.900 35.05 59.130 0.699 3.591 0.899 35.05 ------------------------------------------------------------------------------ NODE 165.18 : HGL = < 21.349 >;EGL = < 21.549 >; FLOWLINE = < '20.650> FLOW PROCESS FROM NODE 165.18 TO NODE 247.36 IS CODE = 1 UPSTREAM NODE ------------------------------------------------------------------------------ 247.36 ELEVATION = 21.00 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE.LENGTH = 81.43 FEET MANNING'S N = 0.01300 ------------------------------------7-----------------------------=----------- NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) = 0.65 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.70 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -------------------------------------------------------------- .DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC ----------------- PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.699 3.591 0.899 35.05 1.276 0.697 3.604 0.899 35.03 2.647 0.695 3.618 0.898 35.00 4.138 0.693 3.631. 0.898 34.98 5.786 0.691 3.645 0.898 34.96 7.649 0.689 3.659 0.897 34.94 9.823 0.687 3.672 0.897 34.91 12.490 0.685 3.686 0.896 34.90 16.054 0.683 3.700 0.896 34.88 21.822 0.681 3.715 0.896 34.86 81.430 0.681 3.718 0.895 34.85 ------------------------------------------------------------------------------ NODE 247.36 : HGL = < 21.681 >;EGL = < 21.895 >; FLOWLINE = < 21.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 247.36 FLOWLINE ELEVATION = 21.00 ASSUMED UPSTREAM CONTROL HGL = 21.65 FOR DOWNSTREAM RUN ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949.251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral. "B1 -1" * * FILE NAME: B1.1 TIME /DATE OF STUDY: 13:17 06/29/2005 ------------------------------------------------------------------------------ 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 = 21.20 PIPE FLOW = 2.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.700 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.50 FT.) IS LESS THAN CRITICAL DEPTH( 0.55 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 102.47 : HGL = < 21.655>;EGL= < 21.989 >;FLOWLINE = < 21.200> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.47 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 21.40 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.10 CFS PIPE DIAMETER 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 • -- NORMAL - DEPTH( FT)- = - - - - -- 044----- - - - - -- CRITICAL - DEPTH(FT)- = - - - - -- 055- - - - - -- UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.55 ------------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -----------------------------------------------=------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ 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- 0.55 Dc 22.94 0.45 *. 24.19 } FRICTION ' 120.75- 0.55 *Dc 22.94 0.55 *Dc 22.94 ------------------------------------------------------------------------------ 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 = 21.20 PIPE FLOW = 2.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.700 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.50 FT.) IS LESS THAN CRITICAL DEPTH( 0.55 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 102.47 : HGL = < 21.655>;EGL= < 21.989 >;FLOWLINE = < 21.200> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.47 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 21.40 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.10 CFS PIPE DIAMETER 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 • -- NORMAL - DEPTH( FT)- = - - - - -- 044----- - - - - -- CRITICAL - DEPTH(FT)- = - - - - -- 055- - - - - -- UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.55 ------------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -----------------------------------------------=------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ • CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM'(POUNDS) • 0.000 0.547 3.603 0.749 22.94 0.066 0.537. 3.697. 0.749 22.95' 0.288 0.526 3.795 .0.750 22.99 0.707 0.516 3.898 0.752 23.06 1.386 0.506 4.007 0:755 23.17 2.422 0.496 4.121 0.759 23.3.0 3.979 0.485 4.241 0.765 23.47 6.362. 0.475 4.367 0.771 23.67 10.251 0.465 4.501 0.780 23.91 17.867 0.455 4.642 0.789 24.19 18.280 0.455 4.641 0.789• 24.19 -------------------------------------------=-------------------- NODE 120.75 HGL = < 21.947 >;EGL = < -------- ------ 22.149 >;FLOWLINE = < 21.400> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 21.40 i ASSUMED UPSTREAM CONTROL HGL = 21.95 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright. 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "B1 -2" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: B1.2 TIME /DATE OF STUDY: 13:17 06/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.). UPSTREAM RUN DOWNSTREAM RUN NODE. MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ • NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.47- 0.50* 11..21 0.33 10.60 } FRICTION } HYDRAULIC JUMP 120.75- 0.39 *Dc 10.07 0.39 *Dc 10.07 ----------------------------------------------------------------------------- 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 = 21.20 PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.700 FEET NODE 102.47 : HGL = < .21.700 >;EGL = < 21.771 >;FLOWLINE = < 21.200> FLOW PROCESS FROM NODE 102.47 TO NODE .120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 21.40 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.32 CRITICAL DEPTH(FT) = 0.39 • UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.39 --------------------------------=--------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -------------------------------------------------------------- =--------- ------- .DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS).. 0.000 0.392 2.995 0.531 10.07 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 21.40 ASSUMED UPSTREAM CONTROL HGL = 21.79 FOR DOWNSTREAM RUN ANALYSIS ------------------=--------=-------------------------------------------------- ------------------------------------------------------------------------------ END OF'GRADUALLY VARIED FLOW ANALYSIS • 0.* 045 0.385 3.073 0.531 10.08 0.194 0.377 3.155 0.532 10 -09 0.47.6 0.370 3.240 0.533 10.12 0.933 0.363 3.330 0.535 10.17 1.629 0.356 3.425' 0.538 10.22 2.675 0.349 3.524 0.542 10.29 4.273 0.342 3.628 0.546 10.38 6.885 0.335 3.738 0.552 10.48 11.982 0.328 3.854 0.558 10.60 18.280 0.328 3.856 0:559 10:60 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.50 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: =------------------ ----------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.500 2.133 0.571 11.21 , 0 -721 0.489 2.198 0.564 11.01 1.412 0.478 2.267 0.558 10.82 2.068 0.467 2.339 0.553 10.65 2.682 0.457 2.417. 0.547 10.50 3.247 0.446 2.499 0.543 10.38 3..754 0.435 2.586 0.539 10.27 4.188 0.424 2.678 0.536 10.18 4.535 0:413 2.777 0.533 10.12 4.768 0.402 2.882 0.532 10.08 4.856. 0.392 2.995 0.531 10.07. 18.280 0.392 2.995 0.531 10.07 ----------------- - - - - -- - END OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 2.27 FEET UPSTREAM OF NODE 102.47 DOWNSTREAM DEPTH = 0.464 FEET, UPSTREAM CONJUGATE DEPTH = 0.328 FEET ------------------------------------------------------------------------- NODE 120.75 :.HGL = < 21.792 >;EGL = <, - - - - -' 21.931>;FLOWLINE= < 21.400> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 21.40 ASSUMED UPSTREAM CONTROL HGL = 21.79 FOR DOWNSTREAM RUN ANALYSIS ------------------=--------=-------------------------------------------------- ------------------------------------------------------------------------------ END OF'GRADUALLY VARIED FLOW ANALYSIS • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c).Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "B2" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: B2.DAT TIME /DATE OF STUDY: 14:38 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *'! indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER, PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.28 - 0.75 *Dc 49.22 0.75 *Dc 49.22 } FRICTION 111.46- 0.78* 49.41 0.75 Dc 49.22 } FRICTION +BEND 127.17- 0.81* 49.78 0.75 Dc 49.22 } FRICTION 173.20- 0.79* 49.54 0.75 Dc 49.22 } JUNCTION 177.87- 0.99* 38.04 0.48 Dc 17.53 }.FRICTION 234.73- 0.68* 21.18 0.48 Dc 17.53 } FRICTION +BEND } HYDRAULIC JUMP 270.07- 0.49. *Dc 17.51 0.48 *Dc 17.53 } FRICTION 378.14- 0.49 *Dc. 17.51 0.47 *Dc 17.55 } FRICTION +BEND 395.81- 0.49 *Dc 17.51 0.48 *Dc 17.52 } FRICTION 409.00- 0.49 *Dc 17.51 0.49 *Dc 17.51 } JUNCTION . 412.00- 0.65* 14.26 0.31 Dc 6.79 } FRICTION 441.34- 0.44* 7.76 0.33 Dc 6.73 ------------------------------------------------------------------------------ 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 = 102.28 FLOWLINE ELEVATION = 18.10 PIPE FLOW = 3.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 18.500 FEET *NOTE: ASSUMED.DOWNSTREAM CONTROL DEPTH( 0.40 FT.) - IS LESS THAN CRITICAL DEPTH.( 0.75 FT.) . CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 102.28 : HGL = < 18.845>;EGL= < 19.137 >;FLOWLINE = <. 18.100> FLOW PROCESS FROM NODE 102.28 TO NODE 111.46 IS CODE = 1 SPECIFIC UPSTREAM NODE 111.46 ELEVATION = 18.14 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION.LOSSES(LACFCD): MOMENTUM(POUNDS) 0.000 PIPE.FLOW = 3.80 CFS PIPE DIAMETER= 18.00 INCHES 49.41 PIPE LENGTH = 9.18 FEET MANNING'S N = 0.01300 1.041 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.79 CRITICAL DEPTH(FT) _ .0.75 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.75 4.226 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.043 49.55 ------------------------------------------------=----------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.745 4.336 1.037 49.22 0.061 0.750 4.301 1.037 49.22 0.264 0.754 4.267 1.037 49.23 0.648 0.759 4.233 1.038 49.24 1..267 0.764 4.200 1.038 49.27. 2.209 0.769 4.168 1.038 49.29 3.618 0.773 4.136 1.039 49.33 5.766 0.778 4.104 1.040 49.36 180----- 783-- 074---- 1.040-------- 41 ------ - - - -9. NODE 111.46 - - - - -0 - - - -4. : HGL = < 18.923 >;EGL = <. - - - - -- 19.180 >;FLOWLINE = < - - - -49 - - -- 18.140> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.46 TO NODE 127.17 IS CODE = 3 UPSTREAM NODE 127.17 ELEVATION = 18.20 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 40.000 DEGREES MANNING'•S N = 0.01300 PIPE LENGTH = 15.71 FEET NORMAL DEPTH(FT).= 0.82 CRITICAL DEPTH(FT) = 0.75 --------------------------------------------------------------------- --------------------------------------------------------------------- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.78 --------------------------------------------------------------------- --------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.783 4.074 1.040 49.41 1.119 0.787 4.046 1.041 49.45 2.504 0.791 4.019 1.042 49.50 4.226 0.795 3.993 1.043 49.55 6.388 0.799 3.967. 1.044 49.61 9.154 0.804 3.941 1.045 49.67 12.793 0.808 3.915 1.046 49.74 15_710----- • 810 3.900 1.047 49.78 --- - - - - -- NODE 127.17 - - - - -0 - - -- : HGL = < 19.010 >;EGL = < ------- ------ - - - - -- - - - -- 19.247 >;FLOWLINE = < 18.200> FLOW PROCESS FROM NODE 127.17 TO NODE 173.20 IS CODE = 1 UPSTREAM NODE ------------------------------------------------------------------------ 173.20 ELEVATION = 18.40 (FLOW IS SUBCRITICAL) - - - - -- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2)' *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00044 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00431 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00238 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.127) +( 0.000) = 0.127 NODE 177.87 : HGL = < 19.541>;EGL= < 19.570 >; FLOWLINE = < 18.550> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 177.87 TO NODE 234.73 IS CODE = 1 UPSTREAM NODE 234.73 ELEVATION = 18.86 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES -- PIPE - LENGTH- = - - - - -- 5686- FEET---------- MANNING'S- N - - = 0.01300 -- - - - - -- NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = 0.49 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.99 ------------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: CALCULATE FRICTION LOSSES.(LACFCD): PIPE FLOW 3.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH .= 46.03 FEET MANNING'S N 0.01300 - ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.79 CRITICAL DEPTH(FT) = 0.75 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.81 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: --- ---------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY - ---------------------- SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.810 3.900 1.047 49..78 1.656 0.809 3.911 1.046 49.75 3:456 0.807 3.922 1.046 49.72 5.440' 0.805 3.932 1.045 49.69 7.665 0.803 3.943 1.045 49.67 10.217 0.802 3.953 1.044 49.64 13.245' 0.800 3.964 1.044 49.62 17.025 0.798 3.975 1.044 49.59 22.178 0.796 3.986 1.043 49.57 30.698 0.795 3.997 1.043 49.54 46.030 0.795 3.997 1.043 49.54 ------------------- NODE 173.20 ------------------- - --------------------------------- HGL = < 19.195 >;EGL = < 19.443 >; FLOWLINE = < ------- 18.400> FLOW PROCESS FROM NODE 173.20 TO NODE 177.87 IS CODE = 5 UPSTREAM NODE 177.87 ELEVATION = 18.55 (FLOW IS SUBCRITICAL) ------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW, DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC). UPSTREAM 1.70 18.00 0.00 18.55 0.49 1.373 DOWNSTREAM 3.80 18.00 - 18.40 0.75 3.999 LATERAL #1 1.10 • 18.00 45.00 18.55 0.39 1.117 LATERAL #2 1.00 18.00 45.00 18.55 0.37 1.015 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2)' *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00044 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00431 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00238 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.127) +( 0.000) = 0.127 NODE 177.87 : HGL = < 19.541>;EGL= < 19.570 >; FLOWLINE = < 18.550> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 177.87 TO NODE 234.73 IS CODE = 1 UPSTREAM NODE 234.73 ELEVATION = 18.86 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES -- PIPE - LENGTH- = - - - - -- 5686- FEET---------- MANNING'S- N - - = 0.01300 -- - - - - -- NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = 0.49 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.99 ------------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC). ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.991 1.372 1.020 38.04 9.307 0.941 1.457 0.974 34.56 18.593 0.891 1.554 0.928 31.36 27.853 0.841 1.667 0.884 28.43 37.077 0.791 1.800 0.841 25.79 46.247 0.741 1.955 0.800 23.47 55.337 0.690 2.140 0.762 21.48 56.860 0.682 2.174 0.755 21.18 ------------------------------------------------=----------------------------- NODE 234.73 HGL = < 19.542 >;EGL = < 19.615>;FLOWLINE= < 18.860> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 234.73 TO NODE 270.07 IS CODE = 3 UPSTREAM NODE 270.07 ELEVATION = 19.05 (HYDRAULIC JUMP OCCURS) ----------- - -------------- CALCULATE PIPE -BEND --------------- LOSSES(OCEMA): ------------------------------------- PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N•= 0.01300 PIPE LENGTH = 35.34 FEET ------------------------------------------------------------------------------ HYDRAULIC JUMP: - DOWNSTREAM RUN ANALYSIS RESULTS -- - - - - - - - - - - - - - - - NORMAL DEPTH(FT) - - - - - - - - - - - - - - = 0.48 - - - - - - - - - - CRITICAL - - - - - - - - - - - - - - - - - DEPTH(FT) - - - - - - - - - - - - - - - - - - - = 0.49 ---------------------------------------------------------------------=-------- ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.479 3.496 0.669 17.53 0.227 0.479 3.496 0.669 17.53 0.481 0.479 3.496 0.669 17.53 0.770 0.479 3.496 0.669 17.53 1.105 0.479 3.497 0.669 17.53 1.501 0.479 3.497 0.669 17.53 1.987 0.479 3.497 0.669 17.53 2.616 0.479 3.497 0.669 17.53 .3.504 0.479 3.497 0.669 17.53 5.031 0.479 3.498 0.669 17.53 35.340 0.479 3.498 0.669 17.53 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS -------------------------------------------------=---------------------------- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.68 ---------=--------------------------------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.682 2.174 0.755 21.18 3.50.9 0.663 2.257 0.742 20.53 6.994 0.644 2.346 0.729 19.94 10.451 0.624 2.442 0.717 19.41 13.870 0.605 2.545 0.706 18.93 17.238 0.586 2.657 0.696 18.52 20.535 0.567 2.779 0.687 18.17 . 23.724 0.548 2.911 0.679 17.89 26.735 0.528 3.056 0.674 17.69 29.390 0.509 3.214 0.670 17.56 30.921 0.490 3.387 0.668 17.51 35.340 0.490• 3.387 0.668 17.51 -------------- - -- - - - - -- - END OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 33.21 FEET UPSTREAM OF NODE 234.73 DOWNSTREAM DEPTH = 0.497 FEET, UPSTREAM CONJUGATE DEPTH =.0.479 FEET • ----------------------------------------------------------------------- NODE 270.07 HGL = < 19.529 >;EGL = < 19.719 >;FLOWLINE = < 19.050> FLOW PROCESS FROM NODE 270.07 TO NODE 378.14 IS CODE = 1 UPSTREAM NODE 378.14 ELEVATION = 19.63 (FLOW IS SUPERCRITICAL) -----------------= CALCULATE FRICTION ------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 108.07 FEET MANNING'S N = 0.01300 --------------------------------=------ -----------------------------------=--- NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) _ .0.49 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.47 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0..000 0.413 3.555 0.670 17.55 0.339 0.474 3.549 0.670 17.55 0.705 0.474 3.543 0.669 17.54 1.105 0.475 3.537. 0.669 17.54 1.549 0.476 3.531 0.669 17.54 2.054 0.476 3.525 0.669 17.54 2.647 0.477 3.519 0.669 17.54 3.379 0.477 3.513 0.669 17.53 4.365 0.478 3.507 0.669 17.53 5.974 0.478 3.502 0.669 17.53 85.323 0.479 3.496 0.669 17.53 108.070 0.479 3.496 0.669 17.53 ------------------------------------------------------------------------------ NODE. 378.14 HGL = < 20.103>;EGL= < 20.300 >;FLOWLINE = < 19.630> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 378.14 TO NODE 395.81 IS CODE­ 3 UPSTREAM NODE 395.81 ELEVATION = 19.73 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0..01300 PIPE LENGTH = 17.67 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.47 CRITICAL DEPTH(FT) = 0.49 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = ------------------------------------------------------------------------------ 0.48 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.481 3.474 0.669 17.52 0.184 0.480 3.482 0.669 17.53 0.410 0.480 3.491 0.669 17.53 0.687 0.479 3.500 0.669 17.53 1.033 0.478 3.509. 0.669 17.53 1.472 0.477 3.518 0.669 17.54 2:047 0.476 3.527 0.669 17.54 • 2.836 0.475 3.536 0.669 17.54 4.015 0.474 3.545 0.669 17.55 6.152 0.473 3.554 0.670 17.55 17.670 0.473 3.555 0.670 17.55 ------------------------------------------------------------------------------ NODE 395.81 : HGL = < 20.211 >;EGL = <. 20.399 >;FLOWLINE = < 19.730> 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 = 0.00038 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00492 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00265 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.036 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.166) +( 0.036) = 0.201 NODE 412.00 : HGL = < 20.651>;EGL= < 20.670 >; FLOWLINE = < 20.000> FLOW PROCESS FROM NODE 412.00 TO NODE 441.34 IS CODE = 1 -- UPSTREAM NODE 441.34 ELEVATION = 20.20 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.80 CFS PIPE DIAMETER = 18:00 INCHES PIPE LENGTH = 29.34 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.31 CRITICAL DEPTH(FT) = 0.33 ------------------------------------------------------------------------------ *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 395.81 TO NODE . 409.00 IS CODE = 1 UPSTREAM NODE 409.00 ELEVATION = 19..80 (FLOW IS SUPERCRITICAL)' ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 13.19 FEET MANNING'S N = 0.01300 --------=--------------------------------------------------------- NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) _ ------------ 0.49 UPSTREAM CONTROL.ASSUMED FLOWDEPTH(FT) = ----------------- 0.49 - - - - -- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.490 3.387 0.668 17.51 0.010 0.489 3.397. 0.668 17.51 0.044 0.488 3.406 0.668 17.51 0.107 0.487 3.415 0.668 17.51 0.210 0.486 3.425 0.668 17.'52 0.366 0:485 3.434 0.669 17.52 0.600 0.484 3.443 0.669 17.52 0.955 0.483 3.453 0.669 17.52 1.534 0.482 3.462 0.669 17.52 2.661 0.481 3:472 0.669 17.52 13.190 0.481 3.474 0.669 17.52 -------------------------------------=---------------------------------------- NODE 409.00 : HGL = < 20.290 >;EGL = < 20.468>;FLOWLINE= < 19.800> FLOW PROCESS FROM NODE 409.00 TO NODE 412.00 IS CODE = 5 UPSTREAM NODE 412.00 ELEVATION = 20.00 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 0.80 18.00 90.00 20.00 0.33 1.087 DOWNSTREAM 1.70 18.00 - 19.80 0.49 3.388 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 = 0.00038 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00492 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00265 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.036 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.166) +( 0.036) = 0.201 NODE 412.00 : HGL = < 20.651>;EGL= < 20.670 >; FLOWLINE = < 20.000> FLOW PROCESS FROM NODE 412.00 TO NODE 441.34 IS CODE = 1 -- UPSTREAM NODE 441.34 ELEVATION = 20.20 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.80 CFS PIPE DIAMETER = 18:00 INCHES PIPE LENGTH = 29.34 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.31 CRITICAL DEPTH(FT) = 0.33 ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.65 • GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.651 1.086 0.670 14.26, 4.574 0.620 1.161 0.641 12.95 9.121 0.588 1.246 0.612 11.76 13.629 0.556 1.343 0.584 10.68 18.087 0.524 1.455 0.557 9.72 22:472 0.492 1.586 0.531 8.87 26.753 0.46.0 1.739 0.507 8.15 29.340 0.440 1.850 0.493 7.76 NODE 441:34': HGL = < 20.640 >;EGL = < 20.693 >; FLOWLINE = < 20.200> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER- 441.34 FLOWLINE ELEVATION = 20.20. ASSUMED UPSTREAM CONTROL HGL = 20.53 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes). Ver. 8.0 .Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "B2 -1" FILE NAME: B2.1 TIME /DATE OF STUDY: 14:42 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note:. " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.48- 0.99* 35.35 0.35 10.30 } FRICTION 120.75- 0.84* 25.09 0.39 Dc 10.07 ------------------------------------------------------------ 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. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.48 FLOWLINE ELEVATION = 18.55 PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.540 FEET NODE 102.48 : HGL = < 19.540> ;EGL= < 19.552 >;FLOWLINE = < 18.550> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.48 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 18.70 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.27 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.34 CRITICAL DEPTH(FT) = 0.39 ------------------------------------------------------------------------------ -- DOWNSTREAM - CONTROL - ASSUMED - FLOWDEPTH(FT)- = -� - -- 099------------------- - - - - -- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.990 0.889 1.002 35.35 7.233 0.930 0.955' 0.944 31.03 14.438 0.87 .0 .1.034 0.887 27.07 ------ -_ -18_ 270- _- - - - -_- _0838_ -_ - -- 1083__- - - - - -- _0857- _- _ - - - - -- __25_09 NODE 120.75 HGL = < 19.538 >;EGL = < 19.557 >;FLOWLINE = < 18.700> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER 120.75 FLOWLINE ELEVATION = 18.70 ASSUMED UPSTREAM CONTROL HGL = 19.09 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "B2 -2" * * FILE NAME: B2.2 TIME /DATE OF STUDY: 14:43 0.6/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT). MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.48- 0.99* 36.10 0.24 19.54 } FRICTION } HYDRAULIC JUMP 120.75- 0.43 *Dc 12.45 0.43 *Dc 12.45 ------------------------------------------------------------------------------ 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 = 102.48 FLOWLINE ELEVATION = 18.55 PIPE FLOW = 1.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.540 FEET ------------------------------------------------------------------------------ NODE 102.48 : HGL = < 19.540 >;EGL = < 19.557 >;FLOWLINE = < 18.550> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.48 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 20.00 (HYDRAULIC JUMP OCCURS) ---------------------------7-------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.30 CFS *PIPE.DIAMETER = 18.00 INCHES PIPE LENGTH = 18.27 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS -------------------------------------------=---------------------------------- NORMAL DEPTH(FT) = 0:21 CRITICAL DEPTH(FT) = 0.43 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.43 -------------- - - - - -- -------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.427 3.138 0.580 12.45 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 20.00 ASSUMED UPSTREAM CONTROL HGL = 20.43 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • 0.030 0.405 3.370 0.582 12..50 0.134 0.384 3.635 0.590 12.68 • 0.33.8 0.363 3.938_ 0.604 12:99 0:683 0..342 4.290 0.628 13.45 1.231" 0.320 4.700 0.664 14.10 2.092 0.299 5.184 0.717 14.97 3.476 0.278 5.761 0 .794 16.11, 5.860 0.257 6.460 0.905 17.59 10.782 0.235 7.319 1.068 19.50 18.270 0.235 7.337 1.071 19.54 ------------------------------------------------------------------------------ HYDRAULIC ;JUMP: UPSTREAM RUN ANALYSIS RESULTS ". ------------------------------------------------------------------=------- ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(.FT) = 0.99 - - - - ------------------=----------------------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH" VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.990 1.050 1.007 36.1"0 0.681 0.934 1.124 0.953 32.08 1.354 0.877 1.210 0.900 28.38 2.016 0.821 1.313 0.848 25.01 2.664 0.765 1.435 0.797 21.99 3.292 0.708 1.583 0.747 19.32 3.890 0.652 1.763 0.700 17.04 4.443 0.596 1.988 0.657 15.16 4.925 0.539 2.273 0.620 13.73 5.290 0.483 2.642 0.592 12.79 5.446 18_270 0.427 0.427 3.138 3.138 0.580 0.580 12.45 12.45 ------------------------ - -- OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 3.24 FEET UPSTREAM OF NODE 102.48.1 DOWNSTREAM DEPTH = 0.713 FEET, UPSTREAM CONJUGATE DEPTH = 0.235 FEET -------------------------------------=---------------------------------------- NODE 120.75 : HGL = < 20.427 >;EGL = < 20.580>;FLOWLINE= < 20.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 20.00 ASSUMED UPSTREAM CONTROL HGL = 20.43 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver..8.0 Release Date: 0.1/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION.OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 11133" FILE NAME: B3.DAT TIME /DATE OF STUDY: 14:36 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.55 TO NODE 169.13 IS CODE = 1 UPSTREAM NODE 169.13 ELEVATION = 17.13 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ .CALCULATE FRICTION LOSSES(LACFCD): 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) 102.55- 1.70* 115:.99 0.68 Dc 39.40 } FRICTION . 169.13- 1.43* 86.29 0.68 Dc 39.40 } FRICTION +BEND 178.63- 1.39* .82.79 0.68 Dc 39.40 } FRICTION +BEND 188.13- 1.35* 78.30 0.68 Dc. 39.40 } FRICTION 228.98- 1.17* 62.18 0.68 Dc 39.40 } FRICTION +BEND 246.57- 1.09* 55.91 0.68 Dc 39.40 } FRICTION 264.42 - 1.01* 50.47 0.68 Dc 39.40 } JUNCTION 267.42- 1.04* 46.38 0.59 Dc 28.69 } FRICTION 304.76- 0.84* 34.89 0.60 Dc .28.68 -------------------------------------------------- ------------------- 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,ZACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.55 FLOWLINE ELEVATION = 16.80 PIPE FLOW = 3.20 CFS PIPE DIAMETER = .18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 18.500 FEET ---------------------------------------------------------=---------=---------- NODE 7.02.55 : HGL = < 18.500 >;EGL = < 18.551 >;FLOWLINE = < .16.800> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.55 TO NODE 169.13 IS CODE = 1 UPSTREAM NODE 169.13 ELEVATION = 17.13 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ .CALCULATE FRICTION LOSSES(LACFCD): FLOW = CFS- PIPE DIAMETER INCHES • PIPE LENGTH = - 66.58 FEET MANNING'S N = 0.01300 -PIPE - --- - - - DOWNSTREAM CONTROL -=- -1800- - -- -320- - - -- - ------- - - - -- ASSUMED PRESSURE HEAD(FT) = 1.70 --------------------------=---------------------------------------------------- ------------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.700 1.811 1..751 115..99 .49.648 1.500 1.811 1.551 93.93 ------------------------------------------- NORMAL'DEPTH(FT) - ---------------------------------- = 0.69 CRITICAL DEPTH(FT) _ .0.68 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 ----------------------------------=-------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------- DISTANCE FROM - ----------------- - - - - -- FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 49.648 1.500 1.810 1.551 93.93 66.580 1.428 1.842 1.481 86.29 ------------------------------------------------------------------------------ NODE 169.13 : HGL = < 18.558>;EGL= < . 18.611 >;FLOWLINE = < 17.130> FLOW PROCESS FROM NODE 169.13 TO NODE 178.63 IS CODE = 3 UPSTREAM NODE 178.63 ELEVATION = 17.17 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 3.20 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 12.100 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 9.50 FEET ------------------------------ NORMAL DEPTH(FT) - --------------- -------------------------------- = 0.72 CRITICAL DEPTH(FT) = 0.68 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.43 ---------------------------=-------------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -----------------.----------------------------------=-------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ .CONTROL(FT) . (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.428 1.842 1.481 86.29 9.500 1.394 1.868 1.449 82.79 ----------------=------------------------------------------------------------- NODE 178.63 HGL = < 18.564 >;EGL = < 18.619 >;FLOWLINE = < 17.170> FLOW PROCESS FROM NODE 178.63 TO NODE 188.13 IS CODE = 3 UPSTREAM NODE 188.13 ELEVATION_= 17.22 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 3.20 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 12.100 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 9.50 FEET ------------------------------------------------=----------------------------- NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) = 0.68 -------------------------------------------------------------=---------------- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)- = 139------------------- -- - - - - - - -- - - - - -- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.394 1.868 1.449 82.79 9.500 1.349 1.910 1.406 78.30 • --------=--------------------------------------------------------------------- NODE 188.13 : HGL = < 18.569 >;EGL = <. 18..626 >;FLOWLINE = < 17.220> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 246.57 TO NODE 264.42 IS CODE = 1 FLOW PROCESS FROM NODE 188.13 TO NODE .228.98 IS CODE = 1 -----------------------------------------------------=------------------------ CALCULATE FRICTION UPSTREAM NODE 228.98 ELEVATION = 17.42 (FLOW IS SUBCRITICAL) 3.20.CFS PIPE DIAMETER = 18.00 INCHES ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD).: 17.85 FEET MANNING'S N = 0.01300 PIPE FLOW = 3.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 40.85-FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) _ .0.69 CRITICAL DEPTH(FT) = 0.68 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)­ 1.35 (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.000 1.088 2.330 1.173 55.91 ---------------------------------=-------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.349 1.910 1.406 78.30 15.059 1.284 1.987 1.345 72.04 30.016 1.218 2.081 1.285 66.17 40.850 1.17.0 2.163 1..243 62.18 -7------------------------------------------------------------------------------ NODE 228.98 HGL = < 18.590>;EGL= < 18.663 >;FLOWLINE = < 17.420> FLOW PROCESS FROM NODE 228.98 TO NODE 246.57 IS CODE.-_` 3 UPSTREAM NODE 246.57 ELEVATION = 17.51 (FLOW IS SUBCRITICAL) ---------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): =------------ PIPE FLOW = 3.20 CFS PIPE - DIAMETER 18.00 INCHES CENTRAL ANGLE = 22.500 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 17.67 FEET - - - -- - -- - NORMAL DEPTH(FT) - - - -- - -- -------------------7--------------------- = 0.68 CRITICAL DEPTH(FT) = 0.68 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ---------------------------------------------------------=-------------------- = 1.17 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) ..0.000 1.170 2.163 1.243 62.18 10.466 1.122 2.257 1.201 58.37 17.670 1.088 2.330 1.173 55.91 ----------------------------=------------------------------------------------- NODE 246.57 : HGL = < 18.598>;EGL= < 18.683 >;FLOWLINE = < 17.510> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 246.57 TO NODE 264.42 IS CODE = 1 UPSTREAM NODE 264.42 ELEVATION = 17.60 (FLOW IS SUBCRITICAL) -----------------------------------------------------=------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.20.CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.85 FEET MANNING'S N = 0.01300 -------------------------------------------=---------------------------------- NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = 0.68 DOWNSTREAM CONTROL ------------------------------------------------------------------------------ ASSUMED FLOWDEPTH(FT) = 1.09 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------------------------------------------------------------=-------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.088 2.330 1.173 55.91 8.757 1.048 2.426 1.139 53.13 17.517 1.008 2.534 1.108 50.56 17.850 1.006 2.538. 1.106 50.47 ------------------------------------------------------------------------------ NODE 264.42 HGL = < 18.606>;EGL= < 18.706>;FLOWLINE =.< 17.600> FLOW PROCESS FROM NODE 264.42 TO NODE 267.42 IS CODE = 5' UPSTREAM.NODE 267.42 ELEVATION = '17.80 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 2.50 18.00 9.0.00 17.80 0.60 1.921 DOWNSTREAM 3.20 18.00 - 17.60 0.68 .2.539 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 0.70 = = =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 = 0.00084 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00148 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00116 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.003 FEET ENTRANCE LOSSES = 0.020 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.167) +( 0.020),= 0.187 ------------------------- ------- --------------------------------------------- NODE 267.42 : HGL = < 18.836 >;EGL = < .18.893>;FLOWLINE= < 17.800> FLOW PROCESS FROM NODE 267.42 TO NODE 304.76 IS CODE = 1. UPSTREAM NODE 304.76 ELEVATION = 18.00 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 37.34 FEET MANNING'S N 0.01300 --- --------------------------------------------------------------------- - - - - -- NORMAL DEPTH(FT) = 0.59 CRITICAL DEPTH(FT) = 0.60 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.04 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY. SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.036 1.920 1.093 46.38 8.480 0.992 2.015 1.055 43.37 16.938 0.948 2.123 1.018 40.60' 25.370 0.905 2.244 0.983 38.06 33.769 0.861 2.382 0.949 35.78 37.340 0.842 2.447 0.935 34.89 -----------=------------------------------------------------------------------ NODE 304.76 HGL = < 18.842 >;EGL = < 18.935 >.; FLOWLINE = < 18.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 304.76 FLOWLINE ELEVATION = 18.00 ASSUMED UPSTREAM CONTROL HGL = 18.60 FOR DOWNSTREAM RUN ANALYSIS -----------=------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software .(aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by:. MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 11B4" * * 'FILE NAME: B4.DAT .TIME /DATE OF STUDY: 13:2806/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 108.42- 0.90 Dc 77.91 0.76* 80.92 } FRICTION 112.42- 0.90 *Dc 77.91 0.90 *Dc 77.91 } JUNCTION 11.7.09- 1.16* 73.16, 0.80 Dc 59.56 } FRICTION 192.37- 0.95* 62.14 0.80.Dc 59.56 } FRICTION +BEND 206.17- 0.92* 61.28 0.80 Dc 59.56 } FRICTION 217.18 -. 0.90* 60.70 0.80 Dc 59.56 } FRICTION +BEND 230.86- 0.88* 60.37 0.80 Dc 59.56 } FRICTION 274.56- 0.87* 60.13 0.80 Dc 59.56 } JUNCTION 279.23- 1.00* 43.28 0.59 Dc 27.21 } FRICTION 427.26- 0.66* 27.82 0.59 Dc 27.21 } FRICTION +BEND 444.93- 0.61 *D.c 27.29 0.59 *Dc 27.21 } FRICTION 463.78- 0.61* 27.31 0.59 Dc 27.21 } JUNCTION 466.49- 0.81* 24.74 0.44 Dc 13.68 } FRICTION 503.86- 0.67* .18.22 0.44 Dc 13.68 . ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY. BALANCES USED EACH PROFILE =-- 10- ----------------------------- NOTE: STEADY -IN- - - - - -- - - 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 = 108.42 FLOWLINE ELEVATION = 19.40 PIPE FLOW = 5.40 CFS PIPE DIAMETER'= 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 20.060 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH.( 0.66 FT.) IS LESS THAN CRITICAL DEPTH( 0.90 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 108.42 : HGL = < . 20.162 >;EGL = < 20.719 >; FLOWLINE = < 19.400> FLOW PROCESS FROM NODE 108.42 TO NODE 112.42 IS CODE = 1 UPSTREAM NODE . 112.42 ELEVATION 19.52 (FLOW IS SUPERCRITICAL) ----------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.40 CFS PIPE DIAMETER 18.00 INCHES. PIPE LENGTH = 8.00 FEET MANNING'S N = 0.01300 ----------------------------------------------------------------------------- NORMAL DEPTH(FT) = 0.68 CRITICAL DEPTH(FT) 0.90 ------------------------------------------------------------------------ - - - - -- - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.90 --------------------------------------------------------------=--------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.895 4.906 1.269 77.91 0.121 0.874 5..053 1.270 77.98 0.523 0.852 5.210 1.274 78.20 1.287 0.830 5.379 1.280 78.58 2.531 0.808 5.558 1.289 79.12 4.437' 0.787 5.751 1.301 79.84 7.312 0.765 5.958 1.317 80.76 8.000 0.762 5.992 1.319 80.92 ------------------------------------------------------------------------------- NODE 112.42 : HGL = < 20.415 >;EGL = < 20.789 >; FLOWLINE = < 19.520> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.42 TO NODE 117.09 IS CODE = 5 UPSTREAM NODE 117.09 ELEVATION = 19.70 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 4.40 18.00 0.00 19.70 0.80 3.010 DOWNSTREAM 5.40 18.00 - 19.52 0.90 4.907 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 1.00 = = =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 = 0.00198 DOWNSTREAM:- MANNING'S N = 0.01100; FRICTION SLOPE = 0.00426 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00312 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.015 FEET ENTRANCE LOSSES = 0.075 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.133) +( 0.075) = 0.208 - --------------------------------------- -- -------------------- -- ---------- ---- NODE 117.09 HGL = < 20.857 >;EGL = < 20.997 >; FLOWLINE = < 19.700> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.09 TO NODE 192.37 IS CODE = 1 UPSTREAM NODE 1 192.37 ELEVATION = 20.04 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------ - - - - -- • CALCULATE FRICTION LOSSES(LACFCD): - PIPE FLOW 4.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 79.87 FEET MANNING'S N 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) _ 0.87 CRITICAL DEPTH(FT) = 0.80 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.16 - ------------------------------------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: - - - -- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.157 3.009 1.297 73.16 ..9.483 1.128 .3.085 1.276 71.27 19.144 1.100 3.167 1.256 69.49 29.047 1.072 3.256 1.236 67.83 39..280 1.043 3.352. 1.218 66.30 49.982 1.015 3.455 1.201 64.90 61.381 0.987 3.567 1.185 63.65 73.900 0.959 3.688 1.170 62.54 79.870 0.947 3.741 1.165 62.14 NODE 192.37 : HGL = < 20.987 >;EGL = < 21.205 >;FLOWLINE = < 20.040> FLOW PROCESS FROM NODE 192.37 TO NODE 206.17 IS CODE = 3 UPSTREAM NODE 206.17 ELEVATION = 20.10 (FLOW IS SUBCRITICAL) --- - - - - -- -------------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES . CENTRAL ANGLE = 35.170 DEGREES MANNING'S N = 0.01300 PIPE LENGTH 13.81 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.87 CRITICAL DEPTH(FT) = 0.80 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.95 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: = --------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY - ----------------- SPECIFIC -------- PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.947 3.741 1.165 62.14 3.716 0.939 3.777 1.161 61.87 7.631 0.931 3.815 1.158 61.62 11.797 0.923 3.853 1.154 61.39 13.810 0.920 3.871 1.153 61.28 ------------------------------------------------------------------------------ NODE 206.17 HGL = < 21.020 >;EGL = < 21.253 >;FLOWLINE = < 20.100> . *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 206.17 TO NODE 217.18 IS CODE = 1 UPSTREAM NODE 217.18 ELEVATION 20.15 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.40 CFS _ PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.01 FEET MANNING'S N = 0.01300 ------------------------------------------------------------ NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) ------------------ = 0.80 • DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.92 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) . (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.920 3.871 1.153 61.28 2.897 5.949 0.914 3.903 0.907 3.936 1.150 1.148 61.11 60.94 9.199 0.901 3.969 1.146 60.78 11.010 0.898 3.986 1.144 60.30 --------------------------------------------------------------- NODE 217.18.: HGL.= < 21.048 >;EGL = < -------------- 2.1.294>;FLOWLINE= < 20.150> . *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.18 TO NODE 230.86 IS CODE = 3 UPSTREAM NODE 230.86 ELEVATION-. .2.0.21 (FLOW IS SUBCRITICAL) -------------------------- CALCULATE PIPE -BEND - -------- ------------------------------------------- LOSSES(OCEMA): PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 34.840 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 13.68 FEET. ---------=-------------------------------------------------------------------- NORMAL DEPTH(FT) = 0.87 CRITICAL DEPTH(FT) = 0.80 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.90 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC --- ------=------ PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.898 3.986 1.144 60.70 2.420 0.894 4.003 1.143. 60.63 5.029 0.891 4.020 1.142 60.55 7.880 0.888 4.038 1.141 60.49 11.046 0.885 4..055 1.140 60.42 • --------------------------------------------------------- 13 6800 88240681 140------------ 60_37 - - - -- NODE 230.86 : HGL = < 21.092>;EGL =.< 21.350 >;FLOWLINE = < 20.210> FLOW PROCESS FROM NODE 230.86 TO NODE 274.56 IS CODE = 1 UPSTREAM NODE 274.56 ELEVATION = 20.40 .(FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): .PIPE FLOW = 4.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 43.70 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.87 CRITICAL DEPTH(FT) _ .0.80 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.88 ------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.882 4.068 1.140 60.37 2.055 0.881 4.076 1.139' 60.34 4.308 0.880 4.084 1.139 60.31 6.815 0.878 4.092 1.138 60.29 9.651 0.877 4.100 1.138 60.26 12.940 0.875 4.109 1.138 60.23 16.882 0.874 4.1117 1.137 60.21 21.859 0.872 4.125 1.137 60.18 28.726 0.871 4.133 1.136 60'.16 40.224 0.870 4.142 1.136 60.13 43.700 0.870 4.142 1.136 60.13 ------------------------------------------------------------------------------ NODE 274.56 : HGL = < 21.270 >;EGL = < 21.536 >;FLOWLINE = < 20.400> FLOW PROCESS FROM NODE 274.56 TO NODE 279.23 IS CODE = 5 UPSTREAM NODE 279.23 ELEVATION = 20.55 (FLOW IS SUBCRITICAL) 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 --- - ------------ -- - - ---- - -- ---- CALCULATE JUNCTION LOSSES: -------------- -- - --- - -------------------- AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00259 PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) 20.550> UPSTREAM 2.40 18.00 0.00 20.55 0.59 1.913 DOWNSTREAM 4.40 18.00 - .20.40 0.' 80 4.143 - - -- -- - -- = 0.62 CRITICAL DEPTH(FT) = LATERAL #1 1.00 18.00 45.00 21.60 0.37 2.918 CONTROL(FT) LATERAL #2 1.00 18.06 45.00 21.60 0.37• 2.918 21.153 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == 0.889 2.201 0.964 36.32 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 = 0.00085 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00433 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 = ( 0.073) +( 0.000) .= 0.073 ------------------------------------------------------------------------------ NODE 279.23 HGL = < 21.552 >;EGL = < 21.609 >;FLOWLINE = < 20.550> FLOW PROCESS FROM NODE 279.23 TO NODE 427.26 IS CODE = 1 UPSTREAM NODE 427.26 ELEVATION = 21.14 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 2.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH =. i -------------------- 148.03- FEET---------- MANNING'S- N = 0_01300 - NORMAL DEPTH(FT) - - -- -- - -- = 0.62 CRITICAL DEPTH(FT) = -------- - - - - -- 0.59 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.002 1.913 1.059 43.28 10..531 0.964 1.999 1.026 40.79 21.153 0.926 2.094 0.994. 38.47 31.897 0.889 2.201 0.964 36.32 42.807 0.851 2.320 0.934 34.37 53.952 0.813 2.453 0.906 32.62 65.447 0.775 2.604 0.881 31.08 77.509 0.737 2.775 0:857 29..77 90.627 0.700 2.969 0.837 28.70 106.378 0.662 3.192 0.820 27.90 148.030 0.657 3.222 0.818 27.82 -----------------------------------=-----------------------------=-=---------- NODE 427.26 : HGL = < 21.797>;EGL= < 21.958 >;FLOWLINE = < 21.140> FLOW PROCESS FROM NODE 427.26 TO NODE 444.93 IS CODE = 3 UPSTREAM NODE 444.93 ELEVATION = 21.22 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 17.67 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = 0.59 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.66 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED --------------- :.-=------------------------------------------------------------- FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) .(FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.657 3.222 0.818 27.82 1.614 0.652 3.257 0.817 27.74 3.273 0.646 3.294 0.815 27.66 4.989 0.641 3.331 0.813 27.58 6.780 0.635 3.369 0.812 27.51 8.673 0.630 3.407 0.810 27:45 10.715 0.624 3.447 0.809 27.40 12.992 0.619 3.488 0.808 27.35 15.700 0.613 3.529 0.807 27.31 177670 0.611 3.551 0.807 27.29 NODE 444.93 ': HGL = < 21.831 >;EGL = < 22.027 >; FLOWLINE = < 21.220> ..FLOW PROCESS FROM NODE 444.93 TO NODE 463.78 IS CODE = 1 UPSTREAM NODE 463.78 ELEVATION = .21.30 (FLOW IS SUBCRITICAL)' ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = •.18.85 FEET MANNING'S N = 0.01300 ------------------------------------------------------=----------------------- NORMAL DEPTH(FT) = 0.61 CRITICAL DEPTH(FT) _ 0.59• DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.61 GRADUALLY VARIED PROFILE COMPUTED INFORMATION -- - DISTANCE FROM -FLOW- - - FLOW DEPTH VELOCITY ------------------------- SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC). ENERGY(FT) MOMENTUM(POUNDS). '0.000 0.611 3.551 0.807 27.29 0.605 0.611, 3:549 0.807 27.29 1.288 0.611 3.547 0.807 27.29" 2.071 0.611 3.545 0.807 27.30 2.985 0.612 3.543 0.807 27.30 4.077 .0.612 3.541 0.807 27.30 5.428 0.612 3.539 0.807 27.30 7.188 0.612 3.536 0.807 27.30 9.695 0.613 3.534 0.807 27.30 14.032 0.613 3.532 0.807 27.31 18.850 0.613 3.532 0.807 27.31 ------------------------------------------------------------------------------ NODE 463.78 HGL = < 21.913 >;EGL = < 22.107 >; FLOWLINE = <. 21.300> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 463.78 TO NODE 466.49 IS CODE 5 .UPSTREAM NODE 466.49 ELEVATION = 21.50 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 1.40 18.00 90.00 21.50 0.44 1.446 DOWNSTREAM 2.40 18.00 - 21.30 0.59 3.533 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 P 1.00 = = =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 = 0.000.56 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00425 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00240 • JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = 0.039.FEET JUNCTION LOSSES = (DY +HV1 -HV2.) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.193) +( 0.039) = 0.232 NODE 466.49 HGL = < 22.307 >;EGL = < 22.339 >;FLOWLINE = < 21.500> FLOW PROCESS FROM NODE 463.78 TO NODE 503.86 IS CODE = 1 UPSTREAM NODE 503.86 ELEVATION = 21.65 (FLOW IS SUBCRITICAL) --------------------------------------------------------------------- CALCULATE FRICTION - --------- LOSSES(LACFCD): PIPE FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES. PIPE LENGTH = 37.34 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.47 CRITICAL DEPTH(FT) = 0.44 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.81 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM. FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.807 1.445 0.839 24.74 8.855, 0.773 1.525 ..0.809. 22.96 17.760 0.739 1.615 0.779 21.31 26.731. 0.705 1.716' 0.750 •19.81 35.792 0.671 1.830 0.723 18.44 37.340 0.665 1.850 0.718 18.22 ----------=-------------------------------=---------=-=------- NODE- 503.86 HGL = < 22.315 >;EGL = < 22.368 >;FLOWLINE = < 21.650> UPSTREAM PIPE FLOW CONTROL DATA:. NODE NUMBER = 503.86 FLOWLINE ELEVATION = 21.65 ASSUMED UPSTREAM CONTROL HGL = 22.09 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c).Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID.1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * ** * * * * * * * ** * Lateral "B4 -1" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: B4 -1.DAT TIME /DATE OF STUDY: 13:31 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) • 102.14- 0,.37 Dc 8.92 0.32* 9.25 } FRICTION 122.79- 0.37 *Dc 8.92 0.37 *Dc 8.92 ------------------------------------------------------------------------------ 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 = 102.14 FLOWLINE ELEVATION = 21.60 PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.550 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.05 FT.) IS LESS THAN CRITICAL DEPTH( 0.37 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS -----------------------------------------------------------------------=------ NODE 102.14 : HGL = < 21.922 >;EGL = < 22.123 >;FLOWLINE = < 21.600> FLOW PROCESS FROM NODE 102.14 TO NODE 122.79 IS CODE = 1 UPSTREAM NODE .122.79 ELEVATION = 21.80 (FLOW IS SUPERCRITICAL) ------------------=------------------------------------------------_-----=----- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.95 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.32 CRITICAL DEPTH(FT) _ 0.37 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. 0.373 2.917 0.505 8..92 0.039 0.367 2.980 0.505 8.93 0.169 0.362 3.046 0.506 8.94 0.414 0.356 3.115 0.507 8.96 0.811 0.350 3.187 0.508 8.98 1.415 0.345 3.261 0.510 9.02 2.321 0.339 3.339 0.512 9..06 3.704 .0.333 3.420 0.515 9.11 .5.960 0.328 3.504 0.518 9.18 .10.357 0.322 3.593 0.522 9.25 20.950 0.322 3.596 0.523 9.25 NODE 122.79 HGL = < 22.173 >;EGL = < 22.305 >; FLOWLINE = < '21.800> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 122.79 FLOWLINE ELEVATION = 21.80 ASSUMED UPSTREAM CONTROL HGL = 22.17 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "B4 -2" * * FILE NAME: B4 -2.DAT TIME /DATE OF STUDY: 13:32 06/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note:'"* indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 102.14- 0.43 Dc 12.45 0.37* 12.92 } FRICTION 122.79- .0.43 *Dc 12.45 0.43 *Dc 12.45 -------------------------------------------------------------------------=---- 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 = 102.14 FLOWLINE ELEVATION = 21.60 PIPE FLOW = 1'.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.550 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.05 FT.) IS LESS THAN CRITICAL DEPTH( 0.43 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 102.14 : HGL = < 21.967 >;EGL = < 22.201 >; FLOWLINE = < 21.600> FLOW PROCESS FROM NODE 102.14 TO NODE 122.79 IS CODE = 1 UPSTREAM NODE 122.79 ELEVATION = 21.80 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.95 FEET MANNING'S N. = 0.01300 ------------------------------------------------------------_----------------- NORMAL DEPTH(FT) 0.36 CRITICAL DEPTH(FT) 0.43. UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) _ _ 0.43 - ------------------------------------------------------------------------ - - - - -= ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) 0.000 (FT) 0.427 (FT /SEC) .3.138 ENERGY(FT) 0.580 MOMENTUM(POUNDS) 12.45 0.046 .0.420 3:207. 0.580 12.45 0.200 0.413 3.279 0..581 12.47 0.490 0.407 3.354 0.582 12.50 0.960 0.400 3.432 0..583 12.53 1.676 0.394 3.514 0.585 12.59 2.749 0.387 3.598 0.588 12.65" 4.389 6.380 3.687 0.592. 12.72 7.064 0.374 3.779 0.596 12.81• 12.280 0.367 3.876 0.601 12.92 20.950 0.367 3.878 0.601 12.92 NODE 122:79 HGL = < 22.227 >;EGL = < 22.380 >;FLOWLINE = < 21.800> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 122.79 FLOWLINE ELEVATION.= 21.80 . ASSUMED UPSTREAM CONTROL HGL = 22.23 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY"VARIED FLOW ANALYSIS • r� LJ 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 35.0 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "B -5" FILE NAME: B5.DAT TIME /DATE OF STUDY: 17:50.07/28/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL.POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE. MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ 'NUMBER PROCESS. HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 93.43- 2.18* 170.36 0.54 47.15 . } FRICTION 101.43- 1.99* 149.23 0.70 Dc 42.61 } JUNCTION 106.10 -. 1.97* 139.87 0.57 Dc 25.77 } FRICTION . 109.06- 1.96* 139.01 0.57 Dc .25.77 } FRICTION +BEND 129.00- 1.88* 130.52 0.57 Dc 25.77 } FRICTION 172.62- 1.71* 111.88 0:57 Dc 25.77 } FRICTION +BEND 206.48- 1.59* 98.94 0.57 Dc 25.77 } FRICTION +BEND 240.34-' 1.47* 84.75 0.57 Dc 25.77 } FRICTION .254.16- 1.41* 78.84 0.57 Dc 25.77 ------------------------------------------------------------------------------ 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 = 93.43 FLOWLINE ELEVATION = 20.56 PIPE FLOW = 3.40 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.740 FEET ------------------------------------------------------------------------------ NODE 93.43 HGL = < 22.740 >;EGL = < 22.797 >;FLOWLINE = < 20.560> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 93.43 TO NODE 101.43 IS CODE = 1 UPSTREAM NODE 101.43 ELEVATION = 20.76 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): • PIPE FLOW 3.40 CFS PIPE DIAMETER = 1800 INCHES PIPE LENGTH = 8.00 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2.= (( 3.40)/( 105.046)) * *2 = 0.00105 HF =L *SF = ( 8.00) *(0.00105) = 0.008 ------------------=----------------------------------------------------------- NODE 101.43 : HGL = < 22.748 >;EGL = < 22.806 >; FLOWLINE = < 20.760> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.43 TO NODE 106.10 IS CODE = 5 UPSTREAM NODE 106.10 ELEVATION = 20.86 (FLOW IS UNDER PRESSURE) ----------------- =------------------------------------------------------------ .CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 2.30 18.00 0.00 20.86 0.57 1.302 . DOWNSTREAM 3.40 18.00 - 20.76 0.70 1.924 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 1.10 = = =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 = 0.00048 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00105 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00076 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES.= 0.004 FEET ENTRANCE LOSSES = 0.011 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.035) +( 0.011) = 0046 ---------------- - -------------- - - - - -- - - - - ------------------------------- NODE 106.10 : HGL = < 22.826>;EGL= < 22.852 >; FLOWLINE = < 20.860> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.10 TO NODE 109.06.IS CODE = 1 UPSTREAM.NODE 109.06 ELEVATION = 20.87 (FLOW IS UNDER PRESSURE) --------------------------7--------------------------7------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4.62 FEET MANNING'S N += 0.01300 SF= (Q /K) * *2 = (( 2.30)/( 105.055)) * *2 = 0.00048 HF =L *SF = ( 4.62) *(0.00048) = 0.002 ------------------------------------------------------------------------------ NODE 109.06 : HGL = < 22.828 >;EGL = < 22.854 >; FLOWLINE = < 20.870> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.06 TO NODE 129.00 IS CODE = 3 UPSTREAM NODE 129.00 ELEVATION = 20.96 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ -CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = .2.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 25.390 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 19.94 .FEET BEND COEFFICIENT(KB) = 0.13279 FLOW VELOCITY = 1.30 FEET /SEC. VELOCITY HEAD = 0.026 FEET HB =KB *(VELOCITY HEAD) = ( 0.133) *( 0.026) = 0.003 SF= (Q /K) * *2 = (( 2.30)/( 105.046)) * *2 = 0.00048 HF =L *SF = ( 19.94) *(0.00048) = 0.010 TOTAL HEAD LOSSES = HB + HF = ( 0.003) +( 0.010) = 0.013 ------------------------------------------------------------------------------ NODE 129.00 : HGL = < 22.841 >;EGL = < 22.867 >; FLOWLINE = < 20.960> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE. 129.00 TO NODE 172.62 IS CODE = 1 UPSTREAM NODE 172.62 ELEVATION = 21.15 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): • PIPE FLOW = 2.30 CFS PIPE DIAMETER = 1800 INCHES PIPE LENGTH = 43.62 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 2.30.)/( 105.044)) * *2 = 0.00048 HF =L *SF = ( 43.62) *(0..00048)• = 0.021 ------------------------------------------------------------------------------ NODE 172.62 : HGL = < 22.862 >;EGL = < 22.888 >;FLOWLINE = < 21.150> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 172.62 TO NODE 206.48 IS CODE =. 3 UPSTREAM NODE 206.48 ELEVATION = 21.29 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW '= 2.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = .86.220 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 33.86. FEET BEND COEFFICIENT(KB) = 0.24469 FLOW VELOCITY = 1.30 FEET /SEC. . VELOCITY HEAD = 0.026 FEET HB =KB *(VELOCITY HEAD) = ( 0.245) *( 0.026) = .0.006 SF= (Q /K) * *2 = (( 1 2.30)/( 105.040)) * *2 = 0.00048 HF =L *SF = ( 33.86) *(0.00048) = 0.016 TOTAL HEAD LOSSES = HB + HF = ( 0.006) +( 0.016) = 0.023 NODE 206.48 : HGL = < 22.885 >;EGL = < 22.911>;FLOWLINE= <. 21.290> FLOW PROCESS FROM NODE 206.48 TO NODE 240.34 IS CODE = 3 UPSTREAM NODE 240.34 ELEVATION = 21.44 (FLOW SEALS IN REACH) ---------------=-------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 2.30 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 86.220 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 33.86 FEET BEND COEFFICIENT(KB) = 0.21180 ADJUSTED CENTRAL ANGLE = (86.220) *( 25.37/ 33.86) = 64.595 FLOW VELOCITY = 1.30 FEET /SEC. VELOCITY HEAD = 0.026 FEET HB =KB *(VELOCITY HEAD) =.( 0.212) *( 0.026) = 0.006 SF= 0.00046 HF =L *SF = ( 33.86) *(0.00046) = 0.016 TOTAL HEAD LOSSES = HB + HF = ( 0.006) +( 0.016) = 0.021 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT,) = 1.59 ------------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED'INFORMATION: ------------------------------------------------------------=----------------- DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT)..(FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.595 1.302 1.621 98.94 25.368 1.500 .1.302 1.526 88.50 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.59 CRITICAL DEPTH(FT) = 0.57 --------=--------------------------------------------------------------------- ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 25.368 1.500 1.301 1.526 88.50 33.860 1.466 1.309 1.492 84.75. ---------------------------------------7-------------------------------------- NODE 240.34 : HGL = < 22.906 >;EGL = < 22.932 >;FLOWLINE = < 21.440> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.34 TO NODE 254.16 IS CODE = 1 UPSTREAM NODE 254.16 ELEVATION = 21.50 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.30 CFS PIPE DIAMETER = 18.00 INCHES r PIPE LENGTH = 13.82 .FEET MANNING'S N = 0.01300 --------------------------------------------------------------- ---------------- NORMAL DEPTH(FT) 0.60 CRITICAL DEPTH(FT) 0.57 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.47 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.466 1.309 1.492 84.75 13.820. 1.410 1.334 1.438 78.84 ------------------------------------------------=---------------.------------- NODE .254.16 HGL = < 22.910 >;EGL = < 22.938 >;FLOWLINE = < 21.500> UPSTREAM.PIPE FLOW CONTROL DATA: .NODE NUMBER = 254.16 FLOWLINE ELEVATION = 21:50 ASSUMED UPSTREAM CONTROL HGL = 22.07 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS � 0 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "B5 -1" * * * * FILE NAME: B5.1 TIME /DATE OF STUDY: 17:52 07/28/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT. STATUS TABLE (Note: *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE. MODEL PRESSURE PRESSURE+ FLOW PRESSURE +. NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.48- 1.20* 52.17 0.26 5.96 } FRICTION 120.75 -• 1.00* 34.95 0.31 Dc 5.68 ------------------------------------------------------------------------------ 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 = 102.48 FLOWLINE ELEVATION = 21.70 PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.900 FEET ------------------------------------------------------------------=----------- NODE_.. 102.48 HGL = < 22.900 >;EGL = < 22.903>;FLOWLINE= < 21.700> FLOW PROCESS FROM NODE 102.48 TO NODE .120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = 21.90 (FLOW IS SUBCRITICAL) --------------------------- -------------------=------- ------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES . PIPE LENGTH = 18.27 FEET MANNING.'S N = 0.01300 NORMAL DEPTH(FT) = 0.26 CRITICAL DEPTH(FT) 0.31 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------- ---------------------------- --- ---------- - ----------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 1.200. 0.462 1.203 52. 1.7 8.111 1.111 0.499 1.115 44.11' 16.211 1.022 0.546 1.027 36.72 0 - - -18- 270-- - - - - -- _0 :999-- -__ -0- 559----- - - - - -1 -004- -- --- �. - - - -- NODE 120.7.5 HGL = < 22.899 >;EGL = < 22.904 >;FLOWLINE = < 21.900> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 21.90 ASSUMED UPSTREAM CONTROL HGL = 22.21 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS i 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral °B5 -2" * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME': B5.2 . TIME /DATE OF STUDY: 17:53 07/28/2005. * *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS). 102.48- 1.20* 52.36 0.28 7.07 . ):FRICTION 120.75- 1.00* 35.17 0.33 Dc 6.73 -----=----------------------------------------------------------------------=- 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 = 102.48 FLOWLINE ELEVATION = 21.70 PIPE FLOW = 0.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.900 FEET ------------------------- NODE 102.48 : HGL = < 22.9.00>;EGL= < 22.904>;FLOWLINE= < 21.700> FLOW PROCESS FROM NODE ' 102.48 TO NODE 120.75 IS CODE = 1. UPSTREAM NODE 120.75 ELEVATION = 21.90 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.27 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.27 CRITICAL DEPTH(FT) = 0.33 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY. SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC). ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.200 0.528 1.204 52.36 7.907 1.113 0.569 1.118 44.51 15.800 1.027 0.621 1.033 37.30 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. MD,S Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *-Line 11B7" * * * * FILE NAME: B7.DAT TIME /DATE OF.STUDY: 14:02 06/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) - UPSTREAM RUN DOWNSTREAM RUN -NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 119:11- 1..94* 177.55 0.76 109.17 } FRICTION 123.11- 1.76* 157.19 0.99 Dc 99.62 } JUNCTION 127.19- 1.99 *_ 183.44 0.99 Dc 99.62 } FRICTION 139.71- 1.9.7* 181.01 0.99 Dc 99.62 . } FRICTION +BEND 158.16- 1.97* 180.85 0.99 Dc 99.62 } FRICTION 212.50- 1.86* 168.51 0.99 Dc 99.62 -------------- - -------------------- ------------------------------------ - ------ 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 = 119.11 FLOWLINE ELEVATION = 15.70 PIPE FLOW 6.50 CFS• PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL.HGL = 17.640 FEET -------------------------------------------------------------------=---------- ,NODE 119.11 : HGL = <. 17.640>;EGL= < 17.850 >;FLOWLINE = < '15.700> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.11 TO NODE 123.11 IS CODE 1 UPSTREAM NODE 123.11 _ ELEVATION = 15.90 (FLOW .IS UNDER PRESSURE) --------------- --------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.50 CFS PIPE DIAMETER = 18..00 INCHES PIPE LENGTH = 4.00 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 6.50)/( 105.044)) * *2 = 0.00383 HF =L *SF = ( 4.00) *(0.00383) = 0.015 NODE 123.11 : HGL = < 17.655>;EGL= < 17.865 >;FLOWLINE= 2 15.900> CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 6.50 18.00 90.00 16.10 0.99 3.678 DOWNSTREAM 6.50 18.00 - 15.90 0.99 3.678 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 .. 0.00 0.000 Q5 0.00 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*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 = .0.00383 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00383 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00383 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = '0.018 FEET ENTRANCE LOSSES = 0.000'FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.438) +( 0.000).= .0.438 NODE.. 127.19 : HGL = < 18.093 >;EGL = < 18.303>;FLOWLINE= < 16.100> FLOW PROCESS FROM NODE 127.19 TO NODE 139.71 IS CODE 1 UPSTREAM NODE. 139.71 ELEVATION = 16.17 (FLOW IS.UNDER PRESSURE) ------ --------- -'--------------- ------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 12.52 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 6.50)/( 105.044)) * *2 = 0.00383 HF =L *SF =.( 12.52) *(0.00383) = 0.048 ------------------------------------------------ ---------- -------------------- NODE 139.71 : HGL = < 18.141 >;EGL = < 18.351 >; FLOWLINE = < 16.170> FLOW PROCESS FROM NODE 139.71 TO NODE 158.16 IS CODE = 3 UPSTREAM NODE 158.16 ELEVATION = 16.28 (FLOW. IS UNDER PRESSURE) CALCULATE PIPE- BEND•LOSSES(OCEMA): PIPE FLOW 6.50 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 46.990 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 18.45 FEET BEND COEFFICIENT(KB) = 0.18064 FLOW VELOCITY = 3.68 FEET /SEC. VELOCITY HEAD =: 0.210 FEET HB =KB *(VELOCITY HEAD) _ ( 0.181) *( 0.210) = 0.038 SF= (Q /K) * *2 = (( 6.50)/( 105.043)) * *2 = 0.00383 HF =L *SF = ( 18.45) *(0.00383) = 0..071 TOTAL HEAD LOSSES = HB + HF = ( 0.038) +( 0.071) = 0.109 NODE 158.16 : HGL = <' 18.250 >;EGL = < 18..460 >; FLOWLINE = < 16.280> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 158.16'TO NODE - 212.50 IS CODE = 1 UPSTREAM NODE 212.50 ELEVATION = 16.60 (FLOW IS UNDER PRESSURE) -- - -----=-------- - ------------- - -------------------------------------------- CALCULATE FRICTION LOS SES(LACFCD): PIPE FLOW - 6.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 54.34 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 6..50)/(. 105.044)) * *2 = 0.00383' HF =L *SF = ( 54.34) *(0.0038.3) = 0.208 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODE .212.50 : HGL = < 18.458 >;EGL = < 18.668 >; FLOWLINE = < 16.600> FLOW PROCESS.FR6M N NODE 1 123.11 TO NODE 1 127.19 IS CODE = 5 UPSTREAM NODE 1 127.19 E ELEVATION = 1 16.10 (FLOW I IS UNDER P PRESSURE) - ---------------=------------------ - - ------------------------- - - --------------- 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 = .0.00383 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00383 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00383 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = '0.018 FEET ENTRANCE LOSSES = 0.000'FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.438) +( 0.000).= .0.438 NODE.. 127.19 : HGL = < 18.093 >;EGL = < 18.303>;FLOWLINE= < 16.100> FLOW PROCESS FROM NODE 127.19 TO NODE 139.71 IS CODE 1 UPSTREAM NODE. 139.71 ELEVATION = 16.17 (FLOW IS.UNDER PRESSURE) ------ --------- -'--------------- ------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 12.52 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 6.50)/( 105.044)) * *2 = 0.00383 HF =L *SF =.( 12.52) *(0.00383) = 0.048 ------------------------------------------------ ---------- -------------------- NODE 139.71 : HGL = < 18.141 >;EGL = < 18.351 >; FLOWLINE = < 16.170> FLOW PROCESS FROM NODE 139.71 TO NODE 158.16 IS CODE = 3 UPSTREAM NODE 158.16 ELEVATION = 16.28 (FLOW. IS UNDER PRESSURE) CALCULATE PIPE- BEND•LOSSES(OCEMA): PIPE FLOW 6.50 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 46.990 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 18.45 FEET BEND COEFFICIENT(KB) = 0.18064 FLOW VELOCITY = 3.68 FEET /SEC. VELOCITY HEAD =: 0.210 FEET HB =KB *(VELOCITY HEAD) _ ( 0.181) *( 0.210) = 0.038 SF= (Q /K) * *2 = (( 6.50)/( 105.043)) * *2 = 0.00383 HF =L *SF = ( 18.45) *(0.00383) = 0..071 TOTAL HEAD LOSSES = HB + HF = ( 0.038) +( 0.071) = 0.109 NODE 158.16 : HGL = <' 18.250 >;EGL = < 18..460 >; FLOWLINE = < 16.280> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 158.16'TO NODE - 212.50 IS CODE = 1 UPSTREAM NODE 212.50 ELEVATION = 16.60 (FLOW IS UNDER PRESSURE) -- - -----=-------- - ------------- - -------------------------------------------- CALCULATE FRICTION LOS SES(LACFCD): PIPE FLOW - 6.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 54.34 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 6..50)/(. 105.044)) * *2 = 0.00383' HF =L *SF = ( 54.34) *(0.0038.3) = 0.208 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODE .212.50 : HGL = < 18.458 >;EGL = < 18.668 >; FLOWLINE = < 16.600> �. UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = '212.50 FLOWLINE- ELEVATION = 16.60 ASSUMED UPSTREAM CONTROL HGL = 17.59 FOR DOWNSTREAM RUN.ANALYSIS. END-OF-GRADUALLY VARIED FLOW ANALYSIS • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software.(aes) Ver. 8.0 Release Date: 01/01/99 License ID 1.269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line "C1 * * FILE NAME: C1.DAT TIME /DATE OF STUDY: 16:00 06/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW. PRESSURE+ • NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 106.43- 0.62 Dc 31.66 0.52* 33.2.6 } FRICTION 122.43- 0.62 *Dc 31.66 0.62 *Dc 31.66 } JUNCTION 127.10= 0.83 *. 30.65 0.38 27.97 }.FRICTION } HYDRAULIC JUMP 206.10- 0.55 *Dc 22.94 0.55 *Dc 22.94 } JUNCTION 209.27- 0.65* 17.60 0.43 Dc 13.69 } FRICTION } HYDRAULIC JUMP 246.61 0.44 *Dc 13.68 0.44 *Dc 13.68 --------------------------------- = -------------------------- ------------------ 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 = 106.43 FLOWLINE ELEVATION = 20.02 PIPE FLOW = .2.7.0 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.680 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.34 FT.) IS LESS THAN CRITICAL DEPTH( 0.62 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 106.43 : HGL = < 20.541>;EGL= < 20.922 >;FLOWLINE = < 20.020> FLOW PROCESS FROM NODE 106.43 TO NODE 122.43 IS CODE = 1 UPSTREAM NODE 122.43 ELEVATION = 20.16 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH 16.00 FEET MANNING'S N = 0.01100 • - ----------------------------------------- ------------------_------- ---------- -- NORMAL - DEPTH( FT)- = - - - - -- 049----- - - - - -- CRITICAL- DEPTH(FT)-- - - - - -- 062- - - - - -- UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.62 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) . 0.000 0.623 3.888 0.858 31.66 0.111 0.610 3.999 0.859 31.68 0.482 .0.597 4.117 0.860 31.75 1.185 0.584 4.241 0.863 31.87 2.327 0.571 4.373 0.868 32.05 4.072 0.558 4.512 0.874 32..28 6.697 0.545 4.660 0.882 32.57 10.722 0.531 4.817 0.892 32.93 16.000 0.521 4.950. 0.902 33.26 NODE 122.43 : HGL = < 20.783>;EGL= < 21.018 >;FLOWLINE = < 20.160> FLOW PROCESS FROM NODE 122.43 TO NODE 127.10 IS CODE = 5 UPSTREAM NODE 127.10 ELEVATION = 20.26 (FLOW IS AT CRITICAL DEPTH) --------=--------------------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) . (INCHES).(DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 2.10 18.00 0.00 20.26 0.55 2.101 DOWNSTREAM 2.70 .18.00 - 20.16 0.62 3.889 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 0.60 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4* COS( DELTA4 )) /((A1 +A2.) *16.1) +FRICTION LOSSES. UPSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00083 DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00363 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00223 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.047 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.091) +( 0.047) = 0.138 NODE 127.10 : HGL = < 21.087 >;EGL = < 21.156>;FLOWLINE= < 20.260> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 127.10 TO NODE 206.10 IS CODE = 1 UPSTREAM NODE 206.10 ELEVATION = 21.70 (HYDRAULIC JUMP OCCURS) --------------------------7--------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 79.00 FEET MANNING'S N = 0.01100 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.36. CRITICAL DEPTH(FT) = 0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.55 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -----------------------------------------------=------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT). (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.5.47 3.603 0.749 22.94 0.092 0.528 3.779 0.750 22.98 0.402 0.509 3.971 0.754 23.13 0.997 0.490 4.182 0.762 23.38 1.974 0.472 4.414 0.774 23.75 3.485 0.453 .4.670 0.791 24.25 5.789 0.434 4.954 0.815 24.89 9.367 0.415 5.270 0.847 25.70 15.308 0.396 5.624 0.888 26.69 27.105 0.377 6.023 0.941 27.88 79.000 0.376 6.052 0.945. 27.97 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.83 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: = --------------------------------'--------------------------------------- DISTANCE FROM - - - -= FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.827 2.101 0.896 30.65 1.263 0.799 2.193 0.874 29:31 2.482 0.771 2.293 0.853 28.08 3.650 0.743 2.404 0.833 26.96 4.754 0.715 2.525 0.814 25.97 5.781 0.687 2.660 0.797 25.09 6.711 0.659 2.809 0.782 24.36 7.518 0.631 2.974 0.768 23.76 8.169 0.603 3.160 0.758 23.31 8.614 0.575 3.368 0.751 23.03 8.784 0.547 3.603 0.749 22.94 79_000 0.547 3.603 0.749 2294 --- - - - - -- --------- END.OF HYDRAULIC JUMP ANALYSIS ---- - - - - -- ---- - - -- - PRESSURE +MOMENTUM BALANCE.00CURS AT 2.60 FEET UPSTREAM OF NODE 127.10 DOWNSTREAM DEPTH = 0.769 FEET, UPSTREAM CONJUGATE DEPTH = 0.376 FEET - ----------- ------- NODE 206.10 : ---------- - ------------------------------------------------ HGL = < 22.247 >;EGL = < 22.449 >; FLOWLINE = < 21.700> FLOW PROCESS FROM NODE 206.10 TO NODE 209.27, IS CODE = 5 UPSTREAM NODE 209.27 ELEVATION = 21.90 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ °CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 1.40 18:00 0.00 21.90 0.44 1.916 DOWNSTREAM 2.10 18.00. - 21.70 0.55 3.605 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 0.70 = = =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 = 0.00118 DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00355 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00237 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = 0.040 FEET JUNCTION LOSSES = (DY ±HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.116) +( 0.040) = 0.156 ------------------------------------------------------------------------------ NODE 209.27 HGL = < 22.548 >;EGL = < 22.605>;FLOWLINE= < 21.900> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 209.27 TO NODE 246.61 IS CODE = 1 UPSTREAM NODE 246.61 ELEVATION = 22.10 (HYDRAULIC JUMP OCCURS) UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 246.61 FLOWLINE ELEVATION = 22.10 ASSUMED UPSTREAM CONTROL HGL = 22.54 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS________ ___________ ____________________ ---------------------------------------------- 'CALCULATE FRICTION LOSSES(LACFCD): -PIPE-FLOW - ---------------------- -- - - -- FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 37.34 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------=-------------------------------- NORMAL DEPTH(FT) = 0.43 ------ --=------------------------ CRITICAL DEPTH(FT) = 0.44 --------------=--------------------------------------------------------------- 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 3.204 0.603 13.68 0.010 0.442 3.214' 0.603 13.68 0.044 0.441 3.224 0.603 13.68 0.108 .0.440 3.234 0.603 13.68 0.211 0.439 3.245 0.603 .13.68 0.368 0.438 3.255 0.603 13.68 0.602 0.437 3.265 0.603 13.68 0.959 0.436 3.275 0.603 13.68 1.541 0.435 3.286 0.603 13.69 2.672 0.434 3.296 0.603 13.69 37.340 0.434 3.302 0.603 13.69 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT)- = 0_65-- �-- �------------- -- - GRADUALLY VARIED - - FLOW PROFILE - - - -- COMPUTED INFORMATION: - - - - -- ---- - - - - -- ------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS). 0.1000 .0.648 1.915 0.705 17.60 3.758 0.627 1.998 0.689 16.92 7.495 0.607 2.088 0:675 16.28 11.205 0.587 2.186 0.661 15.71 14.881 0.566 2.293 0.648 15.21 18.511 0.546 2.410 0.636 14.76 22.076 0.525 2.538 0.625 14.39 25.541 0.505 2.680 0.616 14.09 28.840 0.484 2.836 0.609 13.87 31.799 0.464 3.010 0.605 13.73 33.575 0.443 3.204 0.603 13.68 37.340 0.443 3.204 0.603 13.68 ----------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------- PRESSURE +MOMENTUM BALANCE OCCURS AT 37..11 FEET UPSTREAM OF NODE 209.27 DOWNSTREAM DEPTH = 0.444 FEET, UPSTREAM CONJUGATE = DEPTH = 0.439 FEET --------------------------- NODE 246.61 : - -------------- ----------------------------------- HGL = < . 22.543 >;EGL = < 22.703 >;FLOWLINE = < 22.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 246.61 FLOWLINE ELEVATION = 22.10 ASSUMED UPSTREAM CONTROL HGL = 22.54 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS________ ___________ ____________________ C • 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 "C2 * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C2.DAT TIME /DATE OF STUDY: 10:44 06/30/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 114.51- 0.73 Dc 47.54 0.59* 51.2,9 } FRICTION 122.51- 0.73 *Dc 47.54 0.73 *Dc 47.54 } JUNCTION 127.18= 1.00* 47.15 0.43 43.35 }.FRICTION } HYDRAULIC JUMP 200..00- 0.65 Dc 34.71 0.51* 37.72 } FRICTION 206.99- 0.65 *Dc 34.71 0.65 *Dc 34.71 } JUNCTION 210.16 0.74 *' 28.87 0.52 26.16 } FRICTION } HYDRAULIC JUMP 247.25- 0.57 *Dc 25.77 0.57 *Dc 25.77 ------------------------------------------------------------------------------ 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 = 114.51 FLOWLINE ELEVATION = 20.02 PIPE FLOW,= 3.70 CF PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.680 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH(,-0.34 FT.) IS LESS THAN CRITICAL DEPTH( 0.73 FT.) = = = >. CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 114.51 : HGL = < 20.605 >;EGL = < 21.127 >;FLOWLINE = < 20.020> FLOW PROCESS FROM NODE 114.51 TO NODE 122.51 IS CODE = 1 UPSTREAM NODE 122.51 ELEVATION .= 20.16 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00089 DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00381 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00235 JUNCTION LENGTH = 4..67 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.057 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.103) +( 0.057)'= 0.160 ------------ - --------------------------------------------- - ------------------- NODE 127.18 : HGL = < 21.258 >;EGL = < 21.342 >;FLOWLINE = < 20.260> FLOW PROCESS FROM NODE 127.1870 NODE 200.00 IS CODE = 1 UPSTREAM NODE 200.00 ELEVATION = 21.57 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH.= 72.82 FEET MANNING'S N = 0.01100 --------------------------------------------------=--------------------------- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS. RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.42+ CRITICAL DEPTH(FT.) = 0.65 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 0.511 5.462 0.974 37.72 PIPE FLOW = PIPE LENGTH = 3.70 .CFS PIPE DIAMETER. 18:00 INCHES 8.00 FEET MANNING'S N = 0.01100 = NORMAL DEPTH(FT) ----- - - - -- = 0.48 CRITICAL ---------------=------------------ DEPTH(FT) = 0.73 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.73 ------------=----------------------------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 .0.735 4.298 1.022. 47.54 0.129 0.710 4.494 1.023 47.63 0.565 0.685 4.708 1.029 47.91 1.399 0.660 4.944 1.039 48.40 2.769 0.634 5.203 1.055 49.12 4.889 0.609 5.489 1.077 50.09 8.000 0.585 5.794 . 1.107 .51.29 ----------------.------------- NODE 122.51 ------------------ HGL = < 20.895>;EGL= < ---------- ----------------- 21.182 >;FLOWLINE = < ---- 20.160> FLOW PROCESS.FROM NODE . 122.51 TO NODE 127.18 IS CODE = 5 .UPSTREAM NODE 127.18 ELEVATION = 20.26 (FLOW IS AT CRITICAL DEPTH) -------------------------- CALCULATE JUNCTION -------------------------------------------------- LOSSES: -- PIPE. FLOW. DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 2.90 18.00 0.00 20.26. 0.65 2.321 DOWNSTREAM 3.70 18.00 - 20.16 0.73. 4.299 • 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 0.80 = = =Q5 EQUALS BASIN_INPUT = == LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00089 DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00381 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00235 JUNCTION LENGTH = 4..67 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.057 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.103) +( 0.057)'= 0.160 ------------ - --------------------------------------------- - ------------------- NODE 127.18 : HGL = < 21.258 >;EGL = < 21.342 >;FLOWLINE = < 20.260> FLOW PROCESS FROM NODE 127.1870 NODE 200.00 IS CODE = 1 UPSTREAM NODE 200.00 ELEVATION = 21.57 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH.= 72.82 FEET MANNING'S N = 0.01100 --------------------------------------------------=--------------------------- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS. RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.42+ CRITICAL DEPTH(FT.) = 0.65 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 0.511 5.462 0.974 37.72 • 1.527 3.355 0.502. 0.493 5.592 5.728 0.988 1.003 38.16 38.65 5.564 0.485 5.810 1.020 39.18 8.277 0.476 6.018 1.039 39.74 11.680 0.467 6.173 1.059 40.36 16.088 0.458 6.336 1.082 41.02 22.090 0.450 6.507 1.108 41.74 31.010 0.441 6.686 1.136 42.50 47.095• 0.432 6.874 1.166 43.33 72.820 0.432 6.878 1.1(57. 43.35 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: =-------------- -------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY 7 ------------------------------ SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.998 2.321 1.082 47.15 1.642 0.963 .2.418 1.054 45:01 3.231 0.928 2.525 1.027 43.04 4.754 0.893 2.644 1.002 41.24 6.198 0.858 2.775 0.977 39.64 7.544 0.823 2.921 0.955 38.22 8.767 0.787 3.085 0.935 37.02 9.834 0.752 3.268 0.918 36.05 10.697 0.717 3.475 0.905 35.32 11.292 0.682 3.708 0.896 34.87 11.520 0.647 3.975 0.892 34.71 72.820 0.647 3.975 0.892 34.71 ----------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------ PRESSURE +MOMENTUM BALANCE OCCURS AT 2.98 FEET UPSTREAM OF NODE 127.18 DOWNSTREAM DEPTH = 0.934 FEET, UPSTREAM CONJUGATE DEPTH = 0.432 FEET ------------------------------------=----------------------------------------- NODE 200.00 : HGL = < 22.081 >;EGL = < 22.544 >;FLOWLINE = < 21.570> FLOW PROCESS FROM NODE 200.00 TO NODE 206.99 IS CODE = 1 UPSTREAM NODE 206.99 ELEVATION = 21.70 (FLOW IS SUPERCRITICAL) ----------------7------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.99 FEET MANNING'S N = 0.01100 -----------------------------------------------------------------=------------ NORMAL DEPTH(FT) = 0.42. CRITICAL DEPTH(FT) = 0.65 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.647 3.975 0.892 34.71 0.111 0.624 4.167 0.894 34.78 0.483 0.602 4.377 .0.899 35.00 1.197 0.579 4.608 0.909 35.39 2.371 0.556 4.864 0.924 35.95 4.190 0.533 5.146 0.945 36.72 • 6.965 0.511 5.460 0.974 37.71 6.990 0.511 5.462 0.974 37.72 ------------------------------------------------------------------------- NODE 206.99 : HGL = < 22.347 >;EGL = < - - - - -. 22.592 >;FLOWLINE = < 21.700>. *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 206.99 TO NODE 210.16 IS CODE = 5 UPSTREAM NODE 2 210.16 E ELEVATION =, 2 21.90 .(FLOW I IS AT CRITICAL DEPTH) LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=( Q2* V2= Q1* Vl *COS(DELTAI)- Q3 *V3 *COS(DELTA3) Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01100;. FRICTION SLOPE = 0.00143 . DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00366 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00254 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.049 FEET JUNCTION LOSSES = .(DY +HV1 -HV2) +(ENTRANCE LOSSES). JUNCTION LOSSES = ( 0.109) +( 0.049) = 0.158 NODE 210.16 HGL = < 22.642 >;EGL = < 22.750>;FLOWLINE= < 21.9010> .FLOW PROCESS FROM NODE 210.16 TO NODE 247.25 IS CODE = 1 UPSTREAM NODE 247.25 ELEVATION = 22.10 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): • PIPE FLOW = 2.30 CFS PIPE DIAMETER= 1800 INCHES PIPE LENGTH = 37.34 FEET MANNING'S N 0.01100 ------------------------------------------------------------------------------ HYDRAULIC JUMP*: DOWNSTREAM RUN ANALYSIS RESULTS ---------------------------------------------=---------- ---------------- - - - - -- NORMAL DEPTH(FT) = 0.51 CRITICAL DEPTH(FT) = 0.57 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.57 ------------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.573 3.703 0.786 25.77 0.070 0.567 3.754 0.786 25.77 0.301 0.562 3.807 0.787 25.79 0.738 0.556 3.862 0.787 25.81 1.444 0.550 3.918 0.788. 25.84 2.518 0.544 3.975 0.789 25.89 4.127 0.538 4.034 0.791 25.94 6.581 0.532 4.095 0.793 26.00 10.580 0.526. 4.157 0.795 26.08 18.369 0.520 4.221 0.797 26.16 37.340 0.520 4.224 0.797 26.16 ---------------------------------------------------------------------------=- HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.74 • -- GRADUALLY - VARIED -FLOW- PROFILE - COMPUTED - INFORMATION ------------------- - - - - -- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ .CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.742 2.639 0.850 28.87 2.656 0.725 2.718 0.840 28.32 5.237 0.708 2.801 0.830 27.81 7.727 0.691 2.890 0.821 27.36 I• r1 �_J 10.108. 0.674. 12.352 0.658, 2.985 3.085 0.813 0.805 26.96 26.61 14.422 0.641 3.193 0.799 26.32 16.267 0.624 3.307 0.794 26.08 17.807 0.607 3,430 0.790 25.91 18.913 0.590 3.561 0.787 25.81 • 19.362 0.573 3.703 0.786 25.77 37.340 0.573 3.703 0.786 25.77 --------=-------= - - - - -- - END OF HYDRAULIC JUMP ANALYSIS ----------------------- -- PRESSURE +MOMENTUM BALANCE OCCURS AT 15.64 FEET UPSTREAM OF NODE 210.16 DOWNSTREAM DEPTH = 0.630 FEET, UPSTREAM = CONJUGATE DEPTH ='0.520 FEET ---------------------------------- ----------------- - NODE 247:25 HGL = < 22.673 >;EGL = < - - ----------------------- 22.886 >;FLOWLINE = < 22.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 247.25 FLOWLINE ELEVATION 22.10 ASSUMED UPSTREAM CONTROL HGL = 22.67 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS I• r1 �_J 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 "C3" * * FILE NAME: C3.DAT TIME /DATE OF STUDY: 10:49 06/30/20.05 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) 104.51- 0.8.2 Dc 63.12 0.69* 66.24_- } FRICTION 112.51- 0.82 *Dc 63.12 0.82 *Dc 63.12 } JUNCTION 117.18- 1.13* 63.57 0.54 54.06 } FRICTION } HYDRAULIC JUMP 225.22- 0.73 *Dc 47.54 0.73 *Dc 47.'54 } JUNCTION 228.24- 0.93* 40.55 0.56 30.60 } FRICTION 265.61- 0.70* 31.19 0.61 Dc 30.16 ---------------- r - ------------------------------------------------------------- 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 = 104.51 FLOWLINE ELEVATION = 20.08 PIPE FLOW = 4.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.680 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0..40 FT.) IS LESS THAN CRITICAL DEPTH( 0.82 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 104.51 HGL = < 20.767 >;EGL = < 21.295 >;FLOWLINE = < 20.080> FLOW PROCESS FROM NODE 104.51 TO NODE 112.51 IS CODE = 1 UPSTREAM NODE 112.51 ELEVATION = 20.19 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 8.00 FEET MANNING'S N = 0.01100 -- NORMAL- DEPTH( FT)- = - - - - -- 0_58---- - - - - -- CRITICAL- DEPTH(FT)- = - - - -- -082 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.82 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL.(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 0.823 4.628 1.156 63,12 0.154 0.799 4.805 1.158 63.21 0.668. 0.775 4.995 1.162 63..48 1.650 0.750 5.202 1.171 63.95 3.255 0.726 5.427 1.183 64.64 5.727 0.701 5.672 1.201 65.56 8.000 0.687. 5.831 1.215 66.24 NODE 112.51 HGL-= < 21.013 >;EGL = < 21.346 >; FLOWLINE = < 20.190> FLOW PROCESS FROM NODE 112.51 TO NODE 117.18 IS CODE = 5 UPSTREAM NODE 117.18 ELEVATION = 20.29 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION. DEPTH(FT:) (FT /SEC) UPSTREAM 3.70 18.00 0.00 20.29 .0.73 2.595 DOWNSTREAM 4.60 18.00 - 20.19 0.82 4.630 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 = 0.01100; FRICTION SLOPE = 0.00106 DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00403' AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED.AS 0.00254 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.067 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.110) +( 0.067) = 0.177 ------------------------------------------------------------------------------ NODE 117.18 : HGL = < 21.418 >;EGL= < 21.523>;FLOWLINE= < 20.290> FLOW PROCESS FROM NODE 117.18 TO NODE 225.22 IS CODE = 1 UPSTREAM NODE 225.22 ELEVATION = 21.70 (HYDRAULIC JUMP OCCURS) --------------7--------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 108.84 FEET MANNING'S N = 0.01100 ----------------------------------------------------------------------------- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.52 CRITICAL DEPTH(FT) = 0.73 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT), = 0.73 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.735 4.298 1.022 47.54 0.137 0.714 4.461 1.023 47.61 0.594 0.693 4.638 1.027 47.80 ----------------------------------------------------------------------------- HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED -FLOWDEPTH(FT) = 1.13 GRADUALLY.VARIED FLOW PROFILE COMPUTED INFORMATION: 1.466 0.671 4.829, 1.034 48.14 63.57. 2.890. 0.650 5.035 1.044 48.64 58.30 5.081 0.629 5.259 1.059 49.30 53:92 8.399 0.608 5.503 1.079 50.14 50.55 13.519 0.587 5.769 1.104 51.18 48.35 21.964• 0.566 6.060 1.137 52.44 47.54 38.615 0.545 6.379 1.177 53.95 108.840 0.544 6.401 1.180 54.06 ----------------------------------------------------------------------------- HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED -FLOWDEPTH(FT) = 1.13 GRADUALLY.VARIED FLOW PROFILE COMPUTED INFORMATION: FLOW PROCESS FROM NODE 228.24 TO NODE 265.61 IS CODE = 1 UPSTREAM NODE 265..61 ELEVATION = 22.10 (FLOW IS SUBCRITICAL). ----------------------------------------------- - ------------------------- ----- CALCULATE FRICTION LOSSES(LACFCD): -------------------------------7---------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.128 2.594 1.233 63.57. 2.644 1.089 2.692 1:202 60.83 5.205 1.050 2.800 1.172 58.30 7.665 1.010 2.922 1.143 '56.00 10.004 0.971 3.057 1.116 53:92 12.192 0.932 3.207 1.091 52.10 14.189 0.892 3.376 1.069 50.55 15.942 •0.853 3.566 1.050 49.29 17.375 0.813. 3.779 1.035 48.35 18.372 0.774 4.022 1.025- 47.75 18.760 0.735 4.298 1.022 47.54 108.840 0.735 4.298 1.022 47.54 ----------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS---------- ------- - - - - -- PRESSURE +MOMENTUM BALANCE OCCURS AT 9..87 FEET UPSTREAM OF NODE. 117.18 �. DOWNSTREAM DEPTH = 0.973 FEET, UPSTREAM CONJUGATE DEPTH = =------------- 0.544 FEET -----------.----------------------------------------------------- NODE 225.22 HGL = < 22.435 >;EGL = < 22.722 >; FLOWLINE = < 21.700> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 225.22 TO NODE 228.24 IS CODE­= 5 UPSTREAM NODE 228.24 ELEVATION = 21.90 (FLOW IS AT CRITICAL DEPTH) 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 21.90 0.61 2.250 DOWNSTREAM 3.70 18.00 - 21.70 0.73 4.299 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 1.10 = = =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)) /((41 +A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00087 DOWNSTREAM: MANNING'S N = 0.01100; FRICTION SLOPE = 0.00381 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00234 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = . 0.057 FEET. JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.133) +( 0.057) = '0.190 -----------------------------------------------------=----------------- NODE 228.24 : HGL = < 22.833 >;EGL= < 22.912>;FLOWLINE= < 21.900> FLOW PROCESS FROM NODE 228.24 TO NODE 265.61 IS CODE = 1 UPSTREAM NODE 265..61 ELEVATION = 22.10 (FLOW IS SUBCRITICAL). ----------------------------------------------- - ------------------------- ----- CALCULATE FRICTION LOSSES(LACFCD): • .PIPE FLOW = PIPE LENGTH 2.60 CFS 37.34 FEET. PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01100 NORMAL DEPTH (FT) = 0.55 ------=---------------- CRITICAL DEPTH(FT) 0.61 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.93 -------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------------'-------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.933 .2.249 1.012 40.55 5.722 0.901 2.345 0.986 38.76 11.353 0.869 2.450 0.962' 37.11 16.869 0.837 2.565 0.939 35.60 22.239 0.804 2.693 0.917 34.26 27.416 0.772 2.835 0.897 33.08 32.332 0.740 2.993 0.879 32.08 36.879 0.708 3.169 0.864 31.27 37.340 0.704 3.191 0.862 31.19 ------------------------------------------------------------------------------ NODE 265.61: HGL = < 22.804 >;EGL =.< 22.962 >;FLOWLINE = < 22.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER.= 265.61 FLOWLINE ELEVATION =• 22.10' ASSUMED UPSTREAM CONTROL'HGL = 22.71 FOR DOWNSTREAM RUN ANALYSIS • END OF GRADUALLY VARIED FLOW ANALYSIS • PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Line 11C4" * * FILE NAME: C4.DAT TIME /DATE OF STUDY: 15:29 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*"'indicates nodal point data .used.)' UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) .100.00- • 1.02 *Dc 110.01 1.02 *Dc 110.01 } FRICTION 156.66- 1.08* 110.46 1.02 Dc 110.01 } JUNCTION 161.33- 1.69* 106.10 0.42 Dc 13.74 } FRICTION 205.50- 1.43* 77.21 0.44 Dc 13:68 -------------- =--------------------------------------------------------------- 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 = 100.00 FLOWLINE ELEVATION = 20.10 PIPE FLOW = 7.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.680 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.42 FT.) IS LESS THAN CRITICAL.DEPTH( 1.02 FT.) CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 100.00 : HGL = < 21.124 >;EGL = < 21.585>;FLOWLINE= < 20.100> • FLOW PROCESS FROM NODE 100.00 TO NODE 156.66 IS CODE = 1 UPSTREAM NODE 156.66 ELEVATION = 20.43 (FLOW IS SUBCRITICAL) ------------------------------------------------------ PIPE CALCULATE FRICTION.LOSSES(LACFCD): PIPE FLOW = 7.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH.= 56.66 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.09 CRITICAL DEPTH(FT) = 1.02 -------------------------------------=---------------------------------------- ------------------------------------------------------------------------------ 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 1.024 5.443 1.4'85 110.01 0.081 1.030 5.408 1.485 110.02. 0.349 1.036 5.373 1.485 110.04 0.855 1.043 5.338 1.485 110.06 1.675 1.049 5.304 1.486 110.10 2.923 1.055 5.271 1.486 110.15 4.793 1.061 5.238 1.487 110.21 7.648 1.067 5.205 1.488 110..28 12.304 1.073 5.173 1.489 110.36 21.381 1.079 5.142 1.490 110..46 56.660' 1.079. .5.140 1.490 110.46 -------------- - ------------------ NODE 156.66 : HGL < 21.509 ------------------ >;EGL = < - -------------------------- 21.920 >; FLOWLINE = < 20.430> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 156.66 TO NODE 161.33 IS CODE = 5 CONTROL(FT) UPSTREAM NODE 161.33 ELEVATION = 20.53 (FLOW UNSEALS IN REACH) --------------=-----'---------------------------------------------------------- CALCULATE JUNCTION LOSSES: 1.702 106.10 32.463 1.500 0.792 PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY ASSUMED DOWNSTREAM ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 1.40 18.00 45.00 20.53 0.44 0.792 DOWNSTREAM 7.00 18.00 - 20.43 1.02 5.142 LATERAL #1 5.60 18.00 90.00 20.43 0.91 3.216 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 = 0.00018 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00590 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00304 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.312) +( 0.000) = 0.312 NODE 161.33 : HGL = < 22.223 >;EGL =_ < 22.232 >; FLOWLINE = < 20.530> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 161.33 TO NODE 205.50 IS CODE = 1 UPSTREAM NODE 205.50 ELEVATION = 20.80 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 44.17 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.69 ---------=--------------------------------------------- ------------------------------------------------------- PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.693 0.792 1.702 106.10 32.463 1.500 0.792 1.510 84.85 ------------------7----------------------------------------------------------- NORMAL DEPTH(FT) = 0.42 CRITICAL DEPTH(FT) = 0.44 ASSUMED DOWNSTREAM ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PRESSURE HEAD(FT) = 1.50 ----------- GRADUALLY VARIED --------------------------------------------------------- FLOW PROFILE COMPUTED INFORMATION: -------- ----------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE +_ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 32.463 1.500 0.792 1.510. 84.85 44.170• •1.430 0.806 1.440.. 77.21 . . NODE 205.50.: HGL = <. 22.230 >;EGL = < 22.240 >; FLOWLINE = < 20.800> UPSTREAM PIPE FLOW CONTROL.DATA: NODE NUMBER = 205.50 FLOWLINE ELEVATION = 20.80. ASSUMED UPSTREAM CONTROL HGL = 21.24.FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver.•8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "C4 -1" * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C4 -1.DAT TIME /DATE OF STUDY: 15:32 06/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE.SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 100.00- 1.67* 139.62 0.87 88.36 } FRICTION 121.12- 1.57* 128.22 0.94 Dc 87.58 ------------------------------------------------------------ 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 = 100.00 FLOWLINE ELEVATION 20.53 PIPE FLOW = 5.90 CFS. PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL'= 22.200 FEET ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS 'NODE 100.00 : HGL = < 22.200 >;EGL = < 22.373 >;FLOWLINE = < 20.530> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 121.12 IS CODE = 1 UPSTREAM NODE 121.12 ELEVATION = 20.70 (FLOW IS UNDER PRESSURE) ----------------------------------- CALCULATE FRICTION =------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 5.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.12 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 5.90)/( 105.044)) * *2 ='0.00315 HF =L *SF = ( 21.12) *(0.00315) = 0.067 ------------------------------------------------------------------------------ NODE 121.12 : HGL = < 22.267>;EGL =.< 22.440>;FLOWLINE= < 20.700> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 121.12 FLOWLINE ELEVATION = 20.70 ASSUMED UPSTREAM CONTROL HGL = 21.64 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright.1982 -99 Advanced Engineering Soft.ware'(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 "E" * * FILE NAME: E.DAT TIME /DATE OF STUDY: 07:40 07/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT.STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE ..PRESSURE+ FLOW PRESSURE +'. NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 87.10- 2.30* 3.82.76 1.09 280.78 } FRICTION 90.59- 2.11* 346.32 1.37 Dc 261.51 } JUNCTION 95.26 -. 2.21* 299.59 1.08 161.77 } FRICTION +BEND 125.93- 2.11* 279.67 1.05 162.57 } FRICTION 182.05- 1.83* 227.78 1.05 162.50 } FRICTION +BEND 198.16- 1.73* 212.62 1.09 161.60 } FRICTION 199.43- 1.73* .211.21 1.13 Dc 161.29 } JUNCTION 204.10- 1.60* 157.42 1.07 Dc 122.91 } FRICTION 316.05- 1.74* 172.42 1.0.7 Dc 122.91 } JUNCTION 320.72- 1.92* 147..06 0.77 Dc 52.61 } FRICTION . li. 403.99- 1.75* 127.29 0.77 Dc 52.61 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 = 87.10 FLOWLINE ELEVATION = 19.60 PIPE FLOW = 14.40 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.900 FEET NODE 87.10 : HGL = < 21.900 >;EGL = < 22.226 >; FLOWLINE = <. 19:600> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.10 TO NODE 90.59 UPSTREAM NODE 90.59 ELEVATION =19.80 ---- - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.40 CFS PIPE DIAMETER = PIPE LENGTH­ .3.49 FEET MANNING'S SF= (Q /K) * *2 = (( 14.40)/( 226.221)) * *2 = 0 HF =L *SF = ( 3.49) *(0.00405) = 0.014 IS CODE = 1 (FLOW -IS- UNDER - PRESSURE) 24.00 INCHES N = 0.01300 .00405 NODE 90.59 : HGL = < 21.914>;EGL= < 22.240 >; FLOWLINE = < 19.800> FLOW PROCESS FROM NODE 90.59 TO NODE 95.26 IS CODE = 5 UPSTREAM NODE 95.26 ELEVATION = 20.00 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES)-ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 10.00 24.00 0.00 20.00 1.13 3.183 DOWNSTREAM 14.40 24.00 - 19.80 1.37 4.584 LATERAL #1 4.40 18.00 61.07 20.00 0.80 2.490 .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 = 0.00195 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00405 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00300 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.131)+(.0.000) = 0.131 ------------------------------------------------------------------------------ NODE 95.26 : HGL = < 22.214>;EGL= < 22.371 >; FL6WLINE = < 20.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.59 TO NODE 125.93 IS CODE = 3 UPSTREAM NODE 125.93 ELEVATION = 20.21 '(FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 10.00 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 35.34 FEET BEND COEFFICIENT(KB) = 0.25000. FLOW VELOCITY = 3.18 FEET /SEC. VELOCITY HEAD.= 0.157 FEET HB =KB *(VELOCITY HEAD) = ( 0.250) *( 0.157) = 0.039 SF= (Q /K) * *2 = (( 10.00) /( 226.223)) * *2 = 0.00195. HF =L *SF ( 35.34) *(0.00195) = 0.069 TOTAL HEAD LOSSES = HB + HF = ( 0.039) +( 0.069) = 0.108 NODE 125.93 : HGL = < 22.322 >;EGL = < 22.479 >; FLOWLINE = < 20.210> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 125.93 TO NODE 182.05 IS CODE = 1 UPSTREAM NODE 182.05 ELEVATION = 20.58 (FLOW SEALS IN REACH) ------------------------- ----------------- ------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.00 CFS PIPE DIAMETER = 2400 INCHES PIPE LENGTH = 56.12 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.11 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMEMTUM(POUNDS) • 0.000' 2.112 3.183 2.269 279.67 24.139 2.000 3.183 2.157 257.72 ----------------------------------------------------------------------=------- NORMAL DEPTH(FT) = 1.05 CRITICAL DEPTH(FT) _ 1.13 ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: --------=----------------------------------------=---------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) AFT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 24.139 2.000 3.182 2.157 257.72 41.197 1.913 3.231 2.075 241.75 56.120 1.831 3.317 2.002 227.78 ------------=----------------------------------------------------------------- NODE 182.05 HGL = < 22.411 >;EGL = < 22.582 >;FLOWLINE = < 20.580> FLOW PROCESS FROM NODE 182.05 TO NODE 198.16 IS CODE = 3 UPSTREAM NODE 198.16 ELEVATION = 20.69 (FLOW IS SUBCRITICAL) --------------------------------------------------7--------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = -10.00 CFS PIPE DIAMETER = 24.00 INCHES CENTRAL ANGLE = 41.030 DEGREES MANNING'S N'= 0.01300 PIPE LENGTH = 16.11 FEET =------------------- -------------------------------------- NORMAL DEPTH(FT) 7 ------------------- = 1.04 CRITICAL DEPTH(FT) = 1.13 • ------------------------------------=----------------------------------------- ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.83 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION - =--------- ---- - --------------------------------------------------------------- DISTANCE FROM FLOW.DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.831 3.317 2.002 227.78 11.752 1.761 3.412. 1.942 216.65 16.110 1.735 3.454 1.920 212.62 -------------------------------------- NODE 198.16 : - ---------------------------------- HGL = < 22.425 >;EGL = < ----- 22.610 >;FLOWLINE = < 20.690> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 198.16 TO NODE 199.43 IS CODE = 1 UPSTREAM NODE 199.43 ELEVATION = 20.70 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 1.27 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.00 CRITICAL DEPTH(FT) = 1.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.73 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------=------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.735 3.454 1.920 212.62 • 1. 270 725 3.470 1 912 211 ------ - - - --- ---- NODE 199.43 - - - -1. - - - - -- ----- HGL = < 22.425 >;EGL = < - - - - ------------ -- - - - - -- 22.612 >;FLOWLINE = < 20.700> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 199.43 TO NODE 204.10 IS.CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------ 204.10 ELEVATION = 20.85 (FLOW UNSEALS IN REACH) - - - - -- CALCULATE JUNCTION LOSSES: UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00523 PIPE • FLOW DIAMETER ANGLE FLOWLINE JUNCTION LENGTH = 4.67 FEET (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 7.60 18.00 0.00 20.85 DOWNSTREAM 10.00 24.00 - 20.70 LATERAL #1 1.20 18.00 45.00 22.00 LATERAL #2 1.20 18.00 45.00 22.00 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) CRITICAL VELOCITY DEPTH(FT.) (FT /SEC) 1.07 4:301 1.13 3.471 0.41 2.784 0.41 2.784 Q4 *V4* COS( DELTA4 )) /((A1 +A2) *16.1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00523 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00180 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00352 JUNCTION LENGTH = 4.67 FEET FRICTION.LOSSES = 0.016 FEET ENTRANCE LOSSES = 0.000 FEET .JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.128) +( 0.000) = 0.128 ----------------------------------- ---------------------------------------- NODE 204.10 HGL < 22.453 >;EGL = < 22.740 >; FLOWLINE = < --- 20.850> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 204.10 TO NODE 316.05 IS CODE = 1 UPSTREAM NODE 316.05 ELEVATION = 21.30 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 111.95 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 7:60)/( 105.043)) * *2. = 0.00523 HF_L *SF ( 111.95) *(0.00523)= 0.586 -= -- ---- ---- ----------------------------------------------------------- NODE 316.05 : HGL = < 23.039 >;EGL = < 23.326 >; FLOWLINE = < 21.300> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 316.05 TO NODE 320.72 IS CODE = 5 UPSTREAM NODE 320.72 ELEVATION = 21.50 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: - - - - -= PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY. (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC) UPSTREAM 4.00 18.00 0.00 21.50 0.77 2.264 DOWNSTREAM 7.60 18.00 - 21.30 1.07 4.301 LATERAL #1 1.80 18.00 45.00 21.80 0.50 1.035 LATERAL #2 1.80 18.00 45.00 21.80 0.50 1.635.. 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 = 0.00145 DOWNSTREAM: MANNING' .S N = 0.01300; FRICTION SLOPE = 0.00523 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00334 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.178) +( 0.000) = 0.178 NODE 320.72 : HGL = < 23.425 >;EGL = < 23.504 >; FLOWLINE = < 21.500> FLOW PROCESS FROM NODE . 320.72 TO NODE 403.99.IS CODE = 1 UPSTREAM NODE 403.99 ELEVATION = 21.80 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.00 CFS PIPE DIAMETER = 18.00 INCHES PIPk LENGTH 83.27 FEET MANNING'S N = 0.01300. SF= (Q /K) * *2 (( 4.00)/( 105.044)) * *2 0.00145 HF= L *SF:- (' 83.27) *(0:00145) - 0.121 NODE 403.99 HGL < 23.545 >;EGL = < 23.625 >;FLOWLINE =.< 21.800> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 403.99 FLOWLINE ELEVATION = 21.80 ASSUMED UPSTREAM CONTROL HGL:= 22.57 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION). (c) Copyright 1982 -99 Advanced Engineering Software .(aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 ***************.***********'DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "E -1" * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: E1.DAT TIME /DATE OF STUDY: 08:05'07/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.)' UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.47- 0.50 14.03 0.37* 14.42. } FRICTION 120.75- 0.44 *Dc 13.68 0.44 *Dc 13.68 -=---------------------------------------------------------------------------- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 ------------------------------------------7----------------------------------- 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 22.00 PIPE FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.500 FEET ---------------------------------- - --------------=---------------------------- NODE 102.47 : HGL = < 22:370 >;EGL = < 22.635 >;FLOWLINE = < .22.000> *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.47 TO NODE 120.75 IS CODE = 1 UPSTREAM NODE 120.75 ELEVATION = .22.20 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.36 CRITICAL DEPTH(FT) = 0.44 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION ---------------------7-------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.443 3.204 0.603 13.68 .0.052 0.435 3.288. 0.603 13.69 0.225 0.427 3.376 0.604 13.71 0.554 0.419 3.469 0.606 13.75- 1.0.85 0.411 3.566 0.608 13.81 1.896 0.402 3.668 0.611 13.89 3.114 0.394 3.775 0.616 13.99 4.977 0.386 3.888 0.621 14.11 8.020 0.378 4.007 0.627 14.25 13.962 0.370 4'.132 0.635 14.42 18.280 0.370 4.133 0.635 .14.42 NODE 120.75 HGL = < 22.643>;EGL= < 22.803 >; FLOWLINE = < .22.200> UPSTREAM PIPE FLOW CONTROL.DATA: NODE NUMBER = .120.75 FLOWLINE ELEVATION .= 22.20 ASSUMED UPSTREAM CONTROL HGL = 22.64 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS El lu_.� 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 * Lateral "E -2" * * * * FILE NAME: E2.DAT TIME /DATE OF STUDY: 08:06 07/29/2.005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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- 0.50* 11.21 0.33 10.60 } FRICTION } HYDRAULIC JUMP 120.75- 0.39 *Dc 10.07 0.39 *Dc 10.07 --------------------------------- ---------------------------------------------- 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 = 22.00 PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.500 FEET ---------------------7-------------------------------------------------------- NODE 102.47 : HGL = < 22.500 >;EGL = < .22.571 >;FLOWLINE =.< 22.000> FLOW PROCESS FROM NODE 102.47 TO NODE. 120.75 IS CODE _ 1 UPSTREAM NODE 120.75 ELEVATION = 22.20 (HYDRAULIC JUMP OCCURS): ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS -----------------------------------------------------------------=------------ NORMAL DEPTH(FT) = 0.32 CRITICAL DEPTH(FT) .= 0.39 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.39 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT). (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.392 .2.995 .0.531 10.07 � 0 0.045 0.385 3.073 0.531 10.08 0.194. 0.377 3.155 0.532 10.09 0.476 0.370 3.240 0.533 10.12 0.933 0.363 3.330 0.535 10.17 1.629 0.356 3.425 0.538. .10:22 .2.675. 0.349 3.524 0.542.. 10.29 . 4.273 0.342 3.628. 0.546 10.38 6.885 0.335 3•.738 0.552 10.48 11.982' 0.328 3.854 0.558 10.60 18.280 0.328. 3.856 0.559 10.60 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS .DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH .VELOCITY SPECIFIC PRESSURE +. CONTROL(FT) .('FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.' 000 0.500 2.133 ..0.571 11.21 0.721 0.489 2.198 0.564 11.01 1.412 0.478 2.267 0.558 10.82 2.068 0.467 2.339 0.553 10.65 2:682 0.457 2.417 0.547 .10.50 .3.247 0.446 2.499 0.543 10.38 3.754 0.435 2.586 0.539 10.27 4.188 0.424 2.678 0.536 10.18 4.534 0.413 2.777 0.533 10.12 4.768 0.402 2.882 0.532 10.08 4.856 0.392 2.995 0.531• 10.07 18.280 0.392 2.995 0.531. 10. 07. ----------------- . - - - - -- -END OF HYDRAULIC JUMP ANALYSIS - '----- ------------ - - - - -- PRESSURE +MOMENTUM BALANCE OCCURS AT 2.27 FEET UPSTREAM OF NODE 102.47 DOWNSTREAM DEPTH = 0.464 FEET, UPSTREAM CONJUGATE DEPTH = 0.328 FEET NODE 120:75 HGL <. 22.592 >;EGL = <.. 22.731 >;FLOWLINE = < 22.200> UPSTREAM PIPE FLOW CONTROL DATA:. NODE NUMBER = 120.75 FLOWLINE ELEVATION= 22.20 ASSUMED UPSTREAM CONTROL HGL = 22.59 FOR DOWNSTREAM RUN ANALYSIS I END OF GRADUALLY VARIED FLOW ANALYSIS , � 0 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "E -3" * * FILE NAME: E3.100 TIME /DATE OF STUDY: 08:08'07/29/2005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.)- UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ . NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.08- 1.60* 98.57 0.49 23.42 } FRICTION 127.00- 1.41* 77.66 0.55 Dc 22.94 ------ ------------------------------------------------------------------ - - - - -- 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 = 102.08 FLOWLINE ELEVATION 21.80 PIPE FLOW = 2.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 23.400 FEET NODE 102.08 : HGL = < 23.400 >;EGL = < 23.422 >;FLOWLINE = < .21.800> FLOW PROCESS FROM NODE 102.08 TO NODE 127.00 IS CODE = 1 UPSTREAM NODE 127.00 ELEVATION = 22.00 (FLOW SEALS IN REACH) ----------------------- - ----------=------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.92 FEET MANNING'S N = 0.01300 -------------------------------------=---------------------------------------- DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.60 ------------------------=--------------------------------------=--------------- ------------------------------------------------------------------------------ •PRESSURE FLOW PROFILE COMPUTED INFORMATION: ---------------------------------------------------------------------- - - - - -- • DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT). (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.600 1.188 1.622 98.57 13.113 1.500 1.188 1.522 87.54 ------------------------------- - ---------------------------------------------- NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = 0.55 ------------------------------------------------------------------------------- ASSUMED DOWNSTREAM PRESSURE HEAD(FT) 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED--INFORMATION: .DISTANCE FROM FLOW DEPTH. VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 13.113 1.500 1.188 1.522 87.54 24.920 1.408 1.219 1.431 .77.66 NODE '127.00 HGL = < 23.408 >;EGL = < 23.431 >; FLOWLINE = < 22.000> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 127.00 FLOWLINE ELEVATION .= 22.00 ASSUMED UPSTREAM CONTROL HGL = 22.55 FOR DOWNSTREAM RUN ANALYSIS .END OF GRADUALLY VARIED FLOW ANALYSIS I• 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral "E -4" * * . * * FILE NAME: E4.100 TIME /DATE OF STUDY: 08:08 07/29/2,005 *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 - 1.60* 97.69 0.43 21.29 } FRICTION 120.75- 1.40* 76.37 0.52 Dc 20.18 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 = 21.80 PIPE FLOW = 1.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED.DOWNSTREAM CONTROL HGL = 23.400 FEET --------------------- - ------------------------------------------------------- - NODE 102.47 HGL = < 23.400 >;EGL = < 23.418 >;FLOWLINE =.< 21.800> FLOW PROCESS FROM NODE 102.47 TO NODE. 120.75 IS CODE _ 1 UPSTREAM NODE 120.75 ELEVATION = 22.00 (FLOW SEALS IN REACH) ----------- =--------------- =------------------------------------------- 7 ------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.90 CFS. PIPE DIAMETER 18.00 INCHES PIPE LENGTH­ 18.28 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.60 ---------------------------------------"--------------------------------------- ------------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ • CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000. 1.600 1.075 1..618 97.69 9.422 1.500 1.075 1.518 86.66 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.42 CRITICAL DEPTH(FT) = 0.52 -------------------------------------------=---------------------------------- ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY- SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 9.422-. 1.500 1.075 1.518 86.66 18.280 1.405 1.104 = 1.424 76.37 ------------------------------------- ------------------------------- NODE 120.75 HGL = < 23.405 >.;EGL = -< ---------- .23.424 >;FLOWLINE = < 22.000> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION = 22:00 ASSUMED UPSTREAM CONTROL HGL 22.52 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c). Copyright 1982 -99 Advanced Engineering Software..(aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY *'Lateral "E -5" * * FILE NAME: E5.DAT TIME /DATE OF STUDY: 08:09 07/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 102.08- 1.70* 105.64 0.35 Dc 7.81 } FRICTION 127.00- 1.60* 94.82 0.35 Dc 7.81 ------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED -ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.08 FLOWLINE ELEVATION = 21.90 PIPE FLOW = 0.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 23.600 FEET NODE 102.08 : HGL = < 23.600>;EGL= < 23.604 >; FLOWLINE = < .21.900> FLOW PROCESS FROM NODE 102.08 TO NODE 127.00 IS CODE = 1' UPSTREAM NODE 127.00 ELEVATION = 22.00 (FLOW IS UNDER PRESSURE) ----------------------------------=------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.92 FEET MANNING'S N = 0.01300 SF =WQ K) * *2 = (( 0.90)/( 105.049)) * *2 = 0.00007 HF =L *SF = ( 24.92) *(0.00007) = 0.002 ----------------------- =---------------- 7 ---------------------- --------------- NODE 127.00 HGL = < 23.602 >;EGL = < 23.606 >; FLOWLINE = <. 22.000> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 127.00 FLOWLINE ELEVATION = 22.00 ASSUMED UPSTREAM CONTROL HGL = 22.35 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS PIPE- FLOW'HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue Suite 350 Irvine, CA 92614 949 251 -8821 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * Lateral "E -6!' * * FILE NAME': E6.DAT TIME /DATE OF STUDY: 08:09 07/29/2005. *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " *" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMEN.TUM(POUNDS). 102.47- 1.70* 111.07 0.57 Dc . 27.24 . }-FRICTION 120.75- 1.61* 101.10 0.59 Dc 27.21 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 = 21.90 PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 23.600 FEET ------------------------------------------------------------------------------ NODE 102.47 : HGL = < 23.6.00 >;EGL = < 23.629 >;FLOWLINE = < 21.900> FLOW PROCESS FROM NODE 102.47 TO NODE 120.75 IS CODE = 1. UPSTREAM NODE 120.75 ELEVATION = 22.00 (FLOW IS UNDER PRESSURE) ---------------------------------------------------------------------=-------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.28 FEET MANNING'S N = 0.01300 SF= (Q /K) * *2 = (( 2.40)/( 105.043)) * *2 = 0.00052 HF =L *SF = ( 18.28) *(0.00052) 0.010 -------------------------------------=---------------------------------------- NODE 120.75 HGL = < 23.610 >;EGL = < 23.638 >;FLOWLINE= < 22.000> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 120.75 FLOWLINE ELEVATION ASSUMED UPSTREAM CONTROL HGL = 22.59 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • 10 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 * * * * * * * * * * * * * * * * * * * * * * * * ** * Lateral 11E -7" * * * FILE NAME: E7.DAT TIME /DATE OF STUDY: 07:57 07/29/2005 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE .(Note: " *" indicates nodal point data used:) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 101.92- 2.20* 178'.33 0.71 .54.88 } FRICTION 120.75- 2.09* 166.05 0.78 Dc 54.33 ----------------------------------------------------- =------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED_IN EACH PROFILE = 10 -----------------------------------------------------7----------------------=- NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON. THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 101.92 FLOWLINE ELEVATION = 20.00 PIPE FLOW = 4.10 CFS PIPE DIAMETER 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.200 FEET ----------------------------------------------------------------.-.------------- NODE 101.92 HGL = < 22.200 >;EGL =-< 22.284 >; FLOWLINE = < 20.000 >. FLOW PROCESS FROM NODE 101.92 TO NODE 120.75 IS CODE 1 UPSTREAM NODE 120.75 ELEVATION = 20.14 (FLOW IS UNDER PRESSURE) ---------------------- 7 ---------------------------------- --------------------- .CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.10 CFS PIPE DIAMETER 18.00 INCHES PIPE LENGTH = 18.83 FEET MANNING'S N = 0.01300 SF= .(Q /K) * *2 = (( 4.10)/( 105.044)) * *2 = 0.00152 HF =L *SF = ( 18.83) *(0.00152) = 0.029 NODE 120.75 : HGL = < 22.229 >;EGL = < 22.312 >; FLOWLINE =.< 20.140>. *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UPSTREAM PIPE FLOW CONTROL DATA:' NODE NUMBER = 120.75 FLOWLINE ELEVATION = 20.14 ASSUMED UPSTREAM CONTROL HGL = 20.92 FOR DOWNSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ END OF GRADUALLY VARIED FLOW ANALYSIS • 17-� �J FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN,.1989 - 2001 Study date: 07/28/05 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - -- - - - - - - - - - - --- - - - - - --- Retention Basin #1 100 -year storm event, 24 -hour duration MDS Consulting, Irvine, CA - SIN 841 ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file'name: 3207Oe24100.rte . ********* *,t,t*** * * * * * * **** * * *HYDROGRAPH Number of intervals '= 291 Time interval = 5.0 (Min.) Maximum /Peak flow rate 1.783 (CFS). Total volume = 0.887 (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 intery als = 291 Hydrograph time unit = 5.000 (Min.) . Initial depth ---------------------------------------------------------=---------- in storage basin = 0.00(Ft.) d 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 +0 *dt /2) (Ft.) -------------------------------------------------- (Ac.Ft). (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000. 0.000 - ------------------- 0.000. 1.000 0.086 0.111 0.086 0.086 2.000 0.172 0.112 0.172 0.172 . 3.000 0.258 0.113 0.258 0.258 4.000 0.344 0.114 0.344 0.344 5.000 0.430 0.115 0.430 0:430 6.000 0.516 0.116 0.516 0.516 7.000 0.600 0.117 0.600 0.600 8.000 0.677 0.118 0.677 0.677 9.000 .0.737 0.119 0.737 =--------------------------- 0.737 ---------------------- Hydrograph -- - -- - - - - - - - - - - - -- - - - - Detention Basin Routing - - - - - - - - - - - - - - - - - - - - - - - - - ------------- ---- - - - - - - - - - - - - - - - -- - - - - - - Graph values: --------------------------------------------------------------- 'I'= unit inflow; 101= outflow at time shown-' - - - - -- Time (Hours) Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 0.4 0.89 1.34 1..78 Depth (Ft.) 0.083 0.05 0.00 0.000 0 I I I I 0.00 0.167 0.09 0.00 0.001 OI I I I I 0.01 0.250 0.10 0.00 0.001 OI, I I I I. 0.02 0.333 0.12 0.00 0.002 0 I I I I I 0.02 0.417 0.14 0.00 0.003 0 I I I I I 0.03' 0.500 0.15 0.01 0.004 0 I I I I I 0.05 0.583 0.15 0.01 0.005 0 I I I I I. 0.06 0.667 0.15 0.01 0.006 0 I I I_ I I 0.07 0.750. 0.15 0.01 0.007 0 I I I I, I. 0.08 0.833 0.17 0.01 0.008 .0 'I I I I I 0.09 0.917 0.19 0.01 0.009 0 I I I I I 0.11 1.000 0.20 0.01 0.010 0 I' I ( I I 0.12 1.083 0.17 0.01 0.012 0 I I I I I 0.13 . 1.167 0.15 0.02 0.013 0 I I I I I 0.15 1.250 0.15 0.02 0.013 0 I I I I I 0.16 1.333 0.15 0.02 0.014 0 I I I I I 0.17 1.417 0.15 0.02 0.015 0 I I I I 0.18 1.500 0.15 0.02 0.016 0.1 I I I 0.19 1.583 •0.15 0.02 0.017 0 I I I I I 0.20 1.667 0.15 0.02 0.018 0 I. I I I I 0.21 1.750 0.15 0.02 0.019 0 I I I I I 0.22 1.833 0.17 0.03 0.020 0 I. I I I I 0.23 1.917 0.19 0..03 0.021 0 I I I I I 0.24 2.000 .0.20 0.03 0.022 0 I I I I I 0.26 2.083 .0.20 0.03 0.023 0 I I I I I 0.27. 2.167 0.20 0.03 0.024 0 I I I I I 0.28 2.250 0.20 0.03 0.025 0 I I I I I 0.30 2.333 . 0.20, 0.03 0.027 0 I I I I I 0.31 • 2.417 0.20 0:04 0.028 0 I I I ) I 0.32 2.500 0.20 0.04 0.029 0 I I I I I 0.33 2.583 0.22 0.04 0.030 0 I I I I I 0.35 2.667 0.24 0.04 0.031 0 I I I I I 0.36 2.750 0.25 0.04 0.033 0 I I I I I 0.38 2.833 0.25 0.04 0.034 0 I I I I I 0.40 2.917 0.25 0.05 0.036 0 I I I I I 0.41 3.000 0.25 0.05 0.037 0 I I I I I 0.43 3.083 0.25 0.05 0.038 0 I I I I I 0.45 3.167 0.25 0.05 0.040 0 I I I I I 0.46 3.250 .0.25 0.05 0.041 O I' I I I I 0.48 3.333 0.25 0.05 0.042. 0 I I I I I 0.49 3.417 0.25 0.06 0.044 'IO I I I I I 0.51 3.500 0.25 0.06. 0.045 IO I I I I I 0.52 3.583 0:25 0.06 0.046 IO I I I I I 0.54 3.667 0.25 0.06 0,.048 IO I I I I I 0.55 3.750 0.25 0.06 0.049 IO I I I I I 0.57 3.833 0.27 0.06 0.050 I0, I I I I I 0.58 . 3.917 0.29 0.07 0.052 IO I I I I. I 0.60 4.000 0.30 0.07 0.053 IO I I I I I 0.62 4.083 0.30 0.07 0.055 JO.. I I I I I 0.64 4.167 0.30 0.07 0.056 IO I I I I I 0.66 4.250 0.30 0.07 0.058 IO I I I I I 0.67 4.333 0.32 0.08 0.060 IO I I I I I 0.69 4.417 0.34 0.08 0.061 IO I I I I I 0.71 4.500 0.35 0.08 0.063 IO I I I I I 0.73 4.583 0.35 0.08 0.065 IO I I I I I 0.75 4.667 0.35 0.09 0.067 IO I ( I I I 0.78 4.750 0.35 0.09 0.068 IO I I I I I 0.80 4.833 0.37 0.09 0.070 IO. I I I I I 0.82 4.917 0.39 0.09 0.072 IO II I I I 0.84 5.000 0.40 0.10 0.074 IO II I I I 0.87 5.083 0.35 0.10 0.076 IO I I I I I 0.89 5.167 0.31 0.10 0.078 IO I. I I I I 0.91 5.250 0.30 0.10 0.079 IO I I I I I 0.92 5.333 0.32 0.10 0.081 IO I 1 1 1 1 0.94 • • • 5.417 0.34 -0.11 0.082 IO I I I I I 0.96 5.500 0.35 0.11 0.084 10 I I I I I 0.98 5.583 0.37 0.11 0.085 IO I I I I I_ 1.00 5.667 0.39 0.11 0.087 IO II I I I 1.02 5.750 0.40 0.11 0.089 IO II I I" I 1.04 5.833 0.40" 0.11 0.091 IO II I I I 1.06 ,5.917 0.40 0.11 0.093 10 II I I I 1.09 6.000 0.40 0.11 0.095 10 II I I I 1.11 6.083 0.42 0.11 0.097 IO II I I I 1.13 6.167 0.44 0.11 0.100 IO II I I I" 1.16 6.250 0.45 0.11 0.102 IO II I I I 1.18 6.333 0.45 0.11 0.104 IO I I I I 1.21 6.417 0.45 0.11 0.106 IO I I I I 1.24 6.500 0.45.. 0.11 0.109 IO I I I I 1.26 6.583 0.47 0.11 0.111 10. I I I I' 1.29 6.667 0.49 0.11 0.114 IO I I I I 1.32 6.750 0.49 0.11 0.116 IO 1 I I. I 1.35 6.833 0.50 0.11 0.119 IO I I I I 1.38 6.917 0.50 0.11 0.122 IO I I I I 1.41 7.000 0.50 0.11 0.124 IO I I I I 1.45 7.083 0.50 0.11 0.127. I O I I I 1 1.48 7.167 0.50 0.11 0.130 10 I I I I 1.51 7.250 0:50 0.11 0.132 10 I I I I 1.54 7.333" 0.26 0.11 0.134 10 I I I I I 1.56 7.417 0.07 "0.11 0.134 IIO I I I I 1.56 7.500 0.04 0.11 0.134 I 0 I I I I 1.56 . .7.583 0.07 0.11 0.134 IIO I I I I 1.55 7.667 0.10 0.11 0.134 IIO I I I I 1.55 7.750 0.11 0.11 0.133 IIO I I I I 1.55 7.8.33 0.15 0.11 0.134. 10 I I I I. 1.55 7.917 0.18 0.11 0.134' 101 I I I I 1.56 8.000 0.19 0.11 0.134 I OI I I I I 1.56 8.083 0.26 0.11 0.135 10 I I I I I 1.57 •8.167 0.32 0.11 0.136 10 I I I I I 1:59 8.250, 0..33 0.11 0.138 10 I I I I I 1.60 8.333 0.34 0.11 0.139 10 I I I I I 1.62 8.417 0.34 0.11 0.141 10 I I I I I 1.64 8.500 0.34 0.11 0.14 "3 10 1 I. I I I 1.66 8.583 0.38. 0.11. 0.144 10 I I I I I 1.68 8.667 0.41 0.11 0.146 10 II I I I 1.70 8.750 0.42 0.11 0.148 10 II I I I 1.72 8.833 0.45 0.11 0.151 I "0 I I I I 1.75 . 8.917 0.49 6.11 0.153 10 I I I I 1.78 9.000 0.49 0.11 0..156 10 I I I I 1.81 9.083 0.56 0.11 0.158 10 I I I I I 1.84 9.167 0.62 0.11 0.162 ( 0 I I I I I 1.88 9.250 0.64 0.11 0.165 10 I I I I I 1.92 9.333 0.67 0.11 0.169 10 I I I I I 1.97 9.417 0.70 0.11 0.173 10 I I I I I 2.01 9.500 0.71 0.11 0.177 10 I I I I I 2.06 9.583 0.75 0.11 0.181 10 I I I I I 2.11 9.667 0.78 0.11 0.186 10 I I I I I 2.16 9.750 .0.79 0.11 0.191 I O I I I I I 2.22 9.833 0.83 0.11 0.195 10 I I I I I 2.27 9.917 "0.86 0.11 0.200 10 I II I I 2.33 10.000 0.86 0.11 0.206 10 I II I I 2.39 10.083 0.63 0.11 0.210 10 I I I I I 2.44 10.167 0.44 0.11 0.213 10. II I I I .2.47 10.250 0.41 0.11 0.215 10 II I I I 2.50 10.333 -0.41 0.11 0.217 10 II I I I 2.52 10.417 0.41 0.11 0.219 I O II I I I 2.55 10.500 0.41 0.11 0.221 10 II I I I 2.57 10.583 0.58 0.11 0.224 10 I I I I I 2.60 10.667 0.73 0.11 0.228 10 I I I I I 2.65 10.750 0.75 0.11 0.232 10 I I I I I 2.70 10.833 0.76 0.11 0.236 10 I 1 I I I 2.75 • C7 10.917 0.76 0.11 0.241 10 I I I I I 2.80 11..000 0.77 0.11 0.245 10 I I I I I 2.85 11.083 0.73 0.11 0.250 10 I I I I I 2.90 11.167 0.71 0.11 0.254 10 I I I I I 2.95 11.250 0.71. 0.11 0.258 10 I I I I I 3.00 11.333 0.71 0.11 "0.262 10 I I I I I 3.05 11.417 0.71 0.11 0.266 10 I I I I I 3. "09' 11.500 0.72 0.11 0.270 10 I I I I I 3.14 11.583 0.65 0.11 0.274 10 I I I I I 3.19 11.667 0.60 0.11 0.278 10 I I I I I 3.23 11.750 0.59 0.11 0.281 10 I I I I I 3.27 11.833 0.63 0.11 0.284 10 I I I I 1 3.31. 11.917 0.66 0.11 0.288 10 I I I I I" 3.35' 12.000 . . " 0.66 0.11 0.292 I 0 I I I I I 3.39 12.083 0.90 0.11 0.296, 10 I I I I 3.45 12.167 1.10 0.11 0.303 10 I I I I I 3.52 12.250 .1.14 0.11 0.310 I O I I I I I 3.60 12.333 1.18 0.11 0.317 10 I I I I I 3.68. 12.417 1.21 0.11 0.324 10 I I I I I ""3.7.7 12.500 1.22 0.11 0.332" 10 I I I I I. 3:86 12.583 1.29 0.11 0.340 10 I I II I 3.95 12.667 1.35 0.11 0.348 10 I I I I 4.04 . 12.750 1.36 0.11 0.356 10 I I I I 4.14 12.833 1.39 0.11 0.365 10 I I II I 4:24 12.917 1.43, 0.11 0.374 10 I I II I 4.35 .13.000 1.43 0.11 0.383 10" I I II I 4.45 13.083 1.60. 0.11 0 ".393 ( 0 I I I I I 4.57 13.167 1.75 0.11 0.403 10 I I I II 4.69 13.250 1.77. 0.11 0.415 10 I I I II 4.82 13.333 1:78 0.11 0.426 10 I I I II.' 4:96: 13.417 1.78 0.12 0.438 10 I I I II 5.09 13.500" 1.78 0.12 0.449 10 I I I I 5.22 13.583 1.42 0.12 0.459 10 I I II I 5.34 13.667 1.11 0.12 0.467 10 I I I I I" 5.43 13.750 1.06 0.12 0.474" I.0 I I I I I 5.51. 13.833 1.06 0.12 0.480 10 I I I ( I 5.59" 13.917 1.06 0.12 0:487 10" I I I I I 5.66 14.000 1.06 0.12 0.493 I O I I I I I. 5.74 . 14.083 1.20 0.12 0.500 10 I I. I I I 5.82 14.167 1.31 0.12 0.506 1.0 I ". I II I 5.91 14.250 1.33 0:12 0.517 10 I I II I 6.01 14.333 1.31 0.12 0.525" 10 I I II I 6.11 14.417 1.28 0.12 0.533 10 I I I I I 6.20. 14.500 1.28 0.12 0.541 10 I I I I I 6.30 14.583 1.28 0.12 0.549 10 I I I I I .'6.39 14.667 1.28 0.12 0.557 10 I I I I I 6.49 14.750 1.28 0.12 0.565 10 I I II I 6.58 14.833 1.25 0.12 0.573 10 I I I I I 6.68 14.917 1.23 0.12 0.581 I O I I I I I ..6.77 15.000 1.23 0.12 0.588 10 I I I I I 6.8 ,6 15.083 1.19 0.12 0.596 10 I I I I I 6.95 15.167 1.17 0.12 0.603 10 I I I I I 7.04 15.250 1.16 0..12 0.610 10 I I I I I 7.13 15.333 1.13 0.12 0.617 10 I I I I I 7.23 15.417 1.11 0.12 0.624 10 I I" I I I 7.32 15.500 1.10 0.12 0.631 10 I I I I I 7.41 15.583 0.97 0.12 0.638 I 0 I II I ( 7.49 15.667 0.86 0.12' 0.643 ( 0 I II I I 7.56 15.750 0.85 0.12 0.648 10 I II I I 7.62 15.833 0.84 0.12 0.653 10 I II I I 7.69 15.917 0.85 0.12 0.658 10". I II I I 7.76 16.000 0.85 0.12 0.663 10 I II I I 7.82 .16.083 0.52 0.12 0.667 I Q II I I I 7.87 16.167 0.25 0.12 0.669 10 I I I I I 7.90 16.250 0.21 0.12 0.670 I OI I I I I 7.91, 16.333 0.20 0.12 0.670 I 01 I I I I 7.91 . 16.417' 16.500 0.20 0.20. 0. 12. 0.12 0.671 0.671 I OI 10I I I I I I I I 7.92 I 1.93 16.583 0.17 0.12 0.672 I OI I I I I 7.93. - 16.667 0.15 0.12 0.672 I O I I I I 7.94 16.750 0.15 0.12 0.672 I O I I I I 7.94 16.833 0.15 0.12 0.673 10 I I I I 7.94 16.917 0.15 0.12- 0.673 I O I I I I 7.95 17.000 0.15 0.12 0.673 I O I I I I 7.95 . 17.083 0:20 0.12 .0.673 I OI I I I I. 7.95' 17.167. 0.24 0.12 0.674 I O I 7.96 17.250 0.25 0:12 0.675 I O I I I. I I 7.97, 17.333 0.25 0.12 0.676 I O I I I I I 7.99 17.417 0.25 0.12 0.677 10 I I I I I 8.00 17.500 0.25 0.12 0.678 I O I I I I I 8.01 17.583 0.25 0.12 0.679 10 I I I I I 8.03 17.667. 0.25 0.12 0.679 I O I I I I. I 8.04. 17.750 0.25 0.12', 0.680 I O I I I I 1 8.06 17.833 0.22 0.12 0.681 I OI I I I I 8.07 17.917 0.20 0.12 0.682 I OI I I I I 8.08 18.000 0.20 0,12 0.682 10I I I I I 8.09- 18.083 0.20 0.12 - 0.683 101 I I I I 8.10 18.167 0.20 0'12 0.683 I OI I I I I 8.11 18.250 0.20 0.12 0.684 I OI I. I I I 8.12 18.333 0.20 0.12 0.685 I OI I I I I 8.13 18.417 0.20 0.12 0.685 I OI I I I I 8.14 18:500. 0.20 0.12 0.:686 102 I I I I 8.14 18.583 0.17 0.12 0.686 10I I I I' I 8.15 18.667 0.15 0:12 .0.686 10 I I I I 8.16 18.750 0.15 0.12 0.687 I O I I I I 8:16 18.833 0.12 0.12 0.687 I O I I I I 8.16 18.917 0.10 0.12. 0.687 IIO I I I I 8.16. 19.000 0.10 0.12 0.687 IIO I I I I 8.16 .19.083 .0.12 0.12 0.687 I O I I I I 8.16 19.167 0.14 0.12 0.687 I O I I I I 8.16 19.250 .0.15 0.12 0.687 I.O I I I I 8,17 19.333 0:17 0.12 0.687 I OI I I I I 8.17 19.417' 0.19 0.12 0.688 I OI I I I I 8.18 19.500 0.20 0.12 0.688 I OI I I I I 8.19 19.583 0.17 0.12 0.689 10I I I I I 8.19 19.667 0.15 0.12 0.689 I O I I I I 8.20 19.750 0.15 0.12 0.689 I O I I I I 8.20 19.833. 0.12 0.12 0.689 I O I I I I 8.21 19.917' 0.10 0.12 0:689 IIO. I I- I I 8.20 20.000 0.10 0.12 0.689 IIO I I I I .8.20 20.083 0.12 0.12 0.689 I O I I I I 8.20 20.167 0.14 0.12 0.689 10 I I I I 8,20 20.250 0.15 0.12. 0.689 10 I I I I 8.21 20.333 0.15 0.12 0.690 I O I I I I 8.21 20.417 0.15 0.12 0.690 10 I I I 1 8.21 20.500 0.15 0..12 0.690 10 I I I I 8.22 20.583 0.15 0.12 0.690 I O I I I I 8.22 20.667 0.15 0.12 0.690 I O I I I I 8.22 20.750 0.15 0.12 0.691 10 I I I I 8.23 20.833 0.12 0.12 0.691 10 I. I I I 8.23 20.917 0.10 0.12 0.691 IIO I I I I 8.23 21.000 0.10 0.12 0.691 IIO. I I I I 8.23 21.083 0.12 0.12 0.691 10 I I I I 8:23 21.167 0.14 0.12 0.691 10 I I I I 8.23 21.250 0.15 0.12 0.691 10 I I I I 8.23 21.333 0:12 0.12 0.691 I O I I I I 8.23 21.417 0.10 0.12 0.691 IIO I I I I 8.23 21.500 0.10 0.12 0.691 IIO I I I I 8.23 21.583 0.12 0.12 0.691 10 I I I I 8.23 21.667 0.14 0.12 0.691 1 O 8.23 O I I I ! 8.24 21.750 0.15 0.12 0.691 I 21.833 0.12 0.12 0.691 1 0 I 8.24 1, va 8.24 8.24 8.23 8.24 8.24 8.24 8.24 8.24 8.24 8:24 8..23 8.23 8.23 8.23 8.22. 8.22 8.22 8.22 8.22 8.21 8.21 8.21 8.21 8.20 8.20 8.20 8.19 8.18 8.17 8.16 8.14 8.13 8.12 8.10 8.09 8.08 8.06 8.05 8.04 8.02 8.01 8.00 7.99 7.98 7.96 7.95 7.94 7.93 7.92 7.91 7.90 7.89 7.88 7.87 7.86 7.85 7.84 7.83 7.82 7.81 7.80 7.79 7.78 7.76 7.75 7.74 �=1N 21..917 0.10 0.12 .0.691 IIO • 22.000 0.10 0.12 0..691 IIO 22.083 0.12 0.12 0.691 O 22.167 0.14 0.12 0.691 O 22.250 0.15 0.12 0.691 I O. 22.333 0.12 0.12 0.692 O 22.,417 0.10 0.12 0.6.91 IIO 22.500 0.10 0.12 0.691 IIO 22.583 0.10 0.12 0.691 I10 22.667 0.10 0.12 0.691 IIO 22.750. 0.10 0.12' 0:691' IIO 22.833 0.10 0.12 0.691 IIO 22.917 0.10 0.12 0.691 IIO 23.000 0.10 0.12 0.691 IIO 23.083 0.10 0.12 0.690. IIO 23.167 0.10 0.12 0.690 IIO 23.250 0.10 .0.12 0.690 IIO 23.333 0.10 0.12 0.690 IIO 23.417 0.10 0.12 0.690 IIO 23.500 0.10 0.12 0.690 IIO 23.583 0.10 0.12 0.690 IIO 23.667 0:10 0.12 0.690 IIO 23.750...0.10 0.12 0.689 IIO 23.833 0.10 0.12 0.689 IIO 23.917 0.10 0.12 0.689 IIO .24.000.. .0.10 0.12 0.689 IIO 24.083 0.05. 0.12 0.689 I O 24.167 0.01 0.12 0.688 I O. 24.250 0.00' 0.12 0.687 I O 24.333 0.00 -0.12 0.686 I O • 24.417 0.00 0:12 0.686 I O 24.500 0.00 0.12 0.685 I O 24.583 0.00 0.12 0.684 I 0 24.667 0.00 0.12 0.683 I O 24.750 0.00 0.12 0.682 I O 24.833 0.00 0.12 0.682 I O 24.917 0.00 0.12 0.681 I O 25.000 0.00 0.12 0.680 I O 25.083 0.00 0.12 0.679 I O 25.167 0.00 0.12 0.678 I O 25.250 .0.00 0.12 0.678 I O 25.333 0.00 0.12 0.677 .I O 25.417 0.00 0.12 0.676 I O 25.500 0.00 0.12 0.675 I O 25.583 0.00 0.12 0.674 I O 25.667 0.00 0.12 0.673 I O 25.750 0.00 0.12 0.673 I O 25.833 0.00 0.12 0.672 I O 25.917 0.00 0.12 0.671 I O 2 -6.000 0.00 0.12 0.670 I O . 26.083 0.00 0.12 0.669 I O 26.167 0.00 0.12 0.669 I O 26.250 0.00 0.12 0.668 I O 26.333 0.00 0.12 0.667 I O 26.417 0.00 0.12 0.666 I O 26.500 0.00 0.12 0.665 I O 26.583 0.00 0.12' 0.665 I O 26.667 0.00 0.12 0.664 I O 26.750 0.00 0.12 0.663 I O . 26.833 0.00 0.12 0.662 I O. 26.917 0.00 0.12 0.661 I O 27.000 0.00 0.12 0.660 I O 27.083 0.00 0.12 0.660 I O 27.167 0.00 0.12 0.659 I O 27.250 0.00 0.12 0.658 I O 27.333 0.00 0.12 0.657 I O 1, va 8.24 8.24 8.23 8.24 8.24 8.24 8.24 8.24 8.24 8:24 8..23 8.23 8.23 8.23 8.22. 8.22 8.22 8.22 8.22 8.21 8.21 8.21 8.21 8.20 8.20 8.20 8.19 8.18 8.17 8.16 8.14 8.13 8.12 8.10 8.09 8.08 8.06 8.05 8.04 8.02 8.01 8.00 7.99 7.98 7.96 7.95 7.94 7.93 7.92 7.91 7.90 7.89 7.88 7.87 7.86 7.85 7.84 7.83 7.82 7.81 7.80 7.79 7.78 7.76 7.75 7.74 �=1N • 27 *417 27.500 0.00 0.00 0.12 0.12 0.656 -0.656 I I 0 0 I I I I 7.72 27.583 0.00 0.12 ..0.655 I 0. I I I I, 7,71 27.667 0.00 0.12 0.654 I 0 I. I I I 7,70 27.750 0.00 "0.12 0.653 1 0. I I I I 7.69 27.833 0.00 0.12 0.652 I 0 I I I I 7,68 27..917 0.00 0.12 0.652 I 0 I I I I 7.67 28.000 0.00 0.12 0.651 I 0 I I I I 7.66 28.083 .0.00 0.12 0.650 I 0 I I I I 7.65 28.167 0.00 0.12 0.649 I 0 I I I I 7.64 28.250 0.00 0.12 0.648 I 0 I I I I 7.63 28.333 0.00 0.12 0.648 I 0 I I I I 7,62 28.417 0.00 0.12 0:647 I 0 I I I I 7.61 28.500 0.00 .0.12 0.646 I 0 I I I I 7.60 28.583 0.00 0.12 0.645 10 I I I I 7.59 28.667 0.00• 0.12 0.644 I 0 I I I I 7.58 28.750 0.00 0.12 0.643 I 0 I I I I 7.56 28.833 0.00 0.12 0.643 I 0 I I I I 7.55 28.917 0.00 0.12 0.642 I 0 I I I I 7.54 ' 29.000 0.00 0.12 0.641 I 0 I I I 7.53 29.083 0.00 0.12 0.640 I 0 I I I 7.52 29.167 0.00 0.12 0.639 I 0 I I I I 7.51 29.250 0.00 0.12 0.639 I 0 I I I I 7.50' 29.333 0.00 0.12 0.638, 10 I I I I 7,49 29.417 0.00 0:12 0.637 10 I I I I 7.48 29.500 0.00 0.12 0.636 I 0 I I I I 7.47 29.583 0.00 0.12 0.635 I 0 I I I I 7.46 29.667 0.00 0.12 0.635 I 0 I. I I I 7.45 - 29.750 0.00 0.12 0.634 I 0 I I I I 7.44 29.833 0.00 0.12 0.633 2 0 • 29.917 0.00 0.12 0.632 I O i I I I 7.42 30..000 0.00 0.12 0.631 I 0 I I I I 7.41 30.083 0.00 0.12 0.631 I 0 I I I I 7.40' 30.167 0.00 0.12 0.630 I 0 I I I I 7.39 30.250 0.00 0.12 0.629 I 0 I I I I 7.38 30.333 0.00 0:12 0.628 I 0 I I I I 7.36 30.417 0.00 0.12 0.627 I 0 I I I 7.35 30.500 0.00 0.12 0.626' I 0 I I I 7.34 30.583 0.00 0.12 0.626 I 0 I I I 7.33 30.667 0.00 0.12 0.625 I 0 I I I 7.32 30.750 0.00 0.12 0.624 I 0 I I I 7.31 30.833 0.00 0.12 0.623 I 0 I I I 7.30 30.917 0.00 0.12 0.622 I 0 I I I I 7,29 31.000 0.00 0.12 0.622 10 I I I I 7,28 31.083 0.00 .0.12 0.6.21 I 0 I I I I 7,27 31.167 0.00 0.12 0.620. I 0 I I I I 7,26 31.250 0.00 0.12 0.619 I 0 I I I I 7.25 31.333 0.00 0.12 0.618 I 0 I I I I 7,24 31.417 0.00. 0.12 0.618 I 0 I I I I 7,23 31.500 0.00 0.12 0.617_ 10 I I I I 7.22 31.583 0.00 0.12 0.616 I 0 I I I I 7,21 31.667 0.00 0.12 0.615. I 0 I I I I 7.20 31.750 0.00 0.12 0.614 I 0 I I I 7.19 31.833 0.00 0.12 0.614 I 0 I I I 7.18 31.917 0.00. 0.12 0.613_ 10 I I I I 7,17 32.000 0.00 0.12 0.612 I 0 I I I I 7.16 32.083 0.00 0.12 0.611 I 0 I I I I 7.14 32.167 0.00 0.12 0.610 I 0 _ I I 7.13 32.250 0.00 0.12 0.610 I 0 I I I 7,12 • 32.333 '0.00 0.12 0.609 I 0 I I I I 7.11 32.417 0.00 0.12 0.608 I 0 I I I I 7.10 32.500 0.00 ,0.12 0.607 I 0 I I 7,09 32.583 0.00 0.12 0.606 10 I I I I 7.08 32.667 0.00 . 0.12 0.605 I 0 I I I 7,07 32.750 0.00 0.12 0.605 10 I I I I 7.06 32.833 0.00 0.12 0.604 I 0 I I I 7.05 32.917 0.00 0.12 0.603 I 0 33.000 0.00 0.12 0.602 I 0 33.083 0.00 0.12 0.601 I 0 33.167 0.00 0.12 0.601 I O 33.250 0.00 0..12 0.600 1 33.333 0.00 0.12 0.599 I 0 33.417 0.00 _ 0.12 0.598 I 0 33.500 0.00 0.12 0.597 I 0 33".583 0.00 0.12 0.597 I O 33.667 0.00 0.12 0.596 I 0 33.750 0.00 0:12 0.595 I 0 33.833 0.00 0.12 0.594 I O 33.917 0.00' 0.12 0.593 I 0 34..000 .0.00 0.12 0.593 I 0 34.083 0.00 0.12 0.592 I 0 34.167 0.00. 0.12 0.591 I 0 34.250 0.00 0.12 0.590 I 0 34.333 0.00 0.12 0.589 I 0 34.417 0.00 0.12 .0.589 I 0 34.500 0.00 0.12 0.588. I O 34.583 0.00 0.12 0.587 I 0 34.667 0.00.. 0.12 0.586 I O 34.750 0.00 0.12 0.585 I 0 34.833 0.00 0..12 0.585 I O 34.917 0.00 0.12 ..0.584 I 0 35.000 0.00 0.12 0.583 I 0 35.083 '0.00 .0.12. 0.582 I 0 35.167 0.00 0.12 0.581 I 0 35.250 0.00 0.12 0.581 I 0 35.333 0.00 0.12 0.580 I 0 35.417 0..00 0.12 0.579 I 0 35.500 0.00 0.12 .0.578. I 0 35.583 0.00 0.12 0.577 I 0 35.667 0.00 0.12 0.577 1 0 35.750 0.00 0.12 0.576 I 0 35.833 0.00 0.12 0.575 I 0 35.917 0.00 0.12 0.574 I 0 36.000 0.00 0.12 0.573 I 0 36.083 0.00 0.12 0.572 I 0 36.167 0.00 0.12 0.572 1-0 36.250 0.00 0.12 0.571. I 0 36.333 0.00 0.12 0.570' I O 36.417 0.00 0.12 0.569 I 0 36.500 0.00 0.12" 0.568 I O 36.583 0.00 0.12 0.568 I 0 36.667 0.00 0.12 0.567 I 0 36.750 0.00 0.12 0.566 I O 36.833 0.00 0.12 0.565 I 0 36.917 0.00 0.12 0.564 I 0 37.000 0.00 0.12 0.564 I 0 37.083 0.00 0.12 0.563 I 0 37.167 0.00 0.12 0.562 I O 37.250 0.00 0.12 0.561 I 0 37.333 0.00 0.12 0.560 I 0 37.417 0.00 0.12 0.560 I 0 37.500 0.00 0.12 0.559 I 0 37.583 0.00 0.12 0.558 I 0 37.667 0.00 0.12 0.557 I 0 37.750 0.00 0.12 0.556 I 0 37.833 0.00 0.12 0.556 I 0 37.917 0.00 0.12 0.555. I 0 . 38.000 0.00 0.12 0.554 I 0 38.083 0.00 0.12 0.553 I 0 38.167 0.00 0.12 0.552 I 0 38.250 0.00 0.12 0.552 I 0 38.333 0.00 0.12 0.551 I 0 r 7 '. 04 7 . 03.. 7.02 7:01 7.00 6.99. 6.98 6.97 6.96 6.95 '6.94 6.93 . 6.92 6.91 6.-.90 6.89 6.88. 6.. 87 6.86 6.85 6.84 6.84 6.83 6.82• 6.81 6.80 6:79 6.78 6.77 6.76 6..75 6.74 6.73 6.72 6.71 6.70 6.69 6.68 - 6.67 ' 6.66 6.65' 6.64. 6.63 6.62 6.62. 6.61 6.60 6.59 6..58 6.57 6.56 6.55 6.54 6.53 6.52 6.51 6.50 6.49 6.48 6.47 6.46 6.45 6.44 6 A 3 6.42 . . 6.41 38.411 0.00 0.12 0.550 I 0 38'.500 0:00 0.12 0.549. I 0 38.583 .0.00 0.12 0.548 1-0 38.667 0.00 0.12 0.548 I 0 38.750 0.00 0.12 0.547 I 0 38.833 0.00_ 0.12 0.546 I 0 38.. 917' 0.00 0:12 0.545 I 0 39.000 0.00 0.12 0.544 I 0' 39.083 0.00 0.12 0.544 I 0 39.16.7 0.00 0.12 0.543 I 0 39.250 0.00 0.12 0.542 I 0 39.333 0.00 0.12• 0.541 I 0 39.417 0.00 0.12 0.540 I 0 39.500 0.00 .0.12 0.540 I 0 39.583 0:00 .0.12 0.539 I 0. 39.667 0.00 0:12 0.538 I 0 39.750 0.00 0.12'. .0.537 I 0 39.833 0:00' 0.12 0.536 I 0 39.917 0.00 0.12 0.536 I 0 40.000 0.00 0.12 0.535 I 0 40.083 0.00 0.12 0.534 I 0 40.167 .0.00 0:12 0.533 1 0 40.250 0.00 0.12 0.532 I 0 40.333 0.00 0.12 0.532 I b.. 40.417 0.00 0.12 0.531 I 0 40 '..500 0.00 . 0.12 . ' 0.530 I .0 40.583` 0.00 0.12 0.529 I 0 40.667 0.00 0.12 0.528 I 0 40:750 0.00 0.12 0.528 I 0 40:833 0.00 0.12 0.527 I 0 40.917 0.00 0.12'. 0.526. I 0 41.000 0.00 0.12 0.525 I 0 41.083 0.00 0.12 0.524 I 0 41.167 0.00 0.12 0.524 I 0 41.250 .0.00 0.12 0.523 I.O 41.333 0.00. 0.12 0.522 I 0' 41.417 0.00 0.12 0.521 I 0 41.500 0.00 0.12 0.520 I 0 41.583 0.00 0.12 0.520 I 0 41.667 0.00 0.12 0.519 I 0 41.750 0.00 0.12 0.518 I 0 41.833 0.00 0.12 0.517 'I 0 41.917 0.00 .0.12 0.516 I 0 42.000 0.00 0.12 0.516 I 0 .42.083 0.00 0.12 0.515 I 0 42.167 0.00 0.12 0.514 I'0 42.250 0.00 0.12 0.513 I 0 42.333 0.00 0.12 0.512 I 0 42.417 0.00 0.12 0.512 I 0 42.500. 0.00 _ 0.12 0.511 I.0 42.583 0.00 0.12 0.510 I 0 42.667 0.00 0.12 0.509 I 0 42.750 0.00 0.12 0.508 I 0 42.833 0.00 0.12 0.508 I.0 42.917 0.00 0.12 0.507 I 0 43.000 0.00 0.12 0.506 I 0 . 43.083 0.00 0.12 0.505 I 0 43.167 0.00 0.12 0.504 I 0 43.256 0.00 0.12 0.504 I 0 .43.333 0.00 0.12 0.503 I 0 43.417 0.00 0.12 0.502 I 0 43.500 0.00 0.12 0.501 I 0 43.583. 0.00 0.12 0.500 I O 43.667 0.00 0.12 0.500 I 0 43.750 0.00 0.12 0.499 I 0 43.833 0.00 0.12 0.498 I 0 6.41 6.40 6.39.. 6.38 6.37 6:36 6.35 6.34 6.33 6.32 6.31 6'. 30 6.29 6.28 6.27 6.26 6.25 ' .6.24 6.23 6.22 6 .'21 6.20 6.20 6.19 6.18 6.17 6.16 6.15 6.14 6.13 6.12 6.11 6.10 6.09 6.08 6.07 6.06 6.05 6.04 .6.03 6.02 6.01 6.00 6.00 5.99 5.98 5.97 5.96 5.95 5.94' 5.93 5.92 5.91 5.9.0' 5.89 5.88 5.87 5.87 5.86 5.85 5.84 5.83 5.82 5.81 5.80. 5.79 43.917 0.00 0.12 .0.497 I 0 .44.000 0.00 0.12 0.496 I O I I I I 5.78 44.083 0.00 0.12. 0.496 I 0 I I ( I 5.76 44.167 0.00 0.12 0.495 I 0 I L. 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( I' I I 5.24 48.917 0.00 0.12 0.450 I 0 I I I I 5.23 49.000 0.00 0.12• 0.449 I 0 I I I I 5.22 49.083 0.00 0.12 0.448 I 0 I I I I 5.21 49.167 0.00 0.12 0.447' I 0 I I I I 5.20 49.250 0.00 0.12 0.446 I 0 I I I I 5.19 49.333 0.00 0.12 0.446 1.0 I I I I 5.18 5.17 5.16 5.15 5.14 5.13 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.02 5.01 5.01 5.00 4.99 4.98 4.97 4.96 4.95 4.94 4.93 4.92 4.91 4.90 4.90 4.89 4.88 4.87 4.86 4.85 4.84 4.83 " 4.82 4.81 4.80 4.79 4.78 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 49.417 49.500 0.00 0.00 0.12 0.12 0.445 0.444 I I 0 0 49.583 0.00 0.12 .0.443 I 0 49.667 0.00. 0.12 0.442 I 0 49.750 0.00 0.12 0.442 I 0. 49.833 0.00 0.12 0.441 I 0 49.917 0.00 0.12 0.440 1-0 50.000 0.00 0.12 0.439 I 0 50.083 0.00 0.12 0.438 I 0 50.167 0.00 0.12 0.438 I 0 50.250 .0.00 0.12 0.437 I 0 50.333 0.00 0.12 0.436 I 0 50.417 0.00 .0.12 0.435 I 0. 50.500 0.00 .0.12 0.434 I 0 50.583 .0.00 0.12 0.434 I 0 '50.667 0.00 0.12 0.433 I 0 " 50.750 0.00 0.12 0.432 I 0 50.833 0.00 0.12 0.431 I 0 50.917 0.00 0.12' 0.430 I 0 51.000 0.00 0.11 0.430 I O 51.083 0.00 0.11 0.429 I 0 51.167 0.00 0.11 0.428 I 0 51.250 0.00 0.11 0.427 I 0 51.333 0.00 0.11 0.427 I O 51.417 0.00 0.11 0.426 I 0 51.500 0.00 0.11 0.425 I 0 51..583 0.00 0.11 0.424 I 0 51.667 0.00 0.11 0.423 I 0 51.750 0.00 0.11 0.423 I 0 51.833 0.00 0.11 0.422 I 0 51.917 0.00 0.11 0.421 I 0 52.000 0.00 0.11 0.420 I.0 52.083 0.00 0.11 0.419 I 0. 52.167 0.00 0.11 0.419 1-0. 52.250 0.00 0.11 0.418 I'0 52.333 0.00 0.11 0.417 I 0 52.417 0.00 0.11 0:416 I 0 52.500 0.00 0.11 0.415' I 0 52.583 0.00 0.11 0.415 I 0 52.667 0.00 0.11 0.414 I 0 52.750 0.00 0.11 0.413 I 0 52.833 0.0.0 0.11 0.412 I 0 52.917 0.00 0.11 0.412 I 0 53.000 0.00 .0.11 0.411 I 0 . 53.083 0.0.0 0.11 0.410 I 0 53.167 0.00 0.11 0.409 I 0 53.250 0.00 0.11 0.408 I 0 53.333 0.00 0.11 0.408 I 0 53.417 0.00. 0.11 0.407 I 0 53.500 0.00 0.71 0.406 I 0 53.583 0.00 0.11 0.405 I 0" 53.667 0.00 0.11 0.404. I 0 53.750 0.00 0.11 0.404 I 0 53.833 0.00 0.11 0.403 I 0 53.917 0.00 0.11 0.402 I 0 54.000 0.00 0.11 0.401 I 0 54.083 0.00 0.11 0.400 I 0 54.167 0.00.1 0.11 0.400 I 0 . 54.250 0.00 0.11' 0.399 I 0 54.333 0.00 0.11 0.398 I 0 54.417 0.00 0.11 0.397 I 0 54.500 0..00 0.11 0.396 .I 0 54.583 0.00 0.11 0.396 I 0 54.667 0.00 0.11 0.395 I 0 54.750 0.00 0.11 0.394 I 0 54.833 0.00 0.11 0.393 I 0 5.17 5.16 5.15 5.14 5.13 5.13 5.12 5.11 5.10 5.09 5.08 5.07 5.06 5.05 5.04 5.03 5.02 5.01 5.01 5.00 4.99 4.98 4.97 4.96 4.95 4.94 4.93 4.92 4.91 4.90 4.90 4.89 4.88 4.87 4.86 4.85 4.84 4.83 " 4.82 4.81 4.80 4.79 4.78 4.78 4.77 4.76 4.75 4.74 4.73 4.72 4.71 4.70 4.69 4.68 4.67 4.67 4.66 4.65 4.64 4.63 4.62 4.61 4.60 4.59 4.58 4.57 54.917 55.000 0.00 0.00 0.11 0.11 0.393 •0.392 I I 0' I 0 I I I I I I I 4:56 " 4.56 55.083 0.00 0.11 0.391 I 0 I I I I 4.55 55.167 0.00 0.11 0.390 I 0 I I I I 4:54 55.250 0.00 . 0 '.11 0.389 I 0 I I I I 4.53 55.333 0.00 0.11 0.389 I 0 I I I I 4.52 55.417 0.00 _ 0.11 0.388 I 0 I I I I 4.51 55.500 0.00 0.11 0.387 I 0 I I I I 4.50 55.583 0.00 0.11 0.386 I 0 I I I I 4:49 55.667 0.00 0.11 0.385 I 0 I I I I 4.48 55.750 0.00 0.11 0.385 I 0 I I I I 4.47 55.833 0.00 0.11 0.384 I 0 I I I I 4.46 " 55.917 0.00 0.11 0.383 I 0 I I I I 4.45 56.000 .0.00 0.11 0.382 I 0 I I I I 4.45 56.083 0.00 -.0.11 0.382 I 0 I I I I 4•.44 56.167 0.00 0.11 0.381 I 0 I I I I. 4.43 56.250 0.00 0.11 0.380 I 0. I I I I 4.42: 56.333 0.00 0.11 0.379 I 0 I I I I 4.41 ., 56.417 0.00 0.11 0.378 I 0 I I I I •4.40 56.500 0.00 0.11 0.378 I 0 I ( I I: 4..3.9 56.583 0.00 0.11 0.377 I 0 I" I I I 4.38 56.667 0.00, 0.11 0.376 'I O I' I I I 4.37 56:750 0.00 0.11 0.375 10 I I I I 4.36 56.833 0.00 0.11 0.374 I O I I I I 4.35 56.917 0.00 0.11 0.374 I 0 I I I I 4.34 .57.000 0.00 0.11 0.373 I 0 I I I I 4.34 57.083 0.0 "0 0.11 0:372 I O I I I I 4.33 57.167 0.00 0.11 0.371 I 0 I I I I 4.32 57.250 0.00 . 0.11 0.370 I 0 I I I I 4.31 57.333 0:00 0.11 0.370 I O I I I I 4.30 57.417 0..00 0.11 0.369 I 0 I I I I 4.29 57.500 0.00 0.11 0.368 I 0 I I I I 4.28 57.583" 0.00 0.11 0.367 I O I I I I 4.27 57.667 0.00 0.11 0.367 I 0 I I I I 4.26, 57.750 0.00 0.11 0.366 I 0 I I I I 4.25. 57:833, 0.00 0.11 0.365 10 I I I I 4.24 57.917 0.00 0.11 0.364 I 0 I I I I 4.23 58.000 0.00 0.11 0.363 I 0 I I I I 4.23 58.083 0.00 0.11 0.363 I 0 I I. ". 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I 0 I I I I 3.80 62.000 0:00 0.11 0.326 I 0 I I ( I 3.39 62.083 0.00 0.11 0.325 I O I I I I 3.78 62.167 0.00 0.11 0.324 I 0 I I I I 3.77 62.250 0.00 0.11 0.323 I 0 I I I I 3.76 62.333 0.00 0.11 0.323 I 0 I I I I 3.'75 ..62.417 0.00 0.11 0.322 1 0 I I I I 3.74. 62.500 0.00 0.11 0:321 I 0 I I I I 3.73 62.583 0.00 0.11 0.320 I 0' I I I I 3.72 62.667 0.00 0.11 .0.319 I 0 I I I I 3.71 62.750 0.00 0.11 0.319 I 0 I I I I 3.71 62.833 0.00 0.11 0:318 I 0 I I I I 3.70 62.917 0.00 0.11, 0.317 I 0 I I I I 3.69 . 63.000. 0.00 0.11 0.316 I 0 I I I I 3.68 63.083 0.00 0.11 0.316 I 0 I' I I- I 3.67 63.167 0.00 0.11 0.315 I 0 I I I I 3.66 63.250 .0.00 0.11 0.314 I 0 I I I I .3.65 63.333 0.00 0.11 10.313 I 0 I I I I 3.64 63.417 0.00 0.11 0.312 I 0 I I I I 3.63. 63.500 0.00 0.11 0.312 I 0 I I I I 3.62 63.583 0.00 0.11 0.311 I 0 I I I I 3.61 63.667. 0.00 0.11 0.310 I 0 I I I I 3.61 63.750 0.00 0.11 0.309 I 0 I I I' I 3.60 - 63.833•, 0.00 0.11 0.308 I 0 I I I I 3.59 63.917 0.00 0.11 0.308 I 0. 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I I I I 2.83 70.917. 0.00 0.11 0.242 I 0 I I I I 2.82 71:000 0.00 0.11' 0.241 I 0 I I I I .2.81 71.083 0.00 0.11 0.241 I 0 I I I I 2.80 71.167 0.00 0.11 0.240 I 0 I I I I 2.79 71.250 .0.00 0.11 0.239 I 0 I I I I 2.78 71.333 0.00 0.11 0.238 I 0 I I I I 2.77 71.417 0.00 0.11 0.238 I 0 71.500 0.00 0.11 0.237 I 0 71.583 0.00 0.11 0.236 I 0 71.667 0.00 0.11 0.235 I 0 71.750 0.00 0.11 0.234 I 0 71.833 0.00 0.11 0.234 I 0 71.917 0.00 0.11 0.233 1-0 72.000 0.00 0.11 0.232 I 0 72.083 .0.00 0.11 0.231 'I 0 72.167 0.00 0.11 0.231 I 0 72.250 0.00 0.11 0.230 I 0 72.333 0.00 0.11 0.229 I 0 72.417 0.00 .0.11 0.228 I 0 72.500 0.00 0.11 0.227 I 0 72.583 0.00 0.11 0.227 I 0 72.667 0:00' 0.11 0.226 .I 0 72.750 0.00 0.11 0.225 I 0 72.833 0.00 0.11 0.224 I 0 72.917 0.00 0.11 0.224 .I 0 73.000. 0.00 0.11 0..223 I 0 73.083 0.00 0.11 0.222 I 0 73.167 0.00 0.11 0.221 I 0 73.250 0.00 0.11 0.220 I 0 73.333 0.00 0.11 0.220 I O 73.417 0.00 0'.11 0.219 I 0 73.500 0.00 '0.11 0.218 I 0 73.583 0.00 0.11 0.217 I 0 73.667 0.00 0.11 0.217 I 0 73.750 0.00 0.11 0.216 I 0 73.833 0.00 0.11 0.215 I 0 73.917 0.00 0.11 0.214 I 0 74.000 0.00 0.11 0.214 I.O 74.083 0.00 0.11 0.213 I 0 74.167 0.00 0.11 0.212 I 0 74.250 0.00 0.11 0.211 I 0 74.333 0.00 0.11 0.210 I 0 74.417 0.00 0.11 0.210 I 0 74.500 0.00 0.11 0.209 I 0 74.583 0.00 0.11 0.208 I 0 74.667 0.00 0.11 0.207 I 0 74.750 0.00 0.11 0.207 I 0' 74.833 0.00 0.11 0.206 I 0 74.917 0.00 0.11 0.205 I 0 75.000 0.00 .0.11 0.204 I 0 75.083 0.00 0.11 0.203 I 0 75.167 0.00 0.11 0.203. I 0 75.250 0.00 0.11 0.202 I 0 75.333 0.00 0.11 0.201 I 0 75.417 0.00 0.11 0.200 I 0. 75.500 0.00 0.11 0.200 I 0 75.583 0.00 0.11 0.199 I 0 75.667 0.00 0.11 0.198. I 0 75.750 0.00 0.11 0.197 I 0 75.833 0.00 0.11 0.196 I 0 75.917 0.00 0.11 0.196 I 0 76.000 0.00 0.11 0.195 I 0 76.083 0.00 0.11 0.194 I 0 76.167 0.00 0.11 0.193 'I 0 76.250 0.00 0.11 0.193 I 0 76.333 0.00 0.11 0.192 I 0 76.417. 0.00 0.11 0.191 I 0 76.500 0.00 0.11 0.190 I 0 76.583 0.00 0.11 0.190 I 0 76.667 0.00 0.11 0.189 I 0 76.750 0.00 0.11 0.188 I 0 76.833 0.00 0.11 0.187 I 0 2.76 2.75 2.74 2.74 2:73 2.72 2.71 2.70 2.69 2.68 2.67 2.66 2.65 2.64 2.64 2.63 2.62 2.61 2.60 2.59 2.58 2.57 2.56 2.55 2.55 2.54 2.53 2.52 2.51 2.50 2.49 2.4.8 2.47 2.46 2.46 2.45 2.44 2.43 2.42 2.41 2.40 2.39 2.38 2.37 2.37 2.36 2.35 2.34 2.33 2.32 2:31 2.30 2.29 2.28 2.28 2.27 2.26 2.25 2.24 2.23 2.22 2.21 2.20 2.19 2.19 2.18 76.917 0.00 0.11 0.186 I 0 77.000 0.00 0.11 0.186 I 0 77.083 0.00 0.11 0.185 I 0 77.167 0.00 0.11 0.184 I 0 77.250 0.00 0.11 0.183 I 0 77.333 0.00 0.11 0.183 I 0 77.417 0.00 0.11 0.182 I 0 77.500 0.00 0.11 0.181 I 0 77.5,83 0.00 0.11 0.180 I 0 77.667 0.00 0.11 0.179 I 0 77.750 0.00 0.11 0.179 I 0 77.833 0.00 0.11 0.178 I 0 77.917 0.00 0.11 0.177 I 0 78.000 . . 0.00 0.11 0.176. I 0 78.083 0.00 0.11 0.176 I 0 78.167 0.00 0.11 0.175 110 78.250 .0.00 0.11 0.174 I 0 78.333 0.00 0.11 0.173 I 0 78.417 0.00 0.11 0.173 I 0 78.500 0.00 0.11 0.172 I 0 78.583 0.00 0.11 0.171 I 0 78.667 0.00 .0.11 0.170 I 0 78.750 0.00 0.11 0.169 I 0 78.833 0.00 0.11 0.169 I 0 . 78.917 0.00. 0.11 .0.168 I 0 .79.000 0.00 0.11 0.167 I 0 79.083 0.00. .0.11. 0.166 I 0 . 79.167 0.00 0.11 0.166 I 0 79.250 0.00. 0.11 0.165 I 0 79.333 0.00 0.11 0.164 I 0 79.417 0.00 0.11 0.163 I 0 79.500 0.00 0.11 0.163 I 0 79.583 0.00 0.11 0.162 I 0 .79.667 0.00 0.11 0.161 I 0 79.750 0.00 0.11 0.160 I 0 79:833 0.00 0.11 0.159 I 0 79.917 0.00 0.11 0.159 I 0 80.000 0.00 0.11 0.158 I 0 80.083 0.00 0.11 0.157 I 0 80.167 0.00 0.11 0.156 1-0 80.250 0.00 0:11 0.156. I 0 80.333 0.00 0.11 0.155 I 0 80.417 0.00 0.11 0.154 I 0 80.500 0.00 0.11 0.153 I 0 80.583 0.00 0.11 0.153 I 0' 80.667 0.00 0.11 0.152 I 0 80.750 0.00 0.11 0.151 I O 80.833 0.00 0.11 0.150 I 0 80.917 0.00 0.11 0.149 I 0 81.000 0.00 0.11 0.149 I 0 81.083 0.00 0.11 0.148 I 0 81.167 0.00 0.11 0.147 I 0 81.250 0.00 0.11 0.146 I 0 81.333 0.00 0.11 0.146 I 0 81.417 0.00 0.11 0.145 I 0 81.500 0.00 0.11 0.144 I 0 81.583 0.00 0.11 0.143 I 0 81.667 0.00 0.11 0.143 I 0 81.750 0.00 0.11 0.142 I 0 81.833 0.00 0.11 0.141 I 0 81.917 0.00 0.11 0.140 I 0. 82.000 0.00 0.11 0.139 I 0. 82.083 0.00 0.11 0.139 I 0 82.167 0.00 0.11 0.138 I 0 82.250 0.00 0.11 0.137 I 0 82.333 0.00 0.11 0.136 I 0 2.17 2.16 2.15 2.14 2.13 2.12. 2.11' 2.11 2.10 2.09 2.08 2.07 2.06 2.05 2.04 2:03 2.02 2.02' 2.01 • ' 2.00 1.99 1.98 . 1.97 1.96 1.95 1.94 1.93 1.93 1.92 1.91 1.90 1.89 1.88' 1.87. 1.86• 1.85 1.84 1.84 1.83 1.82 1.81 1.80 1.79 1.78 1.77 1.76 1.76 1.75 1.74 1.73 1.72 .1.71 1.70 1.69 1.68 1.67 1.67 1.66 1.65 1.64 1.63 1.62 1.61 1.60 .1.59 1.5'9 82.417'. 0.00 0.11 0.136 I O I I I I 1.58 82.500 0.00 0.11 0.135 I O I I I I 1.57 82.583 0.00 0..11 0.134 I 0 I I I I 1.56. . 82.667 0.00 0.11 0.133 I 0 I I I I 1.55 82.750 0.00 0.11 0.133 I O I I I I. 1.54 82.833 .0.00.' 0.11 0.132 I O I I I I 1.53 82.917 0.00 0.11 0.131 I 0 I I I I 1.52 83.000 0.00 0.11 0.130 I 0 I I I I 1.51 - 83.083 0.00 0.11 0.129 I 0 I' I I I 1.51• 83.167.. 0.00 0.11 0.129 10 I I I I 1.50 83.250 0.00 0.11 0.128 I 0 I I. I I 1.49 83.333 0.00 0.11 °0.127 I O I I I I 1.48 83.417 0.00 0.11 0.126 I 0 I I I I 1.47 .. 83.500 0.00 0.11 0.126 IO . I I I I 1.46 83.583 0.00 0.11 0.125 IO I I I I 1.45.. 83.667 0.00 0.11 0.124 IO I I I I 1.44 83.750 0.00 0.11.. 0.123 IO I I I I 1.43 83.833 0.00 0.11 .0.123 IO I I I I ..1.42 83.917 0.00 0.11 0.122. IO I I I I 1.42 84.000 0.00 0.11 0.121 I0. I I I I 1.41 84.083 0.00 0.11 . 0.120 IO I I. I I 1.40 84.167 0.00 0:11 0.119 IO I, I I I 1.39 84.250 0.00 0.11 0.119 IO I I I I 1.38 84.333 0.00 0.11 0.118 IO I I I I 1:37 64.417 0.00 0.11 0.117 IO I I I I 1.36 84.'500 0.00 0.11 0.116 IO I I I I 1.35 84.583 0.00 0.11 0.116 IO . I I I I 1.34 84.667 0.00 0.11 .0.115 IO I I I I 1.34 84.750 0.00 0.11 0.114 IO I I I I 1.33 84.833 84.917 0.00 0.00 0.11 0.11, 0.113 0.113 IO IO I ( I I I I ( 1.32 I 1.31 85.000 0.00, 0.11 0.112 IO I I I I 1.30 85.083 .0.00 0.11 .0.111 IO I I I I 1.29 85.167 0.00 0.11 0.110 IO I I I I 1.28 85.250 0.00 0.11 0.109 IO I I I I 1.'27 85.333 0.00 0.11 0.109 IO I I I I 1.26 85.417 0.00 0.11 0.108. IO I I I I 1.26 85.500 0.00 0.11 0.107 IO I I I I 1.25 85.583 0.00 0.11 0.106 IO I' I I I 1.24 85.667 0.00 0.11 0.106 IO I I I I 1.23 85.750 0.00 0.11 0.105 I0 I I I I 1.22 85.833 0.00 0.11 0.104 IO I I I I 1.21 85.917' 0.00 0.11 0.103 IO I I I I 1.20 86.000 0.00 0.11 0.103 IO I I I I .1.19 86.083 0.00 0.11 0.102 IO I I I I 1.18 86.167 0.00 0.11 0.101 IO I I I I 1.18 86.250 0.00 0.11. 0.100 IO I I I I 1.17 86.333 0.00 0.11 0.100 IO I I I 1 1.16 86.417 .0.00 0.11 0.099 IO I I I I 1.15 86.500 0.00 0..11 0.098 IO I I I I 1.14 86.583 0.00 0.11 0.097 IO I I I I 1.13 86.667 0.00 0.11 0.096 IO I I I I 1.12 86.750 0.00 0.11 0:096 IO I I I I 1.11 86.833 0.00 0.11 0.095 IO I. I I I 1.10 86.917 0.00 0.11 0.094 IO I I I I 1.10 87.000 0.00 0.11 0.093 IO I I I I.. 1.09 87.083 0.00 0.11 0:093 IO I I I I 1.08 87.167 0.00 0.11 0.092 IO I I I I 1.07 87.250 0.00 0.11 0.091 IO I I I:. I 1.06 87.333 0:00 0.11 0.090 IO I I I I 1.05. 87.417 0.00 0.11 0.090 IO I i. I I 1.04 87,.500 0.00 0.11 0.089 IO I I I I 1.03 .87.583 0.00 0.11 0.088 IO I I I I. 1.02 87.667 0.00 0.11 0.087 IO I I ( I 1.02' 87.750 0.00 0.1.1 0.087 IO I I I I 1.01 87.833 0.00 0.11 0.086 IO I I I I 1.00 • • • 87 ..917 0.00 0.11 .0.085 .10 I I I I 0.99 88.000 0.00 0.11 0,084 IO I I I I 0.98 88.083 0.0.0 0.11 0.084 IO I I I I 0.97 88.167 0.00 0.11 0.083 IO I I I I 0.96 88.250 0.00 0.11 0.082 IO I I I I. 0.95 88.333 0.00 0.10 0.081 IO I I I I 0.95 88.417 0.00 0.10 0.081 IO I' I I I 0.94 88.500 0.00 0.10 0.080 IO I I I I 0.93 88.583 0.00 0.10 0.079 IO I I I I 0.92 88.667 0.00 0.10 0.078 IO I I I I 0.91 88.750 0.00 0.10. 0.078 IO I I I I 0.90 88.83.3 0.00 0.10 0.077 JO I I I I 0.90 Remaining water in basin = 0.08 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 1066 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 0.118 (CFS) Total volume = 0.811 (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 �. 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 07/28/05 File: 32070E24100.out Retention Basin #1 24- hour "duration, 100 -year storm event +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 .= 3.69(Ac.) = 0.006 Sq. Mi. Drainage "Area for Depth -Area Areal Adjustment = 3.69(Ac.) Sq. Mi. Length along longest watercourse = 690.00(Ft.) Length along longest watercourse measured to centroid = 260.00(Ft.) Length along longest watercourse = 0.131 Mi. Length along longest watercourse measured.to centroid = 0.049 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 53.5652 Ft. /Mi. Average Manning's 'N' = 0.020 / Lag.time = 0.033 Hr. Lag time = 1.99 Min. 25% of lag time = 0.50 Min. 40% of lag time = 0.79 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] 3.69 1.40 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 3.69 4.50 Weighting[1 *2] 5.17 Weighting(1 *2] 16.61 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % . Adjusted average point rain. -= 4.500(In) Sub -Area Data: Area(Ac.) Runovndex Impervi us 3.690 2.00 0.8 Total Area Entered 3.69(Ac.) . RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMIZ AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) .(In /Hr) 3 0 52.0 0.552 0.800 0.154 1.000 0.154 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) ! V77 (for 24 hour storm duration) / Soil low loss rate (decimal)­ 0.2.0 - ------- - - - - - - - - - - - - - - - - - - - - - - - - - - ----=- - - - - - - - - - - - - - - - - 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 0.083 251.660 50.279 1.870 2 0.167 503.320 41:946 1.560 3 0.250 754.981 6.393 0.238 4 0.333 1006.641 1.382 0.051 Sum = 100.000 Sum= 3.719 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss. rate(In.. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.036 0.274 0.009 0.03 2 0.17 0.07 0.036 0.273 0.009 0.03 3 0.25 0.07 0.036 0.272 0.009 0.03 4 0.33 0.10 0.054 0.271 0.014 0.04 5 0.42 0.10 0.054 0.270 0.014 0.04 6 0.50 0.10 0.054 0.269 0.014 0.04 7 0..58 0.10 0.054 0.267 .0.014 0.04 8 0.67 0.10 0.054 0.266 0.014 0.04 9 0.75 0.10 0.054 0.265 0.014 0.04 10 0.83 0.13 0.072 0.264 0.019 0.05 11 0.92 0.13 0.072 0.263 0.019 0.05 12 1.00 0.13 .0.072 0.262 0.019 0.05 13 1.08 0.10 0..054 0.261 0.014 0.04 14 1.17 0.10 0.054 0.260 0.014 0.04 15' 1.25 0.10 0.054 0.259 0.014 0.04 16 1.33 0.10 0.054 0.258 0.014 0.04 17 1.42 0.10 0.054 0.257 0.014 0.04 18 1.50 0.10 0.054 0.2561 0.014 0.04 19 1.58 0.10 0.054 0.255. 0.014 0.04 20 1.67 0.10 0.054 0.254 0.014 0.04 21 1.75 0.10 0.054 0.253 0.:014 0.04 22 1.83 0.13 0.072 0.252 0.019 0.05 23 1.92 0.13 0.072 0.251 0.019 0.05 24 2.00 0.13 0.072 0.250 0.019 0.05 25 2.08 0.13 0.072 .0.249 0.019 0.05 26 2.17 0.13 0.072 0.248 0.019 0.05 27 2.25 0.13 - 0.072 0.247 0.019 0.05 28 2.33 0.13 0.072 0.246 0.019 0.05 29 2.42 0.13 0.072 0.245' 0.019 6.05 30 2.50 0.13 0.072 0.244 0.019 0.05 31 2.58 0.17 0.090 0.243 0.023 0.07 32 2.67 0.17 0.090 0.242 0.023 0.07 33 2.75 0.17 0.090 0.241 0.023 0.07 34 2.83 0.17 0.090 0.240 0.023 0.07 35 .2.92 0.17 0.090 ..0.239 0.023 .0.07 36 3.00 0.17 0.090 0.238. 0.023 0.07 37 3.08 0.17 0.090 0.237 0.023 0.07 38 3.17 0.17 0.090 0.236 0.023 0.07 39 3.25 0.17 0.090 0.235 0.023 0.07 40 3.33 0.17 0.090 0.234 0.023 0:07 41 3.42 0.17 0.233 0.023 0.07 42 3:50 0.17 0.090 0.232. 0.023. 0.07 43 3.58 0.17 0.090 0.231 0.023 0.07 44 3.67 0.17 0.090 0.230 0.023 0.07 45 3.75 0.17 0.090 0.229 0.023 0.07 46 3.83 0.20 0.108 0.228 0.028 0.08 47 3.92 0.20 0.108 0.227 0.028 0.08 48 4.00 '0.20 0.108 0.226 0.028 0.08 49 4.08 0.20 0.108 0.225 0.028 0.08 50 4:17 0.20 0.108 0.224 0.028 .0.08 51 4.25 0.20 0.108 0.223 0.028 0.08 52 4.33 0.23 0.126 0.222 0.033 0.09 53 4.42 0.23 0.126 0.222 0.033 0.09 54 4.50 0.23 0.126 0.221 0.033 0,.09 55 4.58 0.23 0.126 0.220 0.033 0.09 56' 4.67 0.23. 0.126 0.219 0.033 0.09 57 4.75 0.23 0.126 0.218 0.033 0.09 58 4.83 0.27 0.144 0.217 0.037 0.11 59 4.92 0.27 0.144 0.216 0.037 0.11 60 5.00 0.27 0.144 0.215 0.037 0.11 61 5.08 0.20 0:108 0.214 0.028 0.08 62 5.17 0.20 0.108 0.213 0.028 0.08 63 5.25 0.20 0.108 0.212 0.028 0.08 64 5.33 0.23 0.126 0.211 0.033 0.09 65 5.42 0.23 0.126 0.210 0.033 0.09 66 5.50 0.23 0.126 0.209 0.033 0.09 67 5.58 0.27 0.144 0.208 0.037 0.11• 68 5.67 0.27 0.144 0.208 0.037 0.11 69 5.75 0.27 0.144 0.207 0.037 0.11 70 5.83 0.27 0.144 0.206. 0.037 0.11 71 5.92 0.27 0.144 0.205 0.037 0.11 72 6.00 0.27 0.144 0.204 0.037 0.11 73 6.08 0.30 0.162 0.203 0.042 0.12 74 6.17 0.30 0.162 0.202 0.042 0.12 75 6.25 0.30 0.162 0.201 0.042 0.12 76 6.33 0.30 0.162 0.200 0.042 0.12 77 6.42 0.30 0.162 0.199 0.042 0.12 78 6.50 0.30 0.162 0.198 0.042 0.12 79 6.58 0.33 0.180 0.198 0.047 0.13 80 6.67 0.33 0.180 0.197 0.047 0.13 81 6.75 0.33 0.180 0.196 0.047 0.13 82 6.83 0.33 0.180 0.195 0.047 0.13 83 6.92 0.33 0.180 0.194 0.047 0.13 84 7.00 0.33 0.180 0.193 0.047 0.13 85 7.08 0.33 0.180 0.192 0.047 0.13 86 7.17 0.33 0.180 0.191 0.047 0.13 .87 7.25 .0.33 0.180 0.191 0.047 0.13 88 7.33 0.37 0:198 0.190 - -- 0.01 89 7.42 0.37 0.198 0.189 - -- 0.01 90 7.50 0.37 0.198 .0.188 - -- 0.01 91 7.58 0.40 0.216 0.187 - -- 0.03 92 7.67• 0.40 0.216 0.186 0.03 93 7.75 0.40 0.216 0.185 - -- 0.,03 94 7.83 0.43 0.234 0.184 - -- 0.05 95 7.92 0.43 0.234 0.184 - -- 0.05 96 8.00 .0.43 0.234 0.183 - - -. 0.05 97 8.08 0.50 0.270 0.182 - -- 0.09 98 8.17 0.50 0.270 0.181 - -- 0.09 99 8.25 0.50 0.270 0.180 - -- 0.09 100 8.33 0.50 0.270'. 0.179 - -- 0..09 101 8.42. 0.50. 0.270 0.179 - -- 0.09 102' 8.50 0.50 0.270 0.178 - -- 0.09 103 8.58 0.53 0.288 0.177 - -- 0.11 104 8.67 .0.53 0.288 0.176,. - -- 0.11. 105 8.75 0.53 0.288 0.175 - -- 0.11 106 8.83 0.57 0.306. 0.174 - - -. 0.13 107 8.92 •0.57 0.306 0.174 - -- 0.13. 108 9.00 0.57 0.306 0.173 - -- 0.13 109 9.08 0.63 0.342 0.172 - -- 0.17 110 9.17 0.63 0.342 0.171 - -- 0.17 111 9.25 0.63 0.342 0.170 - -- 0.17 112 9:33 0.67 0.360 0.169, - -- 0.19 113 9.42 0.67 0.360 0.169 - -- 0.19 114 9.50 0.67 0.360 0.168 - -- 0.19 115 9.58 0.70 0.378 0.167 -. -- 0.21 116 9.67 0.70 0.378 0.166 - -- 0.21 117 9.75 0.70 0.378 0.165 - -- 0.21 118 9.83 0.73, .0.396' 0.165 - -- 0.23 119 9.92 0.73 0.396 0.164 - -- 0.23 120 10.00 0.73 0.396 0.163 - -- 0.23 121 10.08 0.50 0.270 0.162 - -- 0.11 122 .10.17 0.50 0.270 0.162 - -- 0.11 .123 10.25 0.50 0.270 0.161 - -- 0.11 124 10.33 0.50 0.270 0.160 - -- 0.11 125 10.42 0.50 0.270 0.159 - -- 0.11 126 10.50 0.50 0.270 0 '.158 - -- 0.11 127 10.58 0.67 0.360 0.158 - -- .0.20 128 129 10.67 10.75 0.67 0.67 0.360 0.360 0.157 - -- 0.156 0.20 0.20. . 130 10.83 0.67 0.360 _ -- 0.155 0.20 131 10.92 0.67 0.360 0.155 - -- 0.21 132 11.00 0.67 0.360 0.154 - -- 0.21 133 11.08 0.63 0.342 0.153 - -- 0.19 134 11.17 .0.63 0.342 0.152 - -- 0.19 135 11.25 0.63 :0.342 0.152 - -- 0.19 136: 11.33 0.63 0.342 0..151 - -- 0.19 137 11.42 0.63 0.342 0.150 -. -- 0.19 138 11.50 0.63 0.342 0.149 - -- 0.19 139 11.58 0.57 0.306 0.149 - -- 0.16 140 11.67, 0.57 0.306 0.148 - -- 0.1.6 141 11.75 0.57 0.306 0.147 - -- 0.16 142 11.83 0.60 0.324 0.146 - -- 0.18 143 11.92 0.60 0.324 0.146 - -- 0.18 144 12.00 0.60 0.324 0.145 - -- 0.18 .145 12.08 0.83 0.450 0.144, - -- 0.31 146 12.17 0.83 '0.450 0.143 - -- 0.31 147 12.25 0.83 0.450 0.143 - -- 0.31 148 12.33 0.87 0.468 0.142 - -- 0.33 149 12.42 0.87 0.468 0.141 - - -. 0.33 150 12.50 .0.87 0.468 0.141 - -- 0.33 151 12.58 0.93 0.504 0.140 - -- 0.36' 152 12:67 0.93 0.504 0.139 - -- 0.36 153 12.75 0.93 0.504 0.138 - -- 0.37 154 12.83 0.97 0.522 0.138 - -- 0:38 . 155 12.92 0.97 0.522 0.137 - -- 0.38 156 13.00 0.97 0.522 0.136 - -- 0.39 157 13.08 1.13 0.612 0.136 - -- 0.48 158' 13.17 1.13 0.612 0.135 -- 0.48 159 13.25 1.13 0.612 - 0.134 -- 0.48 160 13.33 1.13 0.612 0.134 - -- 0.48 161 13.42 1.13 0.612 0.133 - -- 0.48. 162 13.50 1.13 0.612 0.132. - -- 0.48 163 13.58 0.77 0.414 0.132 - -- 0.28 164' 13.67 0.77 0.414 0.131 - -- 0.28 • ,165 166 13.75 13.83 0.77 0.77 0.414 0.414. 0.130 0.130 =_= 0.28 0.28 167 13.92 0.77 0.414 0.129 0.29 168. 14.00 0.77 0.414 0.128 --- 0.29 169 14.08 0:90 0.486 0.128 - -- 0.36• 170 14.17• 0.90 0.486 0.127 - -- 0.36 171 .14.25 0.90 0.486 0.126 - -- 0.36 j 172 14.33.• 0.87 0.468 0.126 - -- 0.34 173 14.42. 0.87 0.468 0.125 - -- 0.34 174 14.50 0.87 0.468 0.124 - -- 0.34 j 175 14.58 0.87 0.468 0.124 - -- 0.34 176 14.67 0.87 0.468 0.123 - - -.. 0.34 177 14.75 0.87 0.468 0.123 - -- 0.35 178 14.83 0.83 0.450 0.122 - -- 0.33 179 14:92 0.83 0.450 0.121 - -- 0.33 180 15.00 0.83 0.450 0.121 - -- 0.33 181. 15'.08 0.8.0 0.432 0.120 - -- 0.31 182 15.17 0.80 0.432 0.119 - -- 0.31 183 15.25 0.80 0.432 0.119 - -- 0.31 184 15.33 0.77 0.414 0.118 - -- 0.30 185 .15.42. 0.77 0.414 0.118 - -- 0.30 18.6 15.50 0.77 0.414 0.117 - -- 0.30 187 15.:58 0.63 0.342 0.116 - -- 0.23 188 15.67 0.63 0.342 0. 116 - -- 0.23 189 15.75 0.63 0.342 0.115 - -- 0.23 190 15.83 0.63 0.342 0.115 - -- 0.23 191 .15.92 0.63 0.342 0.114 - -- 0.23 192 16.00 0.63 0.342 0.113 - -- 0.23 193' 16.08 0.13 0.072 0.113 0.019 0.05 194. 16.17 0.13 0.072 0.112 0.019 0.05 195 16.25 0.13 0.072 0.112 0.019 0.05 196 16.33 0.13. 0.072 0.111 0.019 0.05 197 16.42 0.13 0.072 0.111 0.019 0.05 198 16.50 0.13 0.072 0.110 0.019 0.05 199 16.58 0.10 0.054 0.109 0.014 0.04 200 16.67. 0.10 0.054 0.109 0.014 0.04 201 16.75 0.10 0.054 0.108 .0.014 0.04 202 16.83 0.10 0.054 0.108 0.014 0.04 .203 16.92 0.10 0.054 0.107 0.014 0.04 204 17.00 0.10 0.054 0.107 0.014 0.04 205 17.08 0.17 0.090 0.106 0.023 0.07 206 17.17 0.17 0.090 0.106 0.023 0.07 207 17.25 0.17 0.090 0.105 0.023 0.07 208 17.33 0.17 0.090 0.105 0.023 0.07 209 17.42 0.17 0.090 0.104 0.023 0.07 210 17.50 0.17 0.090 0.104 0.023 0.07 211 17.58 0.17 0.090 0.103 0.023 0.07 212 17.67 0.17 0.090 0.102 0.023 0.07 213 17.75 0.17 0.090 0.102 0.023 0.07 2 -14 17.83 0.13 0.072 0.101 0.019 0.05 215 17.92 0.13. 0.0.72 0.101 0.019 0.05 216 18.00 0.13 0.072 0.100 0.019 0.05 217 18.08 0.13 0.072 0.100 0.019 0.05 218 18.17 0.13 0.072 0.099 0.019 0.05 219 18.25 0.13 0.072 0.099 0.019 0.05 220 18.33 0.13 0.072 0.099 0.019 0.05 221 18.42 0.13 0.072 0.098 0.019 0.05 222 18.50 0.13 0.072 0.098 0.019 0..05 223 18.58 0.10 0.054 0.097 0.014 0.04 224 18.67 0.10 0.054 .0.097 0.014 0.04 225 18.75. 0.10 0.054 0.096 0.014 0.04 226 18.83 0.07 0.036 0.096 0.009 0.03 227. 18.92 0.07 0.036 0.095 0.009 0.03 .228 19.00 0.07 0.036. 0.095 0.009 0.03 229 19.08 0.10 0.054 0..094 0.014 0.04 230 19.17 0.10 0.054 0.094 0.014 0.04 • 231 232 19.25 19.33 0.10 0.13 0.054 0.072 0.093 0.093 0.014 0:019 0.04 0.05 233 19.42 .0.13 0.072 0.093 0.019 0.05 234 19.50 0.13 0.072 0.092 0.019 0.05 235. 19.58 0.10 0.054 0.092 0.014 0.04 236 19.67 0.10 0.054 0.091 0.014 0.04 237 19.75 0.10 0.054 0.091 0.014 0.04 238 19'.83 0.07 0.036 0.090 0.009 0.03 239 19.92 0.07 0.036 0.090 0.009 0:.03 240 20.00 0..07 0.036 0.090 0.009 0.03 241 20.08 0..10: '0.054 0.089 0.014 0.04 242 20'.17 0.10 0.054 0.089 0.014 0.04 243 20.25 0.10 0.054 0.089 0.014 0.04 244 20.33 0.10 0.054 0.088 0.014 0.04 245 20.42 0.10 0.054 0.088 0.014 0.04 246 20.50 0.10 0.054 0.087 0.014 0.04 247 20.58 0.10 0.054 0,087 0.014 0.04 248 20.67 0.10 0.054 0.087 0.014 0.04 249 20.75 0.10 0.054 0.086 0.014 0.04 250 20.83 0.07 0.036 0.086 0.009 0.03 251 20.92 0.07 0.036 0.086 0.009 0.03 252 21.00 0.07 0.036 .0.085 0.009 0.03 253 21.08 0.10 0.054 0.085 0.014 0.04 254 21.17 0.10 0.054 0.085 0.014 0.04 255 21.25 0.10 0.054 0.084 0.014 0.04 256 21.33 0.07 0.036 0.084 0.009. 0.03 257 21.42_ 0.07 0.036 0.084 0.009 0.03 258 21.50 0.07 0., 036 0.083 0.009 0.03 259 21.58 0.10 0.054 0.083 0.014 0.04 260 21.67 0.10 0.054 0.083 0.014 .0.04 261 21.75 0.10 0.054 0.082 0.014 0.04 262 21.83 0.07 0.036 0.082 0.009 0.03 263 21.92 0.07 0.036 0.082 0.009 0.03 264 22.00 0.07 0.036 0.082 0.009 0.03 265 22.08 0.10 0.054 0.081 0.014 0.04 266 22.17 0.10 0.054 0.081 0.014 '0.04 267 22.25 0.10 0.054 0.081 0.014 0.04 268 22.33 0.07 0.036 0.081 0.009 0.03 269 22.42 0.07 0.036 0.080 0.009 0.03 270 22.50 0.07 0.036 0.080 0.009 0.03 ,271 22.58 0.07 0.036 0.080 0.009 0.03 272 22.67 0.07 0.036' 0.080 0.009 0.03 273 22.75 0.07 0.036 0.079 0.009 0.03 274 22.83 0.07 0.036 0.079 0.009 0.03 275 22.92 0.07 0.036 0.079 0.009 0.03 276 23 .00 0.07 0.036 0.079 0.009 0.03 277 23.08 0.07 0.036' 0.079 0.009 0.03 278 23.17 0.07 0.036 0.078 0.009 0.03 279 23.25 0.07 0.036 0.078 .0.009 0.03 280 23.33 0.07 0.036 0.078 0.009 0.03 281 23.42 0.07 0436 0.078 0.009 0.03 282 23.50 0.07 .0.036 0.078 0.009 0.03 283 23.58 0.07 0.036 0.078 0.009 0.03 284 23.67 0.07 0.036 0.078 0.009 0.03 285 23.75 0.07 0.036 0.077 0.009 0.03 286 23.83 0.07 0.036 0:077 0.009 0.03 287 23.92 0.07 0.036 0.077 0.009 0.03 288. 24.00 0.07 0.036. 0.077 0.009 0.03 Sum = 100.0 Sum = 34.6 0 Flood volume =:-Effective rainfall 2.89(In) times area 3.7(Ac.) /[(In) /(Ft.)] = 0.9(Ac.Ft) Total soil loss = 1.61(In) Total soil loss = 0.496(Ac.Ft) Total rainfall 4.50(In) Flood volume = 38649.7 Cubic Feet Total soil loss = 21626.0 Cubic Feet -peak - flow- rate -of -this - hydrograph------------------ +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R. S T O R M R u n o f f H y d r o g r a 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' 0.0.010 0.09 Q 0 +15 0.0016 0.10 Q 0 +20 0.0025 0.. 12 Q 0 +25 ,0.0035 0.14 Q I. 0 +30 0.0045 0.15 Q 0 +35 0.0055 0.15 Q 0 +40 0.0066 0.15 Q 0 +45 0.0076 0.15 Q 0 +50 0.0088 0.17 Q 0 +55 0.0101 0.19 Q 1+ 0 0.0115 0.20 Q 1+ 5 0.0127 0.17 Q 1 +10 0.0137 0.15 Q 1 +15 0.0148 0.15 Q 1 +20 0.0158 0.15 Q 1 +25 0.0168 0.15 Q 1 +30 0.0178 '0.15 Q 1 +35 • 0.0189 0.15 Q 1 +40 0.0199 0.15 Q 1 +45 0.0209 0.15 Q 1 +50 0..0221 0.17 Q 1 +55 . 0.0234 0.19 QV 2+ 0 0.0248 0.20 QV 2+ 5 0.0262 0.20 QV 2 +10 0.0275 0.20 QV 2 +15 0.0289 0:20 QV 2 +20 0.0303 0.20 QV 2 +25 0.0316 0.20 'QV 2 +30 0.0330 0.20 'QV 2 +35 0.0345 0.22 QV 2 +40 0.0362 0.24_ QV 2 +45 0.0379 0.25 QV 2 +50 0.0396 0.25 QV 2 +55 0.0413 0.25 QV I I I• 3+ 0 0.0430 0.25 QV 3+ 5 0.0447 0.25 Q V 3 +10 0.0464 0.25 Q V 3 +15 0.0481 0.25 Q V 3 +20 0.0499 0.25 Q V 3 +25 0.0516 0.25 Q V 3 +30 0.0533 0.25 Q V 3 +35 0.0550 0.25 Q V 3 +40 0.0567 0.25 Q V 3 +45 0.0584 0.25 Q V 3 +50 ..0.0603 0.27 IQV I. 3 +55 0.0623 0.29 IQV 4+ 0 . 0.0643 0.30 IQV 4+ 5 0.0664 0.30 IQV 4 +10 0.0684 0.30 IQ V I 4 +15 0.0705 0.30 IQ V I 4 +20 0.0727 0.32 IQ V I 4 +25 0..0751 0.34 4 +30 0.0774 0.35 IQ V I I I I 4 +35 0.0798 0.35 JQ V 4 +40 0.0822 0.35. IQ V 4 +45 6.0846 0.35 I Q V • 4 +50.. 0.0872 0.37 'I0 V 4 +55 0.0899 0.39 IQ V 5+ 0 0.0926, 0.40 IQ 'V 5+ 5 0.0950 0.35 IQ V 5 +10 0.0971 0.31 IQ V 5 +15 0.0991 0.30 IQ V 5 +20 0.1014 0.32 IQ V 5 +25 0.1037 0.34 IQ V 5 +30 0.1061 0.35 IQ V 5 +35 0.1087 0.37 IQ V 5 +40 0.1114 0.39 IQ V 5 +45 0.1141 0.40 IQ V 5 +50 0.1168 .0.40 IQ V 5 +55 0.1196 0.40 IQ V 6+ 0 0.1223 0.40 IQ V 6+ 5 0.1252 0.42 IQ V 6 +10 0.1282 0.44 IQ V 6 +15 0.1313 0.45 IQ V 6 +20 0.1344 0.45 IQ V 6 +25 0.1375 0.45 IQ V 6 +30 0.1405 0.45 IQ V 6 +35 0.1438 0.47 IQ V 6 +40 0.1472 0.49 IQ V 6 +45 0.1506 0.49 IQ V 6 +50 0.1540 0.50 IQ V 6 +55 0.1574 0.50 IQ V 7+ 0 0.1608 0.50• IQ V 7+ 5 • 0.1642 0.50 IQ V 7 +10 0.1676 0.50 IQ V 7 +15 0.1710 0.50 IQ V 7 +20 0.1728 0.26 IQ V 7 +25 0.1733 0.07 Q V 7 +30 .0.1736 0.04 Q V 7 +35 0.1741 0.07 Q V 7 +40 0.1748 0.10 Q V 7 +4.5 0.1756 0.11 Q, V 7 +50 0.1766 0.15 Q V 7 +55 0.1779 0.18 Q V 8+ 0 0.1792 0.19 Q V 8+ 5 0.1809 0.26 IQ V 8 +10 0.1831 0.32 IQ V . 8 +15. 0.1854 0.33 IQ V 8 +20 0.1877 .0.34. IQ V 8 +25 0.1900 0.3.4 IQ V 8 +30 0.1924 "0.34 IQ V 8 +35 0.1950 0.38 IQ V 8 +40 0.1978 0.41 IQ V 8 +45 0.2007 0.42 IQ V 8 +50 0.2038 0.45 IQ V 8 +55 0.2072 0.49 IQ V 9+ 0 0.2106 0.49 IQ V 9+ 5 0.2144 0.56 I Q V 9 +10 0.2187 0.62 I Q V 9 +15 0.2231 0.64 I Q 9 +20 0.2278 0.67 I Q 9 +25 0.2326 0.70 I Q • 9 +30 0.2375 0.71 I Q 9 +35. 0.2427 0.75" I Q 9 +40 0.2481 0.78 I Q 9 +45 0.2535 0.79 I Q 9 +50 0.2592 0.83 I Q 9 +55 0.2651. .0.86 I Q 10+ 0 0.2710 0.86 I Q r i i i V V V V V' 10+ 5 0.2754 0..63 I •Q 10 +10 0.2784 0.44 IQ 10 +15' 0.2812 0.41 IQ 10 +20 0.2840 0.41 IQ 10 +25 0.2869 0.41 IQ 10 +30 0.2897 0.41 IQ 10 +35 0.2937 0.58 I Q 10 +40 0.2987 0.73 I Q 10 +45 0.3039 0.75'.I Q 10 +50 0.3092 0.76 I Q 10 +55 0.3144 0.76 I Q 11+ 0 0.3197 0.77 I Q 11+ 5 0.3247 0.73 I Q 11 +10 0.3296 0.71 I Q 11 +15 '0.3345 0.71 I.Q 11 +20 0.3394 0.71 I Q 11 +25 0.3443 0.71 I Q 11 +30 0.3492 0.72 I Q 11 +35. 0.3537 0.65 I Q 11 +40 0.3578 0.60 I Q , 11 +45 0.3619 0.59 I Q 11 +50 0.3662 0.63 I Q 11 +55 0.3707 0.66 I Q 12+ 0 0.3753 0.66 I Q 12+ 5 0.3815 0.90 I Q 12 +10 0.3891 1.10 I Q 12 +15 0.3969 1.14 I Q 12 +20 0.4051 1.18 I Q 12 +25 ..0.4134 1.21 I Q 12 +30 0.4218 1.22 I Q 12 +35- 0.4306 1.29 I Q 12 +40 0.4399 1.35 I Q 12 +45 0.4492 1.36 I Q . 12 +50 0.4588 1.39 I Q 12 +55 0.4686 1.43 I Q .13+ 0 0.4785 1.43 I Q 13 +.5 0.48.96 1.60 I Q 13 +10 0.5016 1.75 I Q 13 +15 0.5138 1.77 I Q 13 +20 0.5260 1.78 I Q 13 +25 0.5383 1.78 I Q 13 +30 0.5506 1.78 I Q 13 +35 0.5603 1.42 I Q 13 +40 0.5680. 1.11 I Q 13 +45 .0.5753 1.06 I Q 13 +50 0.5826 1.06 I Q 13 +55 0.5899 1.06 I Q 14+ 0 0.5972 1.06 I Q 14+ 5 0.6054 1.20 I Q 14 +10 0.6145 1.31 I Q 14 +15 0.623.7 ' -1.33 I Q 14 +20 0.6327 1.31 I Q 14 +25 0.6415 1.28 I Q. 14 +30 0.6503 1.28 I Q 14 +35 0.6591 1.28 I Q 14 +40 0.6679 1.28 I Q 14 +45 0.6768 1.28, I Q . 14 +50 0.6854 1.25 I Q 14 +55 0.6938 1.23 I Q 15+ 0 0.7023 1:23 I Q 15+ 5 0.7105 1.19 Q 15 +10 0.7185 1.17 I Q 15 +15 0.7265 1.16 I Q 15 +20 0.7343 1.13. I Q 15 +25 0.7420 1.11 I Q 15 +30 0.7496 1.10 I 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 t � I V V V V V V V V V V V V V V V V V V V V V r V V V V V V V V