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HomeMy WebLinkAboutCT 00-16; Poinsettia Properties; Part 2 Hydrology Study; 2002-02-01APPENDIX 4 Rational Method Computer Output: Minor Basins REP\2068DR.DOC A-4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ,:***,********************* DESCRIPTION OF STUDY ***************' POINSETTIA PROPERTIES PA 2, 3 & 4 HYDROLOGY ANALYSIS SYSTEM 4000 - SOUTHEAST BASIN BETWEEN LOTS 11-19 & AVE ENCINAS FILE: SYST4000.DAT - 100-YR, 6-HR STORM EVENT FILE NAME: C:\2068\SYST4000.DAT TIME/DATE OF STUDY: 11:03 09/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED •"USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 4000.00 TO NODE 4005.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 63.40 DOWNSTREAM ELEVATION = 61.96 ELEVATION DIFFERENCE = 1.44 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.604 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.827 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.13 FLOW PROCESS FROM NODE 4005.00 TO NODE 4010.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 61.96 DOWNSTREAM(FEET) = 54.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC) = 0.69 FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 11.54 Tc(MIN.) = 23.15 LONGEST FLOWPATH FROM NODE 4000.00 TO NODE 4010.00 = 615.00 FEET. FLOW PROCESS FROM NODE 4005.00 TO NODE 4010.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.451 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.42 TC(MIN) = 23.15 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.28 TC(MIN.) = 23.15 PEAK FLOW RATE(CFS) = 0.42 END OF RATIONAL METHOD ANALYSIS 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 >*******************«***** DESCRIPTION OF STUDY ****** POINSETTIA PROPERTIES PA 2, 3 & 4 HYDROLOGY ANALYSIS SOUTHERLY BASIN ADJACENT TO POINSETTIA LANE FILE: SYST5000.DAT - 100-YR, 6-HR STORM EVENT FILE NAME: C:\2068\SYST5000.DAT TIME/DATE OF STUDY: 11:26 09/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 5000.00 TO NODE 5005.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 126.40 UPSTREAM ELEVATION = 54.20 DOWNSTREAM ELEVATION = 52.40 ELEVATION DIFFERENCE = 1.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.692 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.808 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.15 FLOW PROCESS FROM NODE 5005.00 TO NODE 5010.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 52.40 DOWNSTREAM(FEET) = 49.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 378.00 CHANNEL SLOPE = 0.0077 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.15 FLOW VELOCITY(FEET/SEC) = 0.49 FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 12.93 Tc(MIN-) = 24.62 LONGEST FLOWPATH FROM NODE 5000.00 TO NODE 5010.00 = 504.40 FEET. FLOW PROCESS FROM NODE 5005.00 TO NODE 5010.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.356 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.71 TC(MIN) =24.62 FLOW PROCESS FROM NODE 5010.00 TO NODE 2615.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 0.71 PIPE TRAVEL TIME(MIN.) = 0.32 41.85 NUMBER OF PIPES = Tc(MIN.) = 24.95 LONGEST FLOWPATH FROM NODE 5000.00 TO NODE 2615.00 =607.40 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.61 0.71 TC(MIN.) =24.95 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY *********************** POINSETTIA PROPERTIES PA 2, 3, AND 4 - OFFSITE HYDROLOGY ANALYSIS EXIST. CONDITIONS FOR POINSETTIA LANE (NORTH SIDE) 100-YR STORM EVENT FILE: EX-PNLN.DAT FILE NAME: C:\2068\EX-PNLN.DAT TIME/DATE OF STUDY: 09:57 10/30/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 38.0 33.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.10 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6000.00 TO NODE 6005.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 76.22 DOWNSTREAM ELEVATION = 73.00 ELEVATION DIFFERENCE = 3.22 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.829 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 6005.00 TO NODE 6010.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»(STREET TABLE SECTION # 2 USED)<«« UPSTREAM ELEVATION(FEET) = 73.00 DOWNSTREAM ELEVATION(FEET) = 54.20 STREET LENGTH(FEET) = 401.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 33.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 8.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.805 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) = 1.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.64 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 6000.00 TO NODE 6010.00 = 501.60 FEET. FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 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.) = 8.15 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 **************************************************************************** FLOW PROCESS FROM NODE 6015.00 TO NODE 6020.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 122.40 UPSTREAM ELEVATION = 67.00 DOWNSTREAM ELEVATION = 60.50 ELEVATION DIFFERENCE = 6.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.712 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.39 FLOW PROCESS FROM NODE 6020.00 TO NODE 6010.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STREET TABLE SECTION # 2 USED)<«« UPSTREAM ELEVATION(FEET) = 60.50 DOWNSTREAM ELEVATION(FEET) = 54.20 STREET LENGTH(FEET) = 244.40 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 33.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN-) = 7.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.990 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) = 1.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.35 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 6015.00 TO NODE 6010.00 = 366.80 FEET. ************************************************************* FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« ~~ = = ;: = = — = —^ = —z:s = z:S — ~ — — = — = = — — — = — = — — — — — = — — —= ~ — — — — — = = — = — — = — — = — — = — = — = = = — — — = = — = — TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.69 RAINFALL INTENSITY(INCH/HR) = 4.99 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.92 8.15 4.805 0.41 2 1.76 7.69 4.990 0.36 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 3.61 7.69 4.990 2 3.62 8.15 4.805 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.62 Tc(MIN.) = 8.15 TOTAL AREA(ACRES) = 0.77 LONGEST FLOWPATH FROM NODE 6000.00 TO NODE 6010.00 = 501.60 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.77 TC(MIN.) = 8.15 PEAK FLOW RATE(CFS) = 3.62 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3, AND 4 - OFFSITE HYDROLOGY ANALYSIS * * DEVELOPED CONDITIONS FOR POINSETTIA LN (NORTH SIDE) AND AVENDIA ENCINAS * * (WEST SIDE) 100-YR STORM EVENT - FILE: DEV-PNLN.DAT * FILE NAME: C:\2068\DEV-PNLN.DAT TIME/DATE OF STUDY: 10:24 10/30/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 38.0 33.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0175 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = -0.10 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6100.00 TO NODE 6105.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 74 INITIAL SUBAREA FLOW-LENGTH = 175.10 UPSTREAM ELEVATION = 66.94 DOWNSTREAM ELEVATION = 65.54 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.699 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.986 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.72 FLOW PROCESS FROM NODE 6105.00 TO NODE 6110.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 65.54 DOWNSTREAM ELEVATION(FEET) = 59.43 STREET LENGTH(FEET) = 1018.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 33.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 10.70 Tc(MIN.) = 18.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.842 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 74 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) = 3.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.54 FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 6100.00 TO NODE 6110.00 = 1193.10 FEET. FLOW PROCESS FROM NODE 6110.00 TO NODE 6010.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STREET TABLE SECTION # 2 USED)<«« UPSTREAM ELEVATION(FEET) = 59.43 DOWNSTREAM ELEVATION(FEET) = 54.20 STREET LENGTH(FEET) = 193.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 33.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIMEfMIN.) = 0.99 Tc(MIN.) = 19.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.748 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 4.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.96 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 6100.00 TO NODE 6010.00 = 1386.60 FEET. FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.39 RAINFALL INTENSITY(INCH/HR) = 2.75 TOTAL STREAM AREA(ACRES) =1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 **************************************************************************** FLOW PROCESS FROM NODE 6000.00 TO NODE 6005.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 76.22 DOWNSTREAM ELEVATION = 73.00 ELEVATION DIFFERENCE = 3.22 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.829 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 6005.00 TO NODE 6010.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 73.00 DOWNSTREAM ELEVATION(FEET) = 54.20 STREET LENGTH(FEET) = 401.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 33.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIMEfMIN.) = 2.15 Tc(MIN.) = 8.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.805 ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) = 1.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.64 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 6000.00 TO NODE 6010.00 = 501.60 FEET. FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.41 19.39 2.748 1.75 2 1.92 8.15 4.805 0.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.44 8.15 4.805 2 5.51 19.39 2.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.51 Tc(MIN.) = 19.39 TOTAL AREA(ACRES) = 2.16 LONGEST FLOWPATH FROM NODE 6100.00 TO NODE 6010.00 = 1386.60 FEET. END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) 2.16 TC(MIN-) = 5.51 19.39 END OF RATIONAL METHOD ANALYSIS NOU-02-2001 11=44 CITY OF CflRLSBRD 760 431 5769 P.01/05 Date: To: Company: Fax No.: Citv of Carlsbad ineerinci Deoartment FAX TRANSMITTAL Number of pages being transmitted: "^ (Including this sheet) Time Sent: \\ J^ From: Division: Phone: ft/ Message: 1635 Faraday Avenue. Carlsbad, California 92008 Phone: (760) 602-2720 Fax: (760) 602-8562 — r NOU-02-2001 11:44 CITY OF CflRLSBflD 760 431 5769 P.03/05 NOU-02-2001 11:44 CITY OF CflRLSBflD 760 431 5769 P.04/05 / . /;// / // -' ; : - i : ! .' " 1 / / / // ^-,i I,'!'/ III : ': I i!i: f I / I '-;•;:" tit '.} ; '• NOU-02-2001 11=45 CITY OF CflRLSBflD 760 431 5769 P.05/05 Existing Conditions: 50-YEAR INTERIM STORM SUMMARY PS-2.1 in " A Watershed Area No. i 2 3 4 5 - Soil Group A A A A A Land Use Rdwy Rdwy Rdwy Rdwy Rdwy Coefficient 1.00 0.95 0.95 0.95 0.95 X 0.26 0.07 0.25 0.45 0.61 L ft 600 • 285 607 607 H n 23.4 - 11-7 23.5 23.5 Time of Concentration min 5.00 5.00 5.00 5.00 5.00 Intensity In/hr 5.53 5.53 5.53 Total- 5.53 5.53 Total- 100 Year Flow els 1.43 + 0.35 + 1.32 3.10 2.37 + 3.24 5.62 NOTE: Rdwy - roadway, medians, and cutfliM slopes 100-YEAR INTERIM STORM SUMMARY 2.5 in Drainage System No. A Watershed Area No. 1 2 3 4 5 Soil Group A A A A A Land Use Rdwy Rdwy Rdwy Rdwy Rdwy Runoff Coefficient 1.00 0.95 0.95 0.95 0.95 Area ac 0.26 0.07 0.25 0.45 0.61 L tt 600 - 285 807 607 H ft 23.4 - 11.7 23.5 23.5 Time of Concentration min 5.00 5.00 5.00 5.00 5.00 Rainfall Intensity in/hr 6.59 6.59 6.59 Total- 6.59 h 6.59 Total- 100 Year Flow cfs 1.70 + 0.42 + 1.57 3.69 2.82 + 3.86 6.B9 NOTE: Rdwy = roadway, medians, and cutffiH slopes TOTftL P.05 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY *********************** POINSETTIA PROPERTIES PLANNING AREAS 2,3 & 4 HYDROLOGY STUDY OFFSITE BASIN: LOT 5 LOCATED TO THE NORTH OF PROJECT(EXIST. CONDITION) FILE: LOT5-INT.DAT FILE NAME: C:\2068\LOT5-INT.DAT TIME/DATE OF STUDY: 14:46 02/02/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.10 IS CODE = >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.45 RAIN INTENSITY(INCH/HOUR) = 3.86 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 2.66 1 __ __ __ — — --. -_ — — — — — — —. — -_._,__ — —- — •+• I HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5" | | (SUBBASIN OS4) BY O'DAY CONSULTANTS, DATED 7/21/99 | FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 53.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0030 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.900 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 2.66 FLOW VELOCITY(FEET/SEC) = 0.60 FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 6.95 Tc(MIN.) = 18.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1110.30 = 250.00 FEET. FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.842 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 70 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 3.47 TC(MIN) = 18.40 FLOW PROCESS FROM NODE 1110.30 TO NODE 1110.40 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 53.25 DOWNSTREAM(FEET) = 52.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0030 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 3.47 FLOW VELOCITY(FEET/SEC) = 0.65 FLOW DEPTH(FEET) = 0.23 TRAVEL TIMEfMIN.) = 8.00 Tc(MIN.) = 26.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1110.40 = 560.00 FEET. FLOW PROCESS FROM NODE 1110.30 TO NODE 1110.40 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.252 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 70 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 2.76 TOTAL RUNOFF(CFS) = 4.15 TC(MIN) = 26.40 FLOW PROCESS FROM NODE 1110.40 TO NODE 1110.50 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 52.32 DOWNSTREAM(FEET) = 51.74 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 4.15 FLOW VELOCITY(FEET/SEC) = 0.64 FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN-) = 5.43 Tc(MIN.) = 31.83 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1110.50 = 770.00 FEET. FLOW PROCESS FROM NODE 1110.40 TO NODE 1110.50 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.996 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 70 SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 4.83 TC(MIN) = 31.83 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 31.83 PEAK FLOW RATE(CFS) = 4.83 END OF RATIONAL METHOD ANALYSIS APPENDIX 5 AES Storm Drainpipe Hydraulic Analysis Computer Output REP\2068DR.DOC A-5 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 1 (NEW STRM DRN IN AVENIDA ENCINAS) * * FILE: LINE1.DAT * FILENAME: C:\2068\LINE1.DAT TIME/DATE OF STUDY: 17:56 11/19/2001 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) 1000.00- 3.52* 737.53 0.74 199.54 } FRICTION 1005.00- 2.18* 333.79 1.08 DC 162.47 } JUNCTION 1010.00- 1.91* 256.29 0.75 160.04 } FRICTION } HYDRAULIC JUMP 1015.00- 1.02*Dc 139.55 1.02*Dc 139.55 } JUNCTION 1020.00- 1.34* 141.99 0.91 141.67 } FRICTION } HYDRAULIC JUMP 1025.00- 1.10*Dc 134.47 1.10*Dc 134.47 } CATCH BASIN 1025.00- 1.74* 108.74 1.10 DC 42.80 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1000.00 FLOWLINE ELEVATION = 52.45 PIPE FLOW = 10.49 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 55.966 FEET NODE 1000.00 : HGL = < 55.966>;EGL= < 56.037>;FLOWLINE= < 52.450> FLOW PROCESS FROM NODE 1000.00 TO NODE 1005.00 IS CODE = 1 UPSTREAM NODE 1005.00 ELEVATION = 53.82 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.49 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 66.68 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.52 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.516 2.137 3.587 737.53 51.076 2.500 2.137 2.571 426.32 NORMAL DEPTH(FT) = 0.71 CRITICAL DEPTH(FT) = 1.08 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 51.076 2.500 2.136 2.571 426.32 53.879 2.443 2.149 2.515 409.25 56.641 2.387 2.171 2.460 392.54 59.376 2.330 2.201 2.405 376.18 62.089 2.273 2.237 2.351 360.19 64.781 2.217 2.279 2.297 344.61 66.680 2.176 2.312 2.259 333.79 NODE 1005.00 : HGL = < 55.996>;EGL= < 56.079>;FLOWLINE= < 53.820> FLOW PROCESS FROM NODE UPSTREAM NODE 1010.00 1005.00 TO NODE ELEVATION = 1010.00 IS CODE = 5 54.15 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT. 9.32 10.49 0.23 0.00 30.00 30.00 18.00 0.00 28.31 90.00 0.00 54.15 53.82 55.15 0.00 1.02 1.08 0.18 0.00 0.94===Q5 EQUALS BASIN INPUT=== (FT/SEC) 2.322 2.313 0.215 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00060 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00060 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00060 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.002 FEET ENTRANCE LOSSES = 0.017 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.043)+( 0.017) = 0.060 NODE 1010.00 : HGL = < 56.055>;EGL= < 56.139>;FLOWLINE= < 54.150> FLOW PROCESS FROM NODE UPSTREAM NODE 1015.00 1010.00 TO NODE ELEVATION = 1015.00 IS CODE = 1 58.95 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.32 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 338.79 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.74 CRITICAL DEPTH(FT) = 1.02 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 1 1 1 2 3 4 5 6 1 9 11 14 17 20 25 31 39 50 72 338 .000 .024 .100 .232 .426 .689 .029 .453 .972 .599 .348 .236 .286 .523 .981 .705 .750 .195 .147 .766 .298 .157 .115 .914 .136 .790 FLOW DEPTH (FT) 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .018 .007 .996 .985 .974 .963 .952 .940 .929 .918 .907 .896 .885 .874 .863 .851 .840 .829 .818 .807 .796 .785 .774 .762 .751 .749 VELOCITY (FT/ SEC) 4 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 7 7 7 7 7 .960 .033 .109 .186 .266 .347 .432 .519 .608 .700 .795 .893 .994 .098 .205 .316 .431 .550 .672 .799 .931 .066 .207 .353 .504 .540 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .401 .401 .402 .403 .405 .407 .410 .414 .418 .423 .429 .435 .443 .451 .461 .471 .483 .496 .510 .525 .542 .561 .581 .603 .626 .632 139 139 139 139 140 140 140 140 141 141 142 143 143 144 145 146 147 148 150 151 152 154 155 157 159 160 .55 .58 .66 .80 .00 .26 .59 .97 .42 .94 .53 .20 .93 .74 .64 .61 .67 .81 .05 .38 .81 .34 .98 .73 .59 .04 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.91 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (FT) (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 2.376 4.738 7.084 9.412 11.721 14.010 16.275 18.515 20.725 22.904 25.047 27.149 29.206 31.209 33.153 35.027 36.821 38.521 40.112 41.571 42.874 43.988 44.868 45.458 45.677 338.790 T 1.905 1.870 1.834 1.799 1.764 1.728 1.693 1.657 1.622 1.586 1.551 1.515 1.480 1.444 1.409 1.373 1.338 1.302 1.267 1.231 1.196 1.160 1.125 1.089 1.054 1.018 2.321 2.366 2.413 2.464 2.517 2.574 2.634 2.698 2.765 2.837 2.913 2.994 3.080 3.172 3.269 3.374 3.485 3.605 3.733 3.870 4.018 4.178 4.350 4.537 4.740 4.960 1.018 4.960 -<Vrr» /"\T7 TLT\7TM->7\TTT T /""> TTTTUTTlhjixu wr nx jL/r\^-iuj_ix^ u unr- PRESSURE+MOMENTUM BALANCE OCCURS AT 34.21 DOWNSTREAM DEPTH 1.989 1.957 1.925 1.893 1.862 1.831 1.800 1.770 1.740 1.711 1.682 1.654 1.627 1.600 1.575 1.550 1.526 1.504 1.483 1.464 1.447 1.431 1.419 1.409 1.403 1.401 1.401 AMflT VCTCAPvAlj xo-Lo FEET UPSTREAM OF = 1.353 FEET, UPSTREAM CONJUGATE DEPTH 256.29 248.29 240.52 232.97 225.65 218.57 211.73 205.14 198.80 192.73 186.92 181.40 176.16 171.21 166.57 162.24 158.24 154.57 151.26 148.32 145.76 143.61 141.88 140.61 139.82 139.55 139.55 NODE 1010.00 = 0.749 FEET NODE 1015.00 : HGL = < 59.968>;EGL= < 60.351>;FLOWLINE= < 58.950> FLOW PROCESS FROM NODE UPSTREAM NODE 1020.00 1015.00 TO NODE ELEVATION = 1020.00 IS CODE = 5 59.95 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 8.12 9.32 0.00 0.00 DIAMETER ( INCHES ) 18.00 30.00 0.00 0.00 ANGLE (DEGREES) 90.00 - 0.00 0.00 FLOWLINE ELEVATION 59.95 58.95 0.00 0.00 CRITICAL DEPTH ( FT . ) 1.10 1.02 0.00 0.00 VELOCITY (FT/ SEC) 4.881 4.962 0.000 0.000 1.20===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00531 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00426 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00478 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.076 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.230)+( 0.076) = 1.307 NODE 1020.00 : HGL = < 61.287>;EGL= < 61.657>;FLOWLINE= < 59.950> FLOW PROCESS FROM NODE 1020.00 TO NODE 1025.00 IS CODE = 1 UPSTREAM NODE 1025.00 ELEVATION = 60.79 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.12 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 63.30 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.90 CRITICAL DEPTH(FT) = 1.10 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.10 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 8 10 12 14 17 21 26 33 43 60 63 .000 .022 .090 .208 .382 .615 .916 .290 .747 .296 .950 .723 .633 .702 .959 .438 .188 .273 .783 .849 .677 .609 .289 .159 .855 .300 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 .104 .096 .087 .079 .071 .063 .055 .047 .038 .030 .022 .014 .006 .997 .989 .981 .973 .965 .957 .948 .940 .932 .924 .916 .907 .907 VELOCITY (FT/SEC) 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 7 7 7 7 7 .824 .869 .916 .964 .013 .063 .114 .166 .219 .274 .330 .387 .445 .505 .566 .628 .692 .758 .825 .893 .963 .035 .108 .183 .260 .260 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .631 .631 .631 .632 .633 .634 .635 .637 .639 .642 .645 .648 .651 .655 .659 .664 .669 .674 .680 .687 .694 .701 .709 .717 .727 .727 134 134 134 134 134 134 134 135 135 135 135 135 136 136 136 137 137 137 138 138 139 139 140 141 141 141 .47 .48 .51 .57 .65 .75 .87 .02 .19 .38 .60 .85 .12 .42 .75 .11 .49 .90 .35 .82 .32 .86 .43 .03 .67 .67 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.34 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.337 4.880 1.707 141.99 0.677 1.328 4.906 1.702 141.43 1.337 1.319 4.933 1.697 140.90 1.980 1.309 4.961 1.692 140.38 2.606 1.300 4.989 1.687 139.88 3.214 1.291 5.019 1.682 139.40 3.804 1.281 5.050 1.677 138.94 4.376 1.272 5.081 1.673 138.51 4.929 1.263 5.114 1.669 138.09 5.462 1.253 5.147 1.665 137.69 5.974 1.244 5.181 1.661 137.32 6.466 1.235 5.217 1.657 136.97 6.935 1.225 5.253 1.654 136.63 7.381 1.216 5.290 1.651 136.32 7.803 1.207 5.329 1.648 136.04 8.200 1.197 5.368 1.645 135.77 8.569 1.188 5.409 1.642 135.53 8.910 1.179 5.450 1.640 135.31 9.221 1.169 5.493 1.638 135.12 9.500 1.160 5.536 1.636 134.95 9.744 1.150 5.581 1.635 134.81 9.951 1.141 5.627 1.633 134.69 10.118 1.132 5.675 1.632 134.59 10.242 1.122 5.723 1.631 134.53 10.320 1.113 5.773 1.631 134.49 10.347 1.104 5.824 1.631 134.47 63.300 1.104 5.824 1.631 134.47 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 0.39 FEET UPSTREAM OF NODE 1020.00 | j DOWNSTREAM DEPTH = 1.332 FEET, UPSTREAM CONJUGATE DEPTH = 0.907 FEET j NODE 1025.00 : HGL = < 61.894>;EGL= < 62.421>;FLOWLINE= < 60.790> ****************************************************************************** FLOW PROCESS FROM NODE 1025.00 TO NODE 1025.00 IS CODE = 8 UPSTREAM NODE 1025.00 ELEVATION = 60.79 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 8.12 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 5.83 FEET/SEC. VELOCITY HEAD = 0.527 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.527) = 0.105 NODE 1025.00 : HGL = < 62.526>;EGL= < 62.526>;FLOWLINE= < 60.790> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1025.00 FLOWLINE ELEVATION = 60.79 ASSUMED UPSTREAM CONTROL HGL = 61.89 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 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 1A * FILE: LINE1A.DAT FILE NAME: C:\2068\LINE1A.DAT TIME/DATE OF STUDY: 13:28 02/02/2002 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) 1050.00- 0.91* 27.45 0.09 4.42 } FRICTION } HYDRAULIC JUMP 1055.00- 0.21*Dc 2.04 0.21*Dc 2.04 } CATCH BASIN 1055.00- 0.29* 1.07 0.21 DC 0.75 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1050.00 FLOWLINE ELEVATION = 55.15 PIPE FLOW = 0.31 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 56.056 FEET NODE 1050.00 : HGL = < 56.056>;EGL= < 56.057>;FLOWLINE= < 55.150> FLOW PROCESS FROM NODE 1050.00 TO NODE 1055.00 IS CODE = 1 UPSTREAM NODE 1055.00 ELEVATION = 59.10 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.31 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.001 0.005 0.011 0.020 0.033 0.049 0.071 0.097 0.130 0.171 0.220 0.279 0.352 0.439 0.546 0.676 0.836 1.037 1.290 1.619 2.059 2.679 3.633 5.415 18.250 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS 0.09 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/ SEC) 0.205 2.131 0.200 2.205 0.196 2.284 0.191 2.368 0.186 2.458 0.181 2.553 0.176 2.655 0.172 2.764 0.167 2.881 0.162 3.007 0.157 3.142 0.153 3.288 0.148 3.445 0.143 3.616 0.138 3.802 0.133 4.005 0.129 4.227 0.124 4.470 0.119 4.738 0.114 5.034 0.109 5.363 0.105 5.729 0.100 6.141 0.095 6.604 0.090 7.130 0.090 7.200 RESULTS CRITICAL DEPTH (FT) 0.21 INFORMATION: SPECIFIC ENERGY (FT) 0.276 0.276 0.277 0.278 0.280 0.283 0.286 0.290 0.296 0.303 0.311 0.320 0.332 0.346 0.363 0.383 0.406 0.434 0.468 0.508 0.556 0.615 0.686 0.773 0.880 0.895 0.21 PRESSURE* MOMENTUM ( POUNDS ) 2.04 2.04 2.04 2.05 2.07 2.09 2.12 2.15 2.18 2.23 2.28 2.34 2.41 2.48 2.57 2.67 2.78 2.90 3.04 3.20 3.38 3.59 3.82 4.08 4.38 4.42 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.91 GRADUALLY VARIED FLOW PROFILE COMPUTED DISTANCE FROM CONTROL (FT) 0.000 0.129 0.258 0.387 0.516 0.645 0.773 0.902 1.030 1.159 1.287 1.414 INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/ SEC) 0.906 0.278 0.878 0.288 0.850 0.300 0.822 0.313 0.794 0.326 0.766 0.342 0.738 0.358 0.710 0.376 0.682 0.397 0.654 0.419 0.626 0.444 0.598 0.472 ENERGY ( FT ) 0.907 0.879 0.851 0.823 0.796 0.768 0.740 0.712 0.684 0.656 0.629 0.601 PRESSURE+ MOMENTUM ( POUNDS ) 27.45 25.54 23.71 21.94 20.26 18.64 17.10 15.63 14.24 12.93 11.68 10.52 542 669 795 921 045 168 290 409 524 634 736 825 893 922 18.250 0.570 0.542 .514 .486 .458 .429 .401 .373 0.345 0.317 .289 .261 .233 .205 .205 0.503 0.539 579 626 679 742 815 902 008 137 297 502 769 131 131 0.574 0.546 0.519 0.492 0.465 438 412 386 361 337 315 296 282 276 276 9.42 8.40 7.46 6.58 5.78 5.06 4.40 3.82 3.32 2.89 2.54 2.27 2.10 2.04 2.04 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 2.29 FEET UPSTREAM OF NODE 1050.00 | | DOWNSTREAM DEPTH = 0.402 FEET, UPSTREAM CONJUGATE DEPTH = 0.090 FEET j NODE 1055.00 : HGL = < 59.305>;EGL= < 59.376>;FLOWLINE= < 59.100> FLOW PROCESS FROM NODE 1055.00 TO NODE 1055.00 IS CODE = 8 UPSTREAM NODE 1055.00 ELEVATION = 59.10 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.31 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.13 FEET/SEC. VELOCITY HEAD = 0.071 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.071) = 0.014 NODE 1055.00 : HGL = < 59.390>;EGL= < 59.390>;FLOWLINE= < 59.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1055.00 FLOWLINE ELEVATION = 59.10 ASSUMED UPSTREAM CONTROL HGL = 59.31 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 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE IB * FILE: LINE1B.DAT FILENAME: C:\2068\LINE1B.DAT TIME/DATE OF STUDY: 10:33 02/05/2002 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) 1060.00- 0.20 DC 1.95 0.18* 2.02 } FRICTION 1065.00- 0.20*Dc 1.95 0.20*Dc 1.95 } CATCH BASIN 1065.00- 0.29* 1.03 0.20 DC 0.72 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1060.00 FLOWLINE ELEVATION = 59.92 PIPE FLOW = 0.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 59.968 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.05 FT.) IS LESS THAN CRITICAL DEPTH( 0.20 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 1060.00 : HGL = < 60.095>;EGL= < 60.200>;FLOWLINE= < 59.920> ******************************************************* FLOW PROCESS FROM NODE 1060.00 TO NODE 1065.00 IS CODE = 1 UPSTREAM NODE 1065.00 ELEVATION = 60.12 (FLOW IS SUPERCRITICAL) •oat? CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) =0.17 CRITICAL DEPTH (FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = GRADUALLY 0.20 0.20 VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW CONTROL (FT) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 1. 1. 2. 2. 3. 4. 5. 7. 20. NODE 1065 ************ 000 003 Oil 026 047 076 112 158 215 282 362 457 569 700 855 036 251 506 813 188 656 258 073 276 430 000 .00 : HGL = < ************* DEPTH VELOCITY (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * FLOW PROCESS FROM NODE UPSTREAM NODE 1065.00 .202 .201 .200 .199 .197 .196 .195 .194 .193 .192 .191 .190 .189 .187 .186 .185 .184 .183 .182 .181 .180 .179 .178 .176 .175 .175 60. * * ** * 1065. (FT/SEC) 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 112 129 147 164 182 200 218 236 255 274 293 313 333 353 373 394 415 436 458 480 502 525 548 572 595 598 322>;EGL= < *********** 00 TO NODE ELEVATION = SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 60.391>; *********** 1065.00 IS 271 271 271 271 271 272 272 272 272 272 273 273 273 273 274 274 275 275 276 276 277 278 278 279 280 280 FLOWLINE= ********** CODE = 8 60.12 (FLOW IS AT 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 2. 2. 2. 2. 2. 2. 95 95 95 95 95 96 96 96 96 96 96 97 97 97 97 98 98 99 99 99 00 00 01 01 02 02 < 60.120> ******** CRITICAL ******* DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.30 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.11 FEET/SEC. VELOCITY HEAD = 0.069 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = . 2*( 0.069) = 0.014 NODE 1065.00 : HGL = < 60.405>;EGL= < 60.405>;FLOWLINE= < 60.120> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1065.00 FLOWLINE ELEVATION = 60.12 ASSUMED UPSTREAM CONTROL HGL = 60.32 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 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 1C - TIES INTO EXIST SD IN POINSETTIA LANE * * FILE: LINE1C.DAT * ************************************************************************** FILE NAME: C:\2068\LINE1C.DAT TIME/DATE OF STUDY: 16:35 02/05/2002 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) 1070.00- 2.41* 183.24 0.24 DC 2.98 } FRICTION+BEND 1075.00- 2.16* 155.78 0.24 DC 2.98 } CATCH BASIN 1075.00- 2.16* 155.70 0.24 DC 1.10 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1070.00 FLOWLINE ELEVATION = 50.74 PIPE FLOW = 0.42 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 53.150 FEET NODE 1070.00 : HGL = < 53.150>;EGL= < 53.151>;FLOWLINE= < 50.740> ****************************************************************************** FLOW PROCESS FROM NODE 1070.00 TO NODE 1075.00 IS CODE = 3 UPSTREAM NODE 1075.00 ELEVATION = 50.99 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 0.42 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 40.500 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 49.07 FEET BEND COEFFICIENT(KB) = 0.16771 FLOW VELOCITY = 0.24 FEET/SEC. VELOCITY HEAD = 0.001 FEET HB=KB*(VELOCITY HEAD) = ( 0.168)*( 0.001) = 0.000 ""*"" SF=(Q/K)**2 = (( 0.42)/( 105.099))**2 = 0.00002 HF=L*SF = ( 49.07)*(0.00002) = 0.001 TOTAL HEAD LOSSES = HB + HF = ( 0.000)+( 0.001) = 0.001 NODE 1075.00 : HGL = < 53.151>;EGL= < 53.152>;FLOWLINE= < 50.990> FLOW PROCESS FROM NODE 1075.00 TO NODE 1075.00 IS CODE = 8 UPSTREAM NODE 1075.00 ELEVATION = 50.99 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.42 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 0.24 FEET/SEC. VELOCITY HEAD = 0.001 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.001) = 0.000 NODE 1075.00 : HGL = < 53.152>;EGL= < 53.152>;FLOWLINE= < 50.990> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1075.00 FLOWLINE ELEVATION = 50.99 ASSUMED UPSTREAM CONTROL HGL = 51.23 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY * POINSETTIA PROPERTIES PLANNING AREAS 2, 3 & 4 * STORM DRAIN LINE 2 * FILE: LINE2.DAT FILE NAME: C:\2068\LINE2.DAT TIME/DATE OF STUDY: 10:38 11/12/2001 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 2010 2015 2020 .00- } .00- } .00- PROCESS HEAD (FT) MOMENTUM ( POUNDS ) FRICTION JUNCTION 4. 4. 4. 81* 77* 92* 4026 3984 4098 .20 .30 .07 DEPTH 2 2 2 (FT) MOMENTUM ( POUNDS ) .88 .98 .69 DC 2883 2878 2837 .43 .48 .80 } FRICTION+BEND 2025 2030 2035 .00- } .00- } .00- FRICTION JUNCTION 4. 4. 4. 74* 34* 23* 3903 3506 3283 .72 .27 .27 2 2 2 .71 .95 .98 DC DC 2831 2801 2741 .97 .40 .54 } FRICTION+BEND 2036 2040 2045 2050 2055 2060 2065 2070 .00- } .00- } .00- } .00- } .00- } .00- } .00- } .00- FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 4. 4. 4. 4. 4. 4. 4. 4. 18* 08* 35* 03* 44* 29* 50* 34* 3248 3173 3309 3057 3186 3062 3160 3007 .01 .81 .51 .24 .99 .43 .16 .27 2 2 2 2 2 2 2 2 .98 .98 .81 .93 .80 .80 .74 .74 DC DC DC DC DC DC DC 2741 2741 2635 2628 2341 2341 2201 2201 .54 .54 .03 .59 .24 .24 .48 .48 } FRICTION+BEND 2075.00- } FRICTION 2080.00- 4.05* 3.94* 2772.91 2686.28 2.74 DC 2.74 DC 2201.48 2201.48 } FRICTION+BEND 2085.00- } FRICTION 2090.00- } JUNCTION 2095.00- } FRICTION 2100.00- } JUNCTION 2105.00- } FRICTION 2110.00- } JUNCTION 2115.00- } FRICTION 2120.00- } JUNCTION 2125.00- } FRICTION 2130.00- } JUNCTION 2135.00- } FRICTION 2140.00- } JUNCTION 2145.00- } FRICTION 2150.00- } JUNCTION 2155.00- } FRICTION 2160.00- } JUNCTION 2165.00- } FRICTION 2170.00- } JUNCTION 2175.00- } FRICTION 2180.00- } JUNCTION 2185.00- } FRICTION 2186.00- 3.73* 3.59* 3.86* 3.53* 3.87* 3.51* 3.68* 3.38* 3.07* 2.99* 3.46* 3.36* 3.61* 3.38* 3.92* 3.73* 3.88* 3.70* 4.42* } HYDRAULIC 2.20*Dc 2.89 2.58 2550.62 2462.89 2571.25 2366.22 2470.67 2232.81 2321.17 2145.92 1941.85 1919.62 2041.08 1993.39 2084.94 1960.68 2051.71 1921.49 1969.73 1846.81 2337.17 JUMP 1202.66 1271.32 1180.23 2.74 DC 2.74 DC 2.69 DC 2.69 DC 2.61 DC 2.61 DC 2.59 DC 2.59 DC 2.62 DC 2.62 DC 2.57 DC 2.57 DC 2.54 DC 2.54 DC 2.32 DC 2.32 DC 2.26 DC 2.26 DC 1.71 2.20*Dc 1.40* 1.41* 2201.48 2201.48 2111.90 2111.90 1949.82 1949.82 1923.75 1923.75 1870.46 1870.46 1790.08 1790.08 1736.77 1736.77 1380.60 1380.60 1290.34 1290.34 1314.52 1202.66 1473.35 1463.08 } FRICTION+BEND 2187.00- } FRICTION 2190.00- } JUNCTION 2195.00- } FRICTION 2200.00- 2.21 DC 2.21*Dc 2.99 1.87 DC 1138.36 1138.36 959.72 695.24 1.49* 2.21*Dc 1.10* 1.30* 1393.04 1138.36 975.72 829.40 } FRICTION+BEND 2205.00- 1.87 DC 695.24 1.62* 716.85 } FRICTION 2210.00- 1.87*Dc 695.24 1.87*Dc 695.24 } JUNCTION 2215.00- 2.56* 7i4.66 1.81 DC 593.96 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2010.00 FLOWLINE ELEVATION = 34.13 PIPE FLOW = 109.34 CFS PIPE DIAMETER = 60.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 38.940 FEET NODE 2010.00 : HGL = < 38.940>;EGL= < 39.434>;FLOWLINE= < 34.130> FLOW PROCESS FROM NODE 2010.00 TO NODE 2015.00 IS CODE = 1 UPSTREAM NODE 2015.00 ELEVATION = 34.18 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 109.34 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 10.11 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.78 CRITICAL DEPTH(FT) = 2.98 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.81 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.810 5.637 5.304 4026.20 10.110 4.771 5.660 5.269 3984.30 NODE 2015.00 : HGL = < 38.951>;EGL= < 39.449>;FLOWLINE= < 34.180> FLOW PROCESS FROM NODE 2015.00 TO NODE 2020.00 IS CODE = 5 UPSTREAM NODE 2020.00 ELEVATION = 34.19 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 107.11 60.00 0.00 34.19 2.95 5.475 DOWNSTREAM 109.34 60.00 - 34.18 2.98 5.661 LATERAL fl 2.21 18.00 90.00 35.94 0.56 1.251 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00153 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00153 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00153 JUNCTION LENGTH = FRICTION LOSSES = 1.50 FEET 0.002 FEET ENTRANCE LOSSES = 0.100 FEET JUNCTION LOSSES = (DY+HV1-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.024)+( 0.100) = 0.124 NODE 2020.00 : HGL = < 39.107>;EGL= < 39.573>;FLOWLINE= < 34.190> FLOW PROCESS FROM NODE 2020.00 TO NODE 2025.00 IS CODE = 3 UPSTREAM NODE 2025.00 ELEVATION = 34.41 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 107.11 CFS PIPE DIAMETER = 60.00 INCHES CENTRAL ANGLE = 23.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 40.21 FEET NORMAL DEPTH(FT) = 2.66 CRITICAL DEPTH(FT) = 2.95 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.92 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.917 5.473 5.383 4098.07 18.365 4.838 5.507 5.310 4009.37 36.156 4.760 5.551 5.239 3923.42 40.210 4.741 5.563 5.222 3903.72 NODE 2025.00 : HGL = < 39.151>;EGL= < 39.632>;FLOWLINE= < 34.410> FLOW PROCESS FROM NODE 2025.00 TO NODE 2030.00 IS CODE = 1 UPSTREAM NODE 2030.00 ELEVATION = 34.88 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 107.11 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 87.31 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.68 CRITICAL DEPTH(FT) = 2.95 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.741 5.563 5.222 3903.72 16.098 4.670 5.612 5.159 3828.23 31.905 4.598 5.667 5.097 3754.84 47.457 4.526 5.729 5.036 3683.55 62.778 4.455 5.796 4.977 3614.41 77.885 4.383 5.869 4.918 3547.46 87.310 4.338 5.918 4.882 3506.27 NODE 2030.00 : HGL = < 39.218>;EGL= < 39.762>;FLOWLINE= < 34.880> FLOW PROCESS FROM NODE 2030.00 TO NODE 2035.00 IS CODE = 5 UPSTREAM NODE 2035.00 ELEVATION = 35.38 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 102.78 107.11 4.31 0.00 0.02 = DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 54.00 45.00 35.38 2.98 60.00 - 34.88 2.95 18.00 0.00 38.38 0.80 0.00 0.00 0.00 0.00 ==Q5 EQUALS BASIN INPUT=== 6.629 5.920 3.327 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00236 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00155 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00195 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.109 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.417)+( 0.109) = 0.526 NODE 2035.00 : HGL = < 39.605>;EGL= < 40.287>;FLOWLINE= < 35.380> FLOW PROCESS FROM NODE 2035.00 TO NODE 2036.00 IS CODE = 3 UPSTREAM NODE 2036.00 ELEVATION = 35.50 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 102.78 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 35.34 FEET NORMAL DEPTH(FT) = 3.33 CRITICAL DEPTH(FT) = 2.98 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.23 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.225 6.627 4.907 3283.27 27.863 4.189 6.661 4.879 3255.47 35.340 4.179 6.671 4.871 3248.01 NODE 2036.00 : HGL = < 39.679>;EGL= < 40.371>;FLOWLINE= < 35.500> FLOW PROCESS FROM NODE 2036.00 TO NODE 2040.00 IS CODE = 1 UPSTREAM NODE 2040.00 ELEVATION = 35.75 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 102.78 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 72.49 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.31 CRITICAL DEPTH(FT) = 2.98 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.18 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 25.340 50.434 72.490 FLOW DEPTH (FT) 4.179 4.145 4.110 4.079 VELOCITY (FT/ SEC) 6.671 6.707 6.745 6.781 SPECIFIC ENERGY (FT) 4.871 4.843 4.817 4.793 PRESSURE+ MOMENTUM ( POUNDS ) 3248.01 3221.72 3196.04 3173.81 NODE 2040.00 : HGL = < 39.829>;EGL= < 40.543>;FLOWLINE= < 35.750> ****************************************************************************** FLOW PROCESS FROM NODE 2040.00 TO NODE 2045.00 IS CODE = 5 UPSTREAM NODE 2045.00 ELEVATION = 35.77 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 99.59 54.00 0.00 35.77 2.93 6.324 DOWNSTREAM 102.78 54.00 - 35.75 2.98 6.783 LATERAL #1 2.99 18.00 90.00 38.77 0.66 1.963 LATERAL #2 0.18 18.00 90.00 38.77 0.16 0.118 Q5 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00225 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00239 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00232 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.009 FEET ENTRANCE LOSSES = 0.143 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.059)+( 0.143) = 0.202 NODE 2045.00 : HGL = < 40.124>;EGL= < 40.745>;FLOWLINE= < 35.770> FLOW PROCESS FROM NODE 2045.00 TO NODE 2050.00 IS CODE = 1 UPSTREAM NODE 2050.00 ELEVATION = 36.24 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 99.59 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 93.24 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.81 CRITICAL DEPTH(FT) = 2.93 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.35 _.. _ A — — — — — — — — — , , _ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 17.502 34.430 50.897 66.976 82.719 93.240 FLOW DEPTH (FT) 4.354 4.298 4.241 4.184 4.127 4.070 4.031 VELOCITY (FT/ SEC) 6.322 6.362 6.408 6.460 6.517 6.580 6.626 SPECIFIC ENERGY (FT) 4.975 4.926 4.879 4.832 4.787 4.743 4.713 PRESSURE+ MOMENTUM ( POUNDS ) 3309.51 3261.44 3214.99 3170.09 3126.71 3084.87 3057.24 NODE 2050.00 : HGL = < 40.271>;EGL= < 40.953>;FLOWLINE= < 36.240> FLOW PROCESS FROM NODE UPSTREAM NODE 2055.00 2050.00 TO NODE ELEVATION = 2055.00 IS CODE = 5 36.26 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 2.80 5.756 2.93 6.628 0.94 2.414 0.43 0.868 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 91 99 6 1 0 .28 54 .59 54 .95 24 .34 18 .02===Q5 .00 .00 .00 .00 EQUALS 0.00 90.00 90.00 BASIN 36. 36. 38. 39. INPUT=== 26 24 76 26 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00211 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.120)+( 0.136) = 0.256 NODE 2055.00 : HGL = < 40.695>;EGL= < 41.210>;FLOWLINE= < 36.260> 0.00196 0.00227 0.136 FEET FLOW PROCESS FROM NODE 2055.00 TO NODE 2060.00 IS CODE = 1 UPSTREAM NODE 2060.00 ELEVATION = 36.54 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 91.28 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 80.68 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = DOWNSTREAM CONTROL 3.01 CRITICAL DEPTH (FT) = 2.80 ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE DISTANCE FROM CONTROL (FT) 0.000 33.857 66.036 FLOW DEPTH (FT) 4.435 4.378 4.321 4.44 COMPUTED INFORMATION: VELOCITY (FT/ SEC) 5.754 5.781 5.815 SPECIFIC ENERGY (FT) 4.950 4.898 4.847 PRESSURE+ MOMENTUM ( POUNDS ) 3186.99 3135.44 3085.48 80.680 4.294 5.833 4.823 3062.43 NODE 2060.00 : HGL = < 40.834>;EGL= < 41.363>;FLOWLINE= < 36.540> *************************************************************************** FLOW PROCESS FROM NODE 2060.00 TO NODE 2065.00 IS CODE = 5 UPSTREAM NODE 2065.00 ELEVATION = 36.56 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 87.13 91.28 2.66 1.47 54.00 54.00 18.00 18.00 0.00 90.00 90.00 36.56 36.54 39.56 39.56 2.74 2.80 0.62 0.45 5.478 5.835 1.558 0.861 0.02===Q5 EQUALS BASIN INPUT=== 00196 00187 0.106 FEET LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0, DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00192 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.059)+( 0.106) = 0.165 NODE 2065.00 : HGL = < 41.062>;EGL= < 41.528>;FLOWLINE= < 36.560> FLOW PROCESS FROM NODE 2065.00 TO NODE 2070.00 IS CODE = 1 UPSTREAM NODE 2070.00 ELEVATION = 36.88 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 87.13 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 92.39 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.50 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE* CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.502 5.478 4.968 3160.16 1.466 4.500 5.478 4.966 3157.98 NORMAL DEPTH(FT) = 2.92 CRITICAL DEPTH(FT) = 2.74 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 4.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 1.466 4.500 5.477 4.966 3157.98 39.133 4.437 5.492 4.905 3097.77 73.400 92.390 4.373 4.336 5.521 5.541 4.847 4.813 3040.00 3007.27 NODE 2070.00 : HGL = < 41.216>;EGL= < 41.693>;FLOWLINE= < 36.880> FLOW PROCESS FROM NODE 2070.00 TO NODE 2075.00 IS CODE = 3 UPSTREAM NODE 2075.00 ELEVATION = 37.35 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 87.13 CFS CENTRAL ANGLE = 40.000 DEGREES PIPE LENGTH = 132.87 FEET PIPE DIAMETER = 54.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.89 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.34 2.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 28.010 55.326 82.119 108.512 132.870 FLOW DEPTH (FT) 4.336 4.279 4.221 4.163 4.106 4.052 VELOCITY (FT/SEC) 5.541 5.578 5.621 5.669 722 5.776 SPECIFIC ENERGY(FT) 4.813 4.762 4.712 4.663 4.614 4.570 PRESSURE* MOMENTUM(POUNDS) 3007.27 2957.16 2908.39 2860.93 2814.80 2772.91 NODE 2075.00 : HGL = < 41.402>;EGL= < 41.920>;FLOWLINE= < 37.350> FLOW .PROCESS FROM NODE 2075.00 TO NODE 2080.00 IS CODE = 1 UPSTREAM NODE 2080.00 ELEVATION = 37.54 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 87.13 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 55.36 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.92 CRITICAL DEPTH(FT) = 2.74 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.052 5.776 4.570 2772.91 21.485 4.007 5.823 4.534 2738.75 42.865 3.962 5.874 4.498 2705.43 55.360 3.935 5.905 4.477 2686.28 NODE 2080.00 : HGL = < 41.475>;EGL= < 42.017>;FLOWLINE= < 37.540> FLOW PROCESS FROM NODE 2080.00 TO NODE 2085.00 IS CODE = 3 UPSTREAM NODE 2085.00 ELEVATION = 37.86 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 87.13 CFS CENTRAL ANGLE = 25.000 DEGREES PIPE LENGTH = 91.85 FEET PIPE DIAMETER = 54.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.91 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.94 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.74 DISTANCE FROM CONTROL (FT) 0.000 18.776 37.522 56.259 75.008 91.850 FLOW DEPTH (FT) 3.935 3.894 3.853 3.812 3.771 3.734 VELOCITY (FT/ SEC) 5.905 5.955 6.008 6.063 6.120 6.174 SPECIFIC ENERGY (FT) 4.477 4.445 4.414 4.383 4.353 4.326 PRESSURE+ MOMENTUM ( POUNDS ) 2686.28 2657.15 2628.74 2601.06 2574.12 2550.62 NODE 2085.00 : HGL = < 41.594>;EGL= < 42.186>;FLOWLINE= < 37.860> ************************************************************************ FLOW PROCESS FROM NODE 2085.00 TO NODE 2090.00 IS CODE = 1 UPSTREAM NODE 2090.00 ELEVATION = 38.09 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 87.13 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 64.52 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.89 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.73 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.74 DISTANCE FROM CONTROL (FT) 0.000 14.788 29.608 44.471 59.389 64.520 FLOW DEPTH (FT) 3.734 3.700 3.666 3.633 3.599 3.587 VELOCITY (FT/ SEC) 6.174 6.225 6.277 6.332 6.388 6.408 SPECIFIC ENERGY (FT) 4.326 4.302 4.279 4.255 4.233 4.225 PRESSURE+ MOMENTUM ( POUNDS ) 2550.62 2529.50 2508.93 2488.90 2469.43 2462.89 NODE 2090.00 : HGL = < 41.677>;EGL= < 42.315>;FLOWLINE= < 38.090> FLOW PROCESS FROM NODE 2090.00 TO NODE 2095.00 IS CODE = 5 UPSTREAM NODE 2095.00 ELEVATION = 38.11 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 84.43 54.00 0.00 38.11 2.69 5.816 DOWNSTREAM 87.13 54.00 - 38.09 2.74 6.410 LATERAL #1 1.46 18.00 90.00 41.09 0.45 LATERAL #2 1.22 18.00 90.00 41.09 0.41 Q5 0.02===Q5 EQUALS BASIN INPUT=== 1.701 1.421 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00171 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00207 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00189 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.128 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.052)+( 0.128) = 0.180 NODE 2095.00 : HGL = < 41.969>;EGL= < 42.495>;FLOWLINE= < 38.110> ****************************************************************************** FLOW PROCESS FROM NODE 2095.00 TO NODE 2100.00 IS CODE = 1 UPSTREAM NODE 2100.00 ELEVATION = 38.72 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 84.43 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 203.11 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.00 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.86 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.69 DISTANCE FROM CONTROL (FT) 0 20 41 62 83 104 125 147 169 191 203 .000 .661 .419 .299 .329 .541 .969 .650 .629 .955 .110 FLOW DEPTH (FT) 3 3 3 3 3 3 3 3 3 3 3 .859 .825 .791 .756 .722 .687 .653 .618 .584 .550 .533 VELOCITY (FT/ SEC) 5 5 5 5 6 6 6 6 6 6 6 .814 .858 .904 .951 .000 .051 .104 .158 .214 .272 .301 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 4 4 4 4 4 4 4 4 4 4 4 .385 .358 .332 .306 .281 .256 .232 .208 .184 .161 .150 2571 2547 2524 2501 2478 2457 2435 2415 2395 2375 2366 .25 .41 .07 .25 .94 .18 .95 .27 .15 .60 .22 NODE 2100.00 HGL = < 42.253>;EGL= < 42.870>;FLOWLINE= < 38.720> FLOW PROCESS FROM NODE 2100.00 TO NODE 2105.00 IS CODE = 5 UPSTREAM NODE 2105.00 ELEVATION = 38.74 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT-) (FT/SEC) UPSTREAM 79.46 54.00 0.00 38.74 2.61 5.460 DOWNSTREAM 84.43 54.00 - 38.72 2.69 6.303 LATERAL #1 3.25 18.00 90.00 41.72 0.69 3.934 LATERAL #2 1.70 18.00 90.00 41.72 Q5 0.02===Q5 EQUALS BASIN INPUT=== 0.49 2.058 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00151 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00200 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00176 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = 0.123 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.081)+( 0.123) = 0.204 NODE 2105.00 : HGL = < 42.611>;EGL= < 43.074>;FLOWLINE= < 38.740> t*******v FLOW PROCESS FROM NODE UPSTREAM NODE 2110.00 2105.00 TO NODE ELEVATION =• 2110.00 IS CODE = 1 39.20 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 79.46 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 113.94 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) =CRITICAL DEPTH(FT) =2.61 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.61 DISTANCE FROM CONTROL (FT) 0 16 31 47 63 79 94 110 113 .000 .000 .918 .764 .543 .263 .930 .547 .940 FLOW DEPTH (FT) 3 3 3 3 3 3 3 3 3 .871 .820 .770 .719 .668 .618 .567 .517 .506 VELOCITY (FT/ SEC) 5 5 5 5 5 5 5 5 5 .458 .519 .583 .651 .722 .796 .875 .957 .975 SPECIFIC ENERGY 4 4 4 4 4 4 4 4 4 PRESSURE* ( FT ) MOMENTUM ( POUNDS ) .334 .293 .254 .215 .177 .140 .104 .068 .061 2470 2434 2399 2364 2331 2299 2268 2239 2232 .67 .38 .12 .90 .77 .75 .85 .13 .81 NODE 2110.00 : HGL = < 42.706>;EGL= < 43.261>;FLOWLINE= < 39.200> FLOW PROCESS FROM NODE UPSTREAM NODE 2115.00 2110.00 TO NODE ELEVATION = 2115.00 IS CODE = 5 39.22 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 78.65 79.46 0.41 0.38 DIAMETER ANGLE (INCHES) (DEGREES) 54.00 54.00 18.00 18.00 0.02===Q5 EQUALS 0.00 - 90.00 90.00 FLOWLINE ELEVATION 39.22 39.20 42.20 42.20 CRITICAL DEPTH (FT. ) 2.59 2.61 0.24 0.23 VELOCITY (FT/SEC) 5.649 5.977 0.617 0.572 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00171 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.024)+( 0.111) = 0.135 0.00161 0.00180 0.111 FEET JUNCTION LOSSES = JUNCTION LOSSES = NODE 2115.00 : HGL = < 42.900>;EGL= < 43.395>;FLOWLINE= < 39.220> FLOW PROCESS FROM NODE 2115.00 TO NODE 2120.00 IS CODE = 1 UPSTREAM NODE 2120.00 ELEVATION = 39.59 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 78.65 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 91.73 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.59 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.68 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.59 DISTANCE FROM CONTROL (FT) 0.000 13.458 26.874 40.253 53.597 66.908 80.190 91.730 FLOW DEPTH (FT) 3.680 3.636 3.593 3.549 3.506 3.462 3.419 3.381 VELOCITY (FT/SEC) 5.648 5.710 5.776 5.844 5.914 5.988 6.065 6.134 SPECIFIC ENERGY (FT) 4.175 4.143 4.111 4.080 4.049 4.019 3.990 3.966 PRESSURE* MOMENTUM ( POUNDS ) 2321.17 2293.15 2265.96 2239.61 2214.12 2189.51 2165.81 2145.92 NODE 2120.00 : HGL = < 42.971>;EGL= < 43.556>;FLOWLINE= < 39.590> FLOW PROCESS FROM NODE 2120.00 TO NODE 2125.00 IS CODE = 5 UPSTREAM NODE 2125.00 ELEVATION = 40.09 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 74.92 78.65 2.48 1.23 DIAMETER ( INCHES ) 48.00 54.00 18.00 18.00 ANGLE (DEGREES) 0.00 - 90.00 90.00 FLOWLINE ELEVATION 40.09 39.59 42.59 42.59 CRITICAL DEPTH (FT. ) 2.62 2.59 0.60 0.41 VELOCITY (FT/ SEC) 7.246 6.136 3.789 2.567 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00311 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00192 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00251 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.117 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.300)+( 0.117) = 0.417 NODE 2125.00 : HGL = < 43.157>;EGL= < 43.972>;FLOWLINE= <40.090> ************************* FLOW PROCESS FROM NODE 2125.00 TO NODE UPSTREAM NODE 2130.00 ELEVATION = 2130.00 IS CODE = 1 40.47 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 74.92 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 107.40 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.90 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.07 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.62 DISTANCE FROM CONTROL (FT) 0 7 14 22 30 38 46 55 64 73 83 93 104 107 .000 .237 .663 .294 .151 .256 .634 .315 .335 .735 .565 .884 .767 .400 FLOW DEPTH (FT) 3 3 3 3 3 3 3 3 3 3 3 2 2 2 .067 .061 .054 .047 .041 .034 .028 .021 .015 .008 .002 .995 .989 .987 VELOCITY (FT/ SEC) 7 7 7 7 7 7 7 7 7 7 7 7 7 7 .244 .259 .275 .291 .307 .323 .339 .355 .371 .388 .404 .421 .437 .441 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 .882 .879 .876 .873 .870 .868 .865 .862 .859 .856 .853 .851 .848 .848 1941 1939 1937 1936 1934 1932 1930 1928 1926 1925 1923 1921 1920 1919 .85 .89 .96 .05 .17 .31 .48 .67 .89 .13 .39 .68 .00 .62 NODE 2130.00 : HGL = < 43.457>;EGL= < 44.318>;FLOWLINE= < 40.470> FLOW PROCESS FROM NODE 2130.00 TO NODE 2135.00 IS CODE = 5 UPSTREAM NODE 2135.00 ELEVATION = 40.49 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 72.49 74.92 2.06 0.35 DIAMETER ANGLE (INCHES) (DEGREES) 48.00 48.00 18.00 18.00 0.02===Q5 EQUALS 0.00 - 90.00 90.00 FLOWLINE ELEVATION 40.49 40.47 42.99 42.99 CRITICAL DEPTH (FT. ) 2.57 2.62 0.54 0.22 VELOCITY (FT/ SEC) 6.272 7.444 2.481 0.422 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00234 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00330 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00282 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.172 FEET JUNCTION LOSSES = (DY+HV1-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.073)+( 0.172) = 0.245 NODE 2135.00 : HGL = < 43.952>;EGL= < 44.563>,-FLOWLINE= < 40.490> e******* FLOW PROCESS FROM NODE 2135.00 TO NODE 2140.00 IS CODE = 1 UPSTREAM NODE 2140.00 ELEVATION = 40.80 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 72.49 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 101.84 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.01 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.57 DISTANCE FROM CONTROL (FT) 0.000 18.421 37.089 56.039 75.310 94.944 101.840 FLOW DEPTH (FT) 3.462 3.444 3.425 3.407 3.389 3.371 3.365 VELOCITY (FT/ SEC) 6.270 6.298 6.325 6.354 6.383 6.413 6.423 SPECIFIC ENERGY (FT) 4.073 4.060 4.047 4.035 4.022 4.010 4.006 PRESSURE+ MOMENTUM ( POUNDS ) 2041.08 2031.84 2022.75 2013.79 2004.99 1996.33 1993.39 NODE 2140.00 : HGL = < 44.165>;EGL= < 44.806>;FLOWLINE= < 40.800> FLOW PROCESS FROM NODE 2140.00 TO NODE 2145.00 IS CODE = 5 UPSTREAM NODE 2145.00 ELEVATION = 40.82 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL ttl LATERAL #2 Q5 FLOW (CFS) 70.86 72.49 1.61 0.00 DIAMETER (INCHES) 48.00 48.00 18.00 18.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 40.82 40.80 43.32 0.00 CRITICAL DEPTH ( FT . ) 2.54 2.57 0.48 0.00 VELOCITY (FT/ SEC) 5.934 6.425 1.319 0.000 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00214 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00244 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00229 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.009 FEET ENTRANCE LOSSES = 0.128 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.045)+( 0.128) = 0.173 NODE 2145.00 : HGL = < 44.432>;EGL= < 44.979>;FLOWLINE= < 40.820> ************************************************************************ FLOW PROCESS FROM NODE 2145.00 TO NODE 2150.00 IS CODE = 1 UPSTREAM NODE 2150.00 ELEVATION = 41.46 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 70.86 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 211.82 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.96 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT). = 3.61 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.54 DISTANCE FROM CONTROL (FT) 0 23 46 69 93 116 140 164 189 211 .000 .109 .284 .572 .022 .689 .628 .901 .577 .820 FLOW DEPTH (FT) 3 3 3 3 3 3 3 3 3 3 .612 .586 .560 .534 .508 .481 .455 .429 .403 .380 VELOCITY (FT/ SEC) 5 5 5 6 6 6 6 6 6 6 .933 .964 .996 .030 .065 .101 .139 .178 .217 .254 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 4 4 4 4 4 4 4 4 4 3 .159 .138 .118 .099 .079 .060 .041 .022 .004 .988 2084 2069 2055 2040 2026 2012 1998 1985 1972 1960 .94 .85 .04 .50 .24 .26 .56 .15 .03 .68 NODE 2150.00 : HGL = < 44.840>;EGL= < 45.448>;FLOWLINE= < 41.460> FLOW PROCESS FROM NODE 2150.00 TO NODE 2155.00 IS CODE = 5 UPSTREAM NODE 2155.00 ELEVATION = 41.48 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 59.56 70.86 9.45 1.83 DIAMETER (INCHES) 48.00 48.00 18.00 18.00 ANGLE ( DEGREES ) 0.00 - 90.00 90.00 FLOWLINE ELEVATION 41.48 41.46 43.98 43.98 CRITICAL DEPTH (FT. ) 2.32 2.54 1.19 0.51 VELOCITY (FT/SEC) 4.765 6.256 6.298 1.273 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTAS ) - Q4*V4*COS(DELTA4) ) / ( (A1+A2) *16.1) -(-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00154 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00231 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00192 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.122 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.178)+( 0.122) = 0.300 NODE 2155.00 : HGL = < 45.395>;EGL= < 45.748>;FLOWLINE= < 41.480> ************************************************** FLOW PROCESS FROM NODE 2155.00 TO NODE 2160.00 IS CODE = 1 UPSTREAM NODE 2160.00 ELEVATION = 41.82 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 59.56 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 114.24 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.61 CRITICAL DEPTH(FT) = 2.32 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.92 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.915 4.763 4.268 2051.71 33.190 3.863 4.789 4.219 2014.09 65.286 3.811 4.821 4.172 1977.39 96.637 3.758 4.858 4.125 1941.56 114.240 3.728 4.882 4.099 1921.49 NODE 2160.00 : HGL = < 45.548>;EGL= < 45.919>;FLOWLINE= < 41.820> ****************************************************************************** FLOW PROCESS FROM NODE 2160.00 TO NODE 2165.00 IS CODE = 5 UPSTREAM NODE 2165.00 ELEVATION = 41.84 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 56.57 48.00 0.00 41.84 2.26 4.543 DOWNSTREAM 59.56 48.00 - 41.82 2.32 4.883 LATERAL #1 2.23 18.00 80.00 44.34 0.56 1.377 LATERAL #2 0.74 18.00 49.00 44.34 0.32 0.457 Q5 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00136 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00149 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00143 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.006 FEET ENTRANCE LOSSES = 0.074 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.044)+( 0.074) = 0.118 NODE 2165.00 : HGL = < 45.716>;EGL= < 46.037>;FLOWLINE= < 41.840> FLOW PROCESS FROM NODE 2165.00 TO NODE 2170.00 IS CODE = 1 UPSTREAM NODE 2170.00 ELEVATION = 42.13 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 56.57 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 96.57 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.51 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.88 2.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 30.527 60.363 89.712 96.570 FLOW DEPTH (FT) 3.876 3.822 3.767 3.712 3.699 VELOCITY (FT/ SEC) 4.542 4.572 4.608 4.649 4.659 SPECIFIC ENERGY (FT) 4.197 4.147 4.097 4.048 4.037 PRESSURE+ MOMENTUM ( POUNDS ) 1969.73 1930.75 1892.67 1855.48 1846.81 NODE 2170.00 : HGL = < 45.829>;EGL= < 46.167>;FLOWLINE= < 42.130> FLOW PROCESS FROM NODE UPSTREAM NODE 2175.00 2170.00 TO NODE ELEVATION = 2175.00 IS CODE = 5 42.15 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 53.61 48.00 90.00 42.15 2.20 56.57 48.00 - 42.13 2.26 2.94 18.00 90.00 44.65 0.65 0.00 0.00 0.00 0.00 0.00 0.02===Q5 EQUALS BASIN INPUT=== 4.266 4.661 1.664 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00139 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00134 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00137 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.005 FEET ENTRANCE LOSSES = 0.067 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.614)+( 0.067) = 0.681 NODE 2175.00 : HGL = < 46.565>;EGL= < 46.848>;FLOWLINE= < 42.150> FLOW PROCESS FROM NODE UPSTREAM NODE 2180.00 2175.00 TO NODE ELEVATION = 2180.00 IS CODE = 1 44.16 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.61 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 200.88 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 2.20 UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.062 0.256 0.593 1.089 1.758 2.621 3.699 5.018 6.607 8.504 10.751 13.403 16.525 20.202 24.540 29.683 35.822 43.227 52.293 63.632 78.271 98.133 127.541 180.367 200.880 ASSUMED FLOWDEPTH(FT) =2.20 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY (FT) (FT/SEC) 2.200 7.567 2.180 7.655 2.159 7.744 2.139 7.836 2.119 7.930 2.099 8.026 2.078 8.125 2.058 8.226 2.038 8.330 2.017 8.437 1.997 8.546 1.977 8.658 1.956 8.773 1.936 8.892 1.916 9.013 1.895 9.138 1.875 9.266 1.855 9.398 1.834 9.533 1.814 9.672 1.794 9.815 1.774 9.963 1.753 10.115 1.733 10.271 1.713 10.432 1.713 10.432 SPECIFIC ENERGY (FT) 3.090 3.090 3.091 3.093 3.096 3.100 3.104 3.109 3.116 3.123 3.132 3.141 3.152 3.164 3.178 3.193 3.209 3.227 3.247 3.268 3.291 3.316 3.343 3.372 3.403 3.403 PRESSURE+ MOMENTUM ( POUNDS ) 1202.66 1202.82 1203.30 1204.11 1205.27 1206.76 1208.62 1210.83 1213.42 1216.39 1219.75 1223.51 1227.68 1232.27 1237.30 1242.78 1248.71 1255.12 1262.02 1269.41 1277.33 1285.77 1294.77 1304.34 1314.49 1314.52 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT)4.42 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 48.221 PRESSURE VELOCITY HEAD (FT) (FT/ SEC) 4.415 4.266 4.000 4.266 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 4 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 48.221 56.237 63.956 71.501 78.906 SPECIFIC ENERGY (FT) 4.698 4.283 .00 PRESSURE+ MOMENTUM ( POUNDS ) 2337.17 2011.49 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY (FT) (FT/SEC) 4.000 4.265 3.928 4.282 3.856 4.314 3.784 4.356 3.712 4.406 SPECIFIC ENERGY (FT) 4.283 4.213 4.145 4.079 4.014 PRESSURE* MOMENTUM ( POUNDS ) 2011.49 1956.95 1904.25 1853.04 1803.28 86.188 3.640 4.464 3.950 1754.97 93.356 3.568 4.529 3.887 1708.15 100.412 3.496 4.601 3.825 1662.87 107.357 3.424 4.680 3.764 1619.19 114.187 3.352 4.766 3.705 1577.17 120.898 3.280 4.860 3.647 1536.87 127.481 3.208 4.961 3.590 1498.37 133.926 3.136 5.071 3.536 1461.74 140.220 3.064 5.189 3.482 1427.06 146.346 2.992 5.316 3.431 1394.42 152.284 2.920 5.452 3.382 1363.90 158.007 2.848 5.600 3.335 1335.62 163.487 . 2.776 5.758 3.291 1309.66 168.683 2.704 5.928 3.250 1286.15 173.548 2.632 6.112 3.212 1265.22 178.021 2.560 6.310 3.179 1247.00 182.024 2.488 6.523 3.149 1231.64 185.456 2.416 6.754 3.125 1219.32 188.183 2.344 7.003 3.106 1210.23 190.020 2.272 7.274 3.094 1204.60 190.708 2.200 7.567 3.090 1202.66 200.880 2.200 7.567 3.090 1202.66 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 180.48 FEET UPSTREAM OF NODE 2175.00 DOWNSTREAM DEPTH = 2.516 FEET, UPSTREAM CONJUGATE DEPTH = 1.915 FEET NODE 2180.00 : HGL = < 46.360>;EGL= < 47.250>;FLOWLINE= < 44.160> FLOW PROCESS FROM NODE 2180.00 TO NODE 2185.00 IS CODE = 5 UPSTREAM NODE 2185.00 ELEVATION = 44.66 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 49.92 53.61 3.67 0.00 DIAMETER ( INCHES ) 42.00 48.00 18.00 0.00 ANGLE (DEGREES) 55.00 - 0.00 0.00 FLOWLINE ELEVATION 44.66 44.16 47.16 0.00 CRITICAL DEPTH (FT. ) 2.21 2.20 0.73 0.00 VELOCITY (FT/SEC) 13.870 7.570 4.287 0.000 0.02===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02159 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00406 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01283 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.051 FEET ENTRANCE LOSSES = 0.178 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.621)+( 0.178) = 1.799 NODE 2185.00 : HGL = < 46.062>;EGL= < 49.049>;FLOWLINE= < 44.660> FLOW PROCESS FROM NODE 2185.00 TO NODE 2186.00 IS CODE = UPSTREAM NODE 2186.00 ELEVATION =44.86 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 49.92 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 7.24 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) =1.31 CRITICAL DEPTH(FT) =2.21 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =1.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 2.841 5.822 7.240 FLOW DEPTH (FT) 1.411 1.407 1.403 1.402 VELOCITY (FT/SEC) 13.737 13.789 13.842 . 13.866 SPECIFIC ENERGY (FT) 4.343 4.362 4.380 4.389 PRESSURE* MOMENTUM ( POUNDS ) 1463.08 1467.24 1471.44 1473.35 NODE 2186.00 : HGL = < 46.271>;EGL= < 49.203>;FLOWLINE= < 44.860> FLOW PROCESS FROM NODE UPSTREAM NODE 2187.00 2186.00 TO NODE ELEVATION = 2187.00 IS CODE = 3 45.81 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA) PIPE FLOW = 49.92 CFS CENTRAL ANGLE = 36.000 DEGREES PIPE LENGTH = 33.59 FEET PIPE DIAMETER = 42.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.30 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.49 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.21 DISTANCE FROM CONTROL (FT) 0.000 2.472 5.082 7.843 10.769 13.877 17.184 20.715 24.493 28.549 32.920 33.590 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 .486 .478 .471 .464 .456 .449 .442 .434 .427 .420 .412 .411 VELOCITY (FT/ SEC) 12 12 13 13 13 13 13 13 13 13 13 13 .833 .917 .002 .088 .176 .264 .353 .444 .536 .629 .723 .737 SPECIFIC ENERGY 4 4 4 4 4 4 4 4 4 4 4 4 PRESSURE* ( FT ) MOMENTUM ( POUNDS ) .044 .071 .098 .125 .154 .183 .212 .243 .274 .306 .339 .343 1393 1399 1405 1412 1419 1426 1432 1440 1447 1454 1462 1463 .04 .41 .89 .48 .19 .02 .97 .04 .24 .56 .01 .08 NODE 2187.00 : HGL = < 47.296>;EGL= < 49.854>;FLOWLINE= < 45.810> FLOW PROCESS FROM NODE UPSTREAM NODE 2190.00 2187.00 TO NODE ELEVATION = 2190.00 IS CODE = 1 47.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 49.92 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 62.53 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.32 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.21 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.21 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 1 2 3 4 5 7 9 11 14 17 21 26 32 38 47 58 62 .000 .051 .211 .492 .907 .471 .203 .124 .257 .633 .287 .262 .610 .397 .706 .645 .354 .025 .929 .461 .234 .530 FLOW DEPTH (FT) 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .208 .172 .137 .101 .066 .030 .994 .959 .923 .888 .852 .817 .781 .745 .710 .674 .639 .603 .568 .532 .497 .486 VELOCITY (FT/ SEC) 7 7 8 8 8 8 8 9 9 9 9 9 10 10 10 10 11 11 11 12 12 12 .805 .954 .111 .275 .446 .625 .812 .009 .214 .430 .657 .895 .145 .408 .686 .978 .287 .613 .958 .323 .710 .833 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 .154 .155 .159 .165 .174 .186 .201 .220 .242 .269 .301 .338 .380 .429 .484 .547 .618 .699 .789 .891 .006 .044 1138 1138 1140 1142 1145 1150 1155 1162 1169 1178 1189 1200 1214 1228 1245 1263 1283 1305 1328 1355 1383 1393 .36 .80 .16 .48 .79 .14 .57 .14 .90 .91 .23 .93 .10 .80 .14 .22 .13 .00 .97 .18 .79 .04 NODE 2190.00 : HGL = < 49.708>;EGL= < 50.654>;FLOWLINE= < 47.500> FLOW PROCESS FROM NODE 2190.00 TO NODE 2195.00 IS CODE = 5 UPSTREAM NODE 2195.00 ELEVATION = 48.00 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 33.18 49.92 11.30 5.42 DIAMETER ANGLE (INCHES) (DEGREES) 36.00 42.00 30.00 18.00 0.02===Q5 EQUALS 45.00 - 0.00 45.00 FLOWLINE ELEVATION 48.00 47.50 48.50 49.50 CRITICAL DEPTH (FT. ) 1.87 2.21 1.13 0.90 VELOCITY (FT/SEC) 14.132 7.807 5.269 4.914 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03009 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00469 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01739 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.070 FEET ENTRANCE LOSSES = 0.189 FEET JUNCTION LOSSES = (DY+HV1-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.357)+( 0.189) = 1.547 NODE 2195.00 : HGL = < 49.100>;EGL= < 52.201>;FLOWLINE= < 48.000> ****************************************************************************** FLOW PROCESS FROM NODE 2195.00 TO NODE 2200.00 IS CODE = 1 UPSTREAM NODE 2200.00 ELEVATION = 50.21 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 33.18 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 53.99 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = UPSTREAM CONTROL ASSUMED GRADUALLY 1.01 CRITICAL DEPTH (FT) FLOWDEPTH(FT) =1.30 1.87 VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW CONTROL (FT) 0. 1. 3. 4. 6. 8. 10. 12. 15. 17. 20. 23. 27. 31. 35. 40. 45. 51. 53. NODE 2200 000 468 037 716 517 452 535 782 215 854 729 872 324 136 371 111 466 580 990 .00 : HGL = < DEPTH VELOCITY (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FLOW PROCESS FROM NODE UPSTREAM NODE 2205.00 .295 .284 .273 .261 .250 .239 .227 .216 .205 .194 .182 .171 .160 .149 .137 .126 .115 .104 .100 51. 2200. (FT/ SEC) 11 11 11 11 11 12 12 12 12 12 12 12 13 13 13 13 13 14 14 .354 .485 .620 .757 .898 .042 .189 .340 .494 .652 .813 .979 .148 .322 .500 .682 .870 .061 .128 , 505>;EGL= < ,00 TO NODE ELEVATION = SPECIFIC ENERGY (FT) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 4. 4. 4. 4. 53.508>; 2205.00 IS 298 333 370 409 450 492 536 582 630 681 733 788 846 906 969 035 104 176 201 PRESSURE + MOMENTUM ( POUNDS ) 829 835 842 849 856 863 871 879 887 895 903 912 921 931 940 951 961 972 975 FLOWLINE= < 50. CODE 51.00 (FLOW IS = 3 .40 .82 .45 .30 .38 .68 .23 .01 .05 .34 .90 .74 .86 .27 .98 .00 .34 .01 .72 210> SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 33.18 CFS CENTRAL ANGLE = 36.720 DEGREES PIPE LENGTH = 19.23 FEET PIPE DIAMETER = 36.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.01 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.62 1.87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 2 3 4 6 7 9 11 13 15 18 19 .000 .582 .251 .014 .884 .871 .989 .255 .688 .309 .147 .234 .610 .325 .230 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .616 .592 .568 .543 .519 .495 .471 .447 .423 .399 .374 .350 .326 .302 .295 VELOCITY (FT/ SEC) 8 8 8 9 9 9 9 9 10 10 10 10 11 11 11 .545 .708 .876 .051 .234 .424 .622 .828 .043 .268 .503 .748 .005 .273 .354 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 .751 .770 .792 .816 .844 .875 .909 .948 .990 .037 .088 .145 .208 .277 .298 716 721 726 732 738 745 752 761 769 779 789 800 812 825 829 .85 .48 .63 .33 .60 .46 .94 .08 .89 .43 .72 .80 .71 .51 .40 NODE 2205.00 : HGL = < 52.616>;EGL= < 53.751>;FLOWLINE= < 51.000> ****************************************************************************** FLOW PROCESS FROM NODE 2205.00 TO NODE 2210.00 IS CODE = 1 UPSTREAM NODE 2210.00 ELEVATION = 51.10 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 33.18 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 2.30 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.00 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.87 DISTANCE FROM CONTROL (FT) 0.000 0.034 0.139 0.325 0.601 0.978 1.468 2.088 2.300 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 .870 .835 .800 .765 .730 .695 .660 .626 .616 VELOCITY (FT/SEC) 7, 7. 7, 7, 7 , 8. 8. 8. 8. .160 .321 .490 .668 .856 .054 .262 ,482 .545 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 2 2 2 2 2 2 2 2 2 .666 .668 .672 .679 .689 .703 .721 .743 .751 695. 695. 696. 698. 701. 705. 709. 715. 716. 24 61 74 66 41 04 60 13 85 NODE 2210.00 : HGL = < 52.970>;EGL= < 53.766>;FLOWLINE= < 51.100> FLOW PROCESS FROM NODE UPSTREAM NODE 2215.00 2210.00 TO NODE ELEVATION = 2215.00 IS CODE = 5 51.10 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) 28.13 33.18 4.69 0.34 0.02== (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 30.00 0.00 51.10 1.81 36.00 - 51.10 1.87 18.00 90.00 51.10 0.83 18.00 90.00 51.10 0.22 :=Q5 EQUALS BASIN INPUT=== 5.731 7.163 2.654 0.192 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00470 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00489 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00480 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.159 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.247)+( 0.159) = 0.407 JUNCTION LOSSES = JUNCTION LOSSES = NODE 2215.00 : HGL = < 53.663>;EGL= < 54.173>;FLOWLINE= < 51.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2215.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 51.10 52.91 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY *********************** * POINSETTIA PROPERTIES PLANNING AREAS 2, 3 & 4 * STORM DRAIN LINE 2 (SECTION F: D/S FACE OF CDS UNIT T:U/S FACE OF CO2) * FILE: LN2-CDS.DAT FILENAME: C:\2068\LN2-CDS.DAT TIME/DATE OF STUDY: 10:14 11/19/2001 ****************************************************************************** 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) 2000.10- 5.40* 6130.27 3.45 DC 4542.47 } FRICTION 2000.20- 5.28* 5965.16 3.45 DC 4542.47 } JUNCTION 2000.00- 5.42* 4757.54 2.30 3159.16 } FRICTION 2002.00- 4.60* 3802.52 2.37 3098.93 } FRICTION+BEND 2003.00- 4.20* 3436.11 2.43 3052.36 } FRICTION } HYDRAULIC JUMP 2005.00- 2.98*Dc 2878.48 2.98*Dc 2878.48 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2000.10 FLOWLINE ELEVATION = 30.62 PIPE FLOW = 160.98 CFS PIPE DIAMETER = 72.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 36.020 FEET NODE 2000.10 : HGL = < 36.020>;EGL= < 36.580>;FLOWLINE= < 30.620> FLOW PROCESS FROM NODE 2000.10 TO NODE 2000.20 IS CODE = 1 UPSTREAM NODE 2000.20 ELEVATION = 30.99 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 160.98 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 210.43 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 4.48 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 5.40 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 3.45 DISTANCE FROM CONTROL (FT) 0.000 64.728 130.057 196.138 210.430 FLOW DEPTH (FT) 5.400 5.363 5.326 5.289 5.281 VELOCITY (FT/SEC) 6.004 6.035 6.066 6.098 6.106 SPECIFIC ENERGY (FT) 5.960 5.929 5.898 5.867 5.861 PRESSURE+ MOMENTUM ( POUNDS ) 6130.27 6078.15 6026.70 5975.91 5965.16 NODE 2000.20 : HGL = < 36.271>;EGL= < 36.851>;FLOWLINE= < 30.990> FLOW PROCESS FROM NODE UPSTREAM NODE 2000.00 2000.20 TO NODE ELEVATION = 2000.00 IS CODE = 5 31.99 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 109 160 51 0 0 .34 .98 .62 .00 DIAMETER ( INCHES ) 60 72 72 0 .02===Q5 .00 .00 .00 .00 ANGLE (DEGREES) 76.75 - 0.00 0.00 FLOWLINE ELEVATION 31. 30. 31. 0. 99 99 00 00 CRITICAL DEPTH 2. 3. 1. 0. (FT.) 98 45 91 00 VELOCITY (FT/ SEC) 5 6 1 0 .569 .107 .839 .000 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00176 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00130 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00153 JUNCTION LENGTH = 7.00 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.116 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.925)-t-( 0.116) = 1.041 NODE 2000.00 : HGL = < 37.410>;EGL= < 37.891>;FLOWLINE= < 31.990> FLOW PROCESS FROM NODE 2000.00 TO NODE 2002.00 IS CODE = 1 UPSTREAM NODE 2002.00 ELEVATION = 32.93 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 109.34 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 92.74 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) =5.42 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 50.156 PRESSURE HEAD (FT) 5.420 5.000 VELOCITY (FT/ SEC) 5.569 5.569 SPECIFIC ENERGY (FT) 5.901 5.482 PRESSURE + MOMENTUM ( POUNDS ) 4757.54 4242.98 NORMAL DEPTH(FT) = 2.25 CRITICAL DEPTH(FT) = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 5.00 2.98 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 50.156 59.291 67.990 76.433 84.671 92.728 92.740 FLOW DEPTH (FT) 5.000 4.919 4.839 4.758 4.677 4.596 4.596 VELOCITY (FT/ SEC) 5.567 5.586 5.622 5.668 5.723 5.787 5.787 SPECIFIC ENERGY (FT) 5.482 5.404 5.330 5.257 5.186 5.117 5.117 PRESSURE* MOMENTUM ( POUNDS ) 4242.98 4148.33 4057.59 3969.84 3884.87 3802.64 3802.52 NODE 2002.00 : HGL = < 37.526>;EGL= < 38.047>;FLOWLINE= < 32.930> FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 3 UPSTREAM NODE 2003.00 ELEVATION = 33.31 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 109.34 CFS CENTRAL ANGLE = 21.180 DEGREES PIPE LENGTH = 36.97 FEET PIPE DIAMETER = 60.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.24 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.98 DISTANCE FROM CONTROL (FT) 0.000 6.221 12.341 18.361 24.281 30.098 35.810 36.970 FLOW DEPTH (FT) 4.596 4.532 4.467 4.403 4.338 4.273 4.209 4.196 VELOCITY (FT/ SEC) 5.787 5.843 5.904 5.970 6.041 6.116 6.197 6.214 SPECIFIC ENERGY (FT) 5.117 5.062 5.009 4.956 4.905 4.855 4.805 4.795 PRESSURE* MOMENTUM ( POUNDS ) 3802.52 3738.72 3676.70 3616.48 3558.12 3501.66 3447.14 3436.11 NODE 2003.00 : HGL = < 37.506>;EGL= < 38.105>;FLOWLINE= < 33.310> FLOW PROCESS FROM NODE UPSTREAM NODE 2005.00 2003.00 TO NODE ELEVATION = 2005.00 IS CODE = 1 34.07 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 109.34 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 75.24 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL DOWNSTREAM RUN ANALYSIS 2.25 ASSUMED FLOWDEPTH (FT) GRADUALLY VARIED FLOW PROFILE COMPUTED DISTANCE FROM CONTROL (FT) 0.000 0.092 0.378 0.877 1.611 2.603 3.881 5.478 7.432 9.788 12.600 15.934 19.869 24.504 29.964 36.409 44.053 53.181 64.197 75.240 HYDRAULIC JUMP: RESULTS CRITICAL DEPTH (FT) 2.98 INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) 2.982 8.950 2.953 9.056 2.924 9.165 2.895 9.277 2.866 9.392 2.836 9.510 2.807 9.631 2.778 9.755 2.749 9.883 2.720 10.014 2.691 10.149 2.662 10.288 2.632 10.431 2.603 10.578 2.574 10.729 2.545 10.884 2.516 11.045 2.487 11.210 2.458 11.380 2.434 11.523 ENERGY (FT) 4.227 4.227 4.229 4.232 4.236 4.241 4.248 4.257 4.267 4.278 4.291 4.306 4.323 4.342 4.363 4.386 4.411 4.439 4.470 4.497 2.98 PRESSURE* MOMENTUM ( POUNDS ) 2878.48 2878.90 2880.17 2882.31 2885.35 2889.30 2894.19 2900.04 2906.88 2914.74 2923.64 2933.61 2944.69 2956.90 2970.28 2984.87 3000.70 3017.82 3036.25 3052.36 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 4.20 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 4.294 8.523 12.684 16.773 20.788 24.723 28.575 32.338 36.007 39.574 43.033 46.375 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 4.196 6.214 4.147 6.278 4.098 6.346 4.050 6.416 4.001 6.489 3.953 6.565 3.904 6.645 3.856 6.728 3.807 6.814 3.759 6.903 3.710 6.997 3.662 7.094 3.613 7.194 INFORMATION: SPECIFIC ENERGY (FT) 4.795 4.759 4.724 4.689 4.656 4.623 4.590 4.559 4.529 4.499 4.471 4.443 4.417 PRESSURE+ MOMENTUM ( POUNDS ) 3436.11 3396.76 3358.56 3321.56 3285.77 3251.22 3217.94 3185.97 3155.32 3126.05 3098.18 3071.74 3046.79 49.591 3.565 7.299 4.392 3023.35 52.670 3.516 7.409 4.369 3001.47 55.601 3.467 7.522 4.347 2981.19 58.370 3.419 7.640 4.326 2962.57 60.961 3.370 7.763 4.307 2945.64 63.357 3.322 7.891 4.289 2930.47 65.538 3.273 8.025 4.274 2917.11 67.481 3.225 8.163 4.260 2905.62 69.159 3.176 8.308 4.249 2896.05 70.539 3.128 8.459 4.239 2888.48 71.585 3.079 8.616 4.232 2882.98 72.253 3.031 8.779 4.228 2879.62 72.489 2.982 8.950 4.227 2878.48 75.240 2.982 8.950 4.227 2878.48 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 66.57 FEET UPSTREAM OF NODE 2003.00 | DOWNSTREAM DEPTH = 3.248 FEET, UPSTREAM CONJUGATE DEPTH = 2.734 FEET NODE 2005.00 : HGL = < 37.052>;EGL= < 38.297>;FLOWLINE= < 34.070> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2005.00 FLOWLINE ELEVATION = 34.07 ASSUMED UPSTREAM CONTROL HGL = 37.05 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ****** * POINSETTIA PROPERTIES PA 2, 3 & 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 3 * FILE: LINE3.DAT FILE NAME: C:\2068\LINE3.DAT TIME/DATE OF STUDY: 15:09 11/09/2001 NODE NUMBER 3000 3005 3010 3015 3020 3025 3030 3035 3040 3045 3045 .00- } .00- } .00- } .00- } .00- } .00- } .00- } .00- } .00- } .00- } .00- GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ PROCESS HEAD (FT) MOMENTUM ( POUNDS ) FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION CATCH BASIN 1 1 1 1 1 0 1 0 1 0 1 .94 .06 .37 .06 .30 .93 .29 .90 .24 .68 .00 MAXIMUM NUMBER OF ENERGY * } HYDRAULIC *Dc *Dc * } HYDRAULIC *DC * } HYDRAULIC *Dc * } HYDRAULIC *Dc * 231, JUMP 136, 151, 136. 101, JUMP 85. 96. JUMP 79, 68. JUMP 39. 21. BALANCES USED IN .59 .47 .35 .47 .18 .23 .37 .82 .12 ,88 .47 EACH DEPTH ( FT ) MOMENTUM ( POUNDS ) 0. 1. 0. 1. 0. 0. 0. 0. 0. 0. 0. PROFILE 83 06*Dc 80* 06*Dc 69 93*Dc 69 90*Dc 50 68*Dc 68 DC = 25 148 136 152 136 95 85 87 79 45 39 14 .30 .47 .51 .47 .76 .23 .93 .82 .79 .88 .13 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 = 3000.00 FLOWLINE ELEVATION = 38.76 PIPE FLOW = 8.80 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 40.695 FEET NODE 3000.00 : HGL = < 40.695>;EGL= < 40.819>;FLOWLINE= < 38.760> t**************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 3005.00 3000.00 TO NODE ELEVATION = 3005.00 IS CODE = 1 41.07 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 192.58 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.82 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.06 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.06 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 3 4 5 6 7 9 11 13 16 19 23 29 36 47 67 192 .000 .023 .097 .224 .411 .664 .990 .397 .895 .494 .210 .057 .057 .234 .620 .254 .191 .503 .290 .702 .968 .473 .941 .994 .843 .580 FLOW DEPTH (FT) 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .058 .049 .039 .030 .021 .011 .002 .992 .983 .974 .964 .955 .945 .936 .927 .917 .908 .899 .889 .880 .870 .861 .852 .842 .833 .832 VELOCITY (FT/SEC) 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 7 7 7 .215 .273 .333 .394 .457 .522 .588 .655 .724 .795 .867 .942 .018 .096 .176 .259 .343 .430 .519 .610 .704 .800 .900 .001 .106 .118 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .481 .481 .481 .482 .483 .485 .487 .489 .492 .495 .499 .503 .508 .514 .519 .526 .533 .541 .549 .559 .569 .580 .591 .604 .617 .619 136 136 136 136 136 136 137 137 137 137 138 138 139 139 140 140 141 141 142 143 144 145 146 147 148 148 .47 .48 .53 .62 .74 .90 .10 .33 .60 .91 .27 .66 .10 .58 .11 .69 .31 .98 .70 .47 .30 .18 .12 .12 .18 .30 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.94 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 3 6 9 12 14 17 20 23 26 28 31 34 36 39 41 43 46 48 50 52 53 55 56 57 57 192 .000 .074 .098 .080 .023 .929 .798 .629 .422 .174 .882 .543 .152 .703 .190 .604 .935 .169 .292 .284 .119 .766 .182 .311 .075 .362 .580 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T?T\T .935 .900 .865 .830 .795 .760 .725 .689 .654 .619 .584 .549 .514 .479 .444 .409 .374 .339 .304 .269 .234 .198 .163 .128 .093 .058 .058 n r>TJ HV VELOCITY (FT/ SEC) 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 5 5 5 TIP ATT .828 .854 .885 .920 .960 .005 .054 .108 .166 .228 .296 .369 .448 .532 .622 .719 .824 .936 .056 .186 .326 .477 .640 .816 .007 .215 .215 T.TP .TTTMD SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 aMAT.VQ .059 .026 .994 .962 .931 .900 .869 .840 .810 .781 .753 .726 .699 .673 .648 .624 .601 .579 .559 .541 .524 .510 .498 .489 .483 .481 .481 T<? 231 225 219 213 207 201 195 190 185 180 175 171 166 162 159 155 152 149 146 143 141 139 138 137 136 136 136 .59 .24 .06 .03 .17 .47 .95 .62 .47 .52 .77 .24 .92 .84 .00 .41 .09 .04 .27 .82 .67 .87 .42 .36 .69 .47 .47 PRESSURE+MOMENTUM BALANCE OCCURS AT 46.77 FEET UPSTREAM OF NODE 3000.00 DOWNSTREAM DEPTH = 1.329 FEET, UPSTREAM CONJUGATE DEPTH = 0.832 FEET NODE 3005.00 : HGL = < 42.128>;EGL= < 42.551>;FLOWLINE= < 41.070> FLOW PROCESS FROM NODE 3005.00 TO NODE 3010.00 IS CODE = 5 UPSTREAM NODE 3010.00 ELEVATION = 41.40 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL tl LATERAL #2 QS FLOW (CFS) 8.80 8.80 0.00 0.00 DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 78.00 - 0.00 0.00 FLOWLINE ELEVATION 41.40 41.07 0.00 0.00 CRITICAL DEPTH (FT. ) 1.06 1.06 0.00 0.00 VELOCITY (FT/SEC) 7.512 5.216 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01339 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00501 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00920 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.037 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.525)+( 0.000) = 0.525 NODE 3010.00 : HGL = < 42.199>;EGL= < 43.075>;FLOWLINE= < 41.400> *********** FLOW PROCESS FROM NODE UPSTREAM NODE 3015.00 3010.00 TO NODE ELEVATION = 3015.00 IS CODE = 1 43.91 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW =. 8.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 179.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.79 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.06 1.06 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 1 1 1 2 3 4 5 6 7 9 11 13 16 20 24 30 38 49 70 179 .000 .024 .099 .229 .420 .679 .013 .430 .941 .556 .292 .164 .193 .407 .836 .525 .528 .920 .808 .347 .777 .499 .270 .786 .488 .250 FLOW DEPTH (FT) 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .058 .047 .037 .026 .015 .004 .994 .983 .972 .961 .951 .940 .929 .918 .908 .897 .886 .875 .865 .854 .843 .832 .822 .811 .800 .799 VELOCITY (FT/ SEC) 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 7 7 7 7 7 .215 .282 .351 .422 .495 .569 .646 .725 .807 .890 .976 .065 .156 .250 .346 .446 .549 .654 .764 .876 .992 .112 .236 .364 .497 .509 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .481 .481 .482 .483 .484 .486 .489 .492 .496 .500 .506 .511 .518 .525 .533 .542 .552 .563 .575 .588 .603 .618 .635 .653 .673 .675 136 136 136 136 136 137 137 137 137 138 138 139 139 140 141 142 142 143 144 145 147 148 149 150 152 152 .47 .49 .56 .67 .83 .04 .30 .61 .97 .39 .86 .39 .97 .62 .33 .11 .95 .86 .84 .90 .03 .24 .53 .91 .37 .51 NODE 3015.00 : HGL = < 44.968>;EGL= < 45.391>;FLOWLINE= < 43.910> FLOW PROCESS FROM NODE UPSTREAM NODE 3020.00 3015.00 TO NODE ELEVATION = 3020.00 IS CODE = 5 44.41 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 5.78 8.80 3.02 0.00 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 18.00 24.00 18.00 0.00 90.00 0.00 0.00 44.41 43.91 44.41 0.00 0.93 1.06 0.66 0.00 3.551 5.216 2.626 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00277 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00501 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00389 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.516)+( 0.000) = 0.516 NODE 3020.00 : HGL = < 45.710>;EGL= < 45.906>;FLOWLINE= < 44.410> t******************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 3025.00 3020.00 TO NODE ELEVATION = 3025.00 IS CODE = 1 47.88 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.78 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 208.41 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.022 0.084 0.191 0.348 0.559 0.830 1.169 1.583 2.082 2.677 3.383 4.215 5.197 6.353 7.718 9.337 11.272 0.68 RESULTS CRITICAL DEPTH (FT) = 0.93 ASSUMED FLOWDEPTH(FT) FLOW PROFILE FLOW DEPTH (FT) 0.927 0.917 0.908 0.898 0.888 0.879 0.869 0.859 0.849 0.840 0.830 0.820 0.810 0.801 0.791 0.781 0.772 0.762 COMPUTED VELOCITY (FT/SEC) 5.038 5.101 5.166 5.233 5.302 5.373 5.446 5.521 5.598 5.678 5.760 5.844 5.931 6.021 6.114 6.210 6.309 6.411 0.93 INFORMATION: SPECIFIC ENERGY (FT) 1.322 1.322 1.322 1.324 1.325 1.327 1.330 1.333 1.336 1.340 1.345 1.351 1.357 1.364 1.372 1.380 1.390 1.400 PRESSURE* MOMENTUM ( POUNDS ) 85.23 85.25 85.29 85.37 85.47 85.61 85.78 85.98 86.21 86.48 86.79 87.13 87.51 87.93 88.39 88.90 89.45 90.04 13 16 20 24 30 40 57 208 .607 .469 .052 .683 .972 .294 .058 .410 0 0 0 0 0 0 0 0 .752 .742 .733 .723 .713 .704 .694 .692 6 6 6 6 6 7 7 7 .516 .625 .738 .854 .975 .100 .229 .250 1 1 1 1 1 1 1 1 .412 .424 .438 .453 .469 .487 .506 .509 90 91 92 92 93 94 95 95 .68 .36 .10 .89 .74 .64 .59 .76 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 3 3 4 5 6 6 7 7 8 9 9 10 10 11 11 12 12 12 13 13 13 13 208 .000 .804 .595 .371 .134 .880 .611 .326 .023 .701 .359 .997 .612 .202 .766 .303 .808 .280 .715 .110 .462 .764 .012 .199 .318 .360 .410 FLOW DEPTH (FT) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. TTMD 300 286 271 256 241 226 211 196 181 166 151 136 122 107 092 077 062 047 032 017 002 987 973 958 943 928 928 np HV VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 nRATT .550 .584 .620 .657 .696 .737 .780 .824 .871 .919 .970 .022 .077 .134 .194 .255 .320 .387 .456 .529 .605 .684 .766 .852 .941 .034 .034 r.TP .TTTMP SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 aMAT.VC .496 .485 .474 .464 .453 .443 .433 .423 .414 .405 .396 .388 .380 .372 .365 .358 .352 .346 .341 .336 .332 .328 .325 .323 .322 .322 .322 TQ 101 100 98 97 96 95 94 94 93 92 91 90 90 89 88 88 87 87 86 86 86 85 85 85 85 85 85 .18 .06 .96 .91 .88 .89 .94 .03 .15 .31 .52 .76 .05 .38 .75 .17 .64 .15 .72 .34 .01 .74 .52 .36 .27 .23 .23 PRESSURE+MOMENTUM BALANCE OCCURS AT 3.99 FEET UPSTREAM OF NODE 3020.00 DOWNSTREAM DEPTH = 1.224 FEET, UPSTREAM CONJUGATE DEPTH = 0.692 FEET NODE 3025.00 : HGL = < 48.807>;EGL= < 49.202>;FLOWLINE= < 47.880> FLOW PROCESS FROM NODE 3025.00 TO NODE 3030.00 IS CODE = 5 UPSTREAM NODE 3030.00 ELEVATION = 48.21 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT-) (FT/SEC) UPSTREAM 5.50 18.00 90.00 48.21 DOWNSTREAM 5.78 18.00 - 47.88 LATERAL #1 0.28 18.00 0.00 48.21 LATERAL #2 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00433 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.476)+( 0.000) = 0.476 JUNCTION LOSSES = JUNCTION LOSSES = 0.90 0.93 0.19 0.00 3.409 5.036 0.240 0.000 0.00255 0.00612 0.000 FEET NODE 3030.00 : HGL = < 49.497>;EGL= < 49.677>;FLOWLINE= < 48.210> FLOW PROCESS FROM NODE UPSTREAM NODE 3035.00 3030.00 TO NODE ELEVATION = 3035.00 IS CODE = 1 49.67 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 97.60 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.90 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 7 8 10 13 15 .000 .022 .083 .188 .340 .545 .807 .134 .534 .015 .588 .267 .068 .011 .121 .430 .982 .835 .069 .805 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .903 .895 .886 .877 .868 .860 .851 .842 .834 .825 .816 .808 .799 .790 .781 .773 .764 .755 .747 .738 VELOCITY (FT/SEC) 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 .945 .002 .062 .122 .184 .248 .314 .381 .451 .522 .595 .670 .747 .827 .908 .992 .079 .168 .260 .354 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .283 .283 .284 .285 .286 .288 .290 .292 .295 .299 .303 .307 .312 .318 .324 .331 .338 .346 .355 .365 79 79 79 79 80 80 80 80 80 80 81 81 81 81 82 82 83 83 84 84 .82 .83 .87 .93 .01 .12 .25 .41 .60 .81 .06 .33 .63 .96 .32 .71 .14 .60 .10 .63 19.228 23.647 29.644 38.525 54.482 97.600 0.729 0.720 0.712 0.703 0.694 0.694 6.452 6.552 6.655 6.762 6.872 6.877 1.376 1.387 1.400 1.413 1.428 1.429 85.20 85.81 86.46 87.16 87.89 87.93 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =1.29 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 3 4 5 6 7 7 8 9 10 10 11 12 12 13 13 14 14 15 15 15 15 15 97 .000 .938 .861 .770 .662 .539 .399 .240 .063 .865 .645 .403 .135 .840 .515 .159 .768 .339 .867 .349 .779 .150 .457 .690 .839 .892 .600 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 TTM .287 .272 .256 .241 .226 .210 .195 .180 .164 .149 .134 .119 .103 .088 .073 .057 .042 .027 .011 .996 .981 .965 .950 .935 .919 .904 .904 n nir uv VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 riTjaiT .407 .442 .479 .517 .557 .599 .642 .688 .735 .785 .837 .891 .947 .006 .067 .130 .197 .266 .338 .413 .492 .574 .659 .749 .842 .940 .940 T.Tf .TTTMD SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 AMST.VQ .467 .456 .444 .433 .422 .412 .401 .391 .381 .372 .363 .354 .345 .337 .330 .322 .316 .309 .304 .299 .294 .290 .287 .285 .284 .283 .283 TC 96 95 94 92 91 90 89 88 88 87 86 85 84 84 83 82 82 81 81 80 80 80 80 79 79 79 79 .37 .20 .07 .98 .92 .89 .91 .96 .05 .18 .36 .57 .83 .13 .48 .88 .33 .82 .37 .97 .63 .34 .12 .95 .85 .82 .82 PRESSURE+MOMENTUM BALANCE OCCURS AT 7.18 FEET UPSTREAM OF NODE 3030.00 DOWNSTREAM DEPTH = 1.162 FEET, UPSTREAM CONJUGATE DEPTH = 0.694 FEET NODE 3035.00 : HGL = < 50.573>;EGL= < 50.953>;FLOWLINE= < 49.670> FLOW PROCESS FROM NODE UPSTREAM NODE 3040.00 3035.00 TO NODE ELEVATION = 3040.00 IS CODE = 5 50.00 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT-) (FT/SEC) UPSTREAM 3.23 18.00 90.00 50.00 0.68 2.071 DOWNSTREAM 5.50 18.00 - 49.67 0.90 4.941 LATERAL #1 2.27 18.00 90.00 50.00 0.57 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== 2.035 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00346 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.351)+( 0.000) = 0.351 NODE 3040.00 : HGL = < 51.238>;EGL= < . 51.304>;FLOWLINE= < 50.000> 0.00093 0.00599 0.000 FEET FLOW PROCESS FROM NODE UPSTREAM NODE 3045.00 3040.00 TO NODE ELEVATION = 3045.00 IS CODE = 1 50.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.23 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = 0.68 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.68 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 1 2 3 3 4 5 6 8 9 11 14 17 .000 .014 .057 .132 .242 .392 .585 .826 .122 .480 .907 .415 .016 .725 .561 .550 .726 .132 .833 .920 .536 .922 FLOW DEPTH (FT) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 684 676 668 660 652 644 636 627 619 611 603 595 587 579 571 562 554 546 538 530 522 514 VELOCITY (FT/ SEC) 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 6 .112 .177 .243 .312 .383 .456 .531 .609 .689 .773 .859 .947 .039 .135 .233 .335 .441 .551 .665 .784 .907 .035 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 .947 .947 .948 .949 .950 .952 .955 .958 .961 .965 .970 .975 .981 .988 .996 .005 .014 .025 .037 .050 .064 .080 39 39 39 39 40 40 40 40 40 40 40 41 41 41 41 42 42 43 43 43 44 44 .88 .89 .92 .96 .03 .12 .22 .35 .50 .68 .88 .10 .35 .62 .92 .25 .61 .00 .43 .88 .37 .90 22.528 0.506 6.168 1.097 45.46 26.250 0.501 6.243 1.107 45.79 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.24 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15 16 17 18 18 19 19 20 20 20 26 .000 .099 .190 .271 .343 .405 .455 .492 .516 .525 .517 .490 .442 .372 .274 .147 .985 .785 .539 .240 .880 .447 .928 .304 .554 - .645 .250 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .238 .216 .193 .171 .149 .127 .105 .083 .061 .038 .016 .994 .972 .950 .928 .906 .884 .861 .839 .817 .795 .773 .751 .729 .706 .684 .684 VELOCITY (FT/ SEC) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 4 4 .070 .105 .142 .181 .223 .267 . .314 .364 .417 .474 .533 .597 .665 .737 .813 .895 .982 .075 .174 .281 .395 .518 .650 .792 .946 .112 .112 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 .304 .284 .265 .245 .226 .207 .188 .170 .151 .134 .116 .099 .082 .066 .051 .036 .022 .008 .996 .984 .974 .965 .958 .952 .948 .947 .947 68 66 64 62 60 59 57 55 54 52 51 50 48 47 46 45 44 43 42 42 41 40 40 40 39 39 39 .12 .20 .33 .52 .75 .04 .39 .80 .26 .79 .38 .04 .77 .57 .44 .39 .42 .53 .72 .01 .39 .86 .44 .14 .95 .88 .88 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 17.02 FEET UPSTREAM OF NODE 3040.00 DOWNSTREAM DEPTH = 0.855 FEET, UPSTREAM CONJUGATE DEPTH = 0.541 FEET NODE 3045.00 : HGL = < 51.184>;EGL= < 51.447>;FLOWLINE= < 50.500> FLOW PROCESS FROM NODE 3045.00 TO NODE 3045.00 IS CODE = 8 UPSTREAM NODE 3045.00 ELEVATION = 50.50 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.23 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.11 FEET/SEC. VELOCITY HEAD = 0.263 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.263) = 0.053 NODE 3045.00 : HGL = < 51.500>;EGL= < 51.500>;FLOWLINE= < 50.500> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3045.00 FLOWLINE ELEVATION = 50.50 ASSUMED UPSTREAM CONTROL HGL = 51.18 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 *************,**,*.,**,*** DESCRIPTION OF STUDY ****** * POINSETTIA PROPERTIES PA 2, 3 & 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 4 * FILE: LINE4.DAT FILENAME: C:\2068\LINE4.DAT TIME/DATE OF STUDY: 16:39 09/10/2001 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) 4000.00- 1.30* 73.71 0.57 41.60 } FRICTION } HYDRAULIC JUMP 4005.00- 0.68*Dc 39.72 0.68*Dc 39.72 } JUNCTION 4010.00- 0.84* 28.01 0.28 25.35 } FRICTION } HYDRAULIC JUMP 4015.00- 0.48*Dc 16.99 0.48*Dc 16.99 } CATCH BASIN 4015.00- 0.70* 9.03 0.48 DC 6.16 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 4000.00 FLOWLINE ELEVATION = 44.41 PIPE FLOW = 3.22 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.710 FEET NODE 4000.00 : HGL = < 45.710>;EGL= < 45.771>;FLOWLINE= < 44.410> FLOW PROCESS FROM NODE 4000.00 TO NODE 4005.00 IS CODE = 1 UPSTREAM NODE 4005.00 ELEVATION = 45.33 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.22 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 91.86 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.012 0.051 0.118 0.216 0.348 0.518 0.730 0.990 1.302 1.674 2.114 2.632 3.241 3.958 4.802 5.801 6.991 8.424 10-. 175 12.362 15.180 18.997 24.638 34.751 91.860 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 0.57 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) = 0.68 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/ SEC) ENERGY (FT) 0.683 4.108 0.945 0.679 4.144 0.946 0.674 4.181 0.946 0.670 4.218 0.946 0.665 4.255 0.946 0.661 4.294 0.947 0.656 4.333 0.948 0.651 4.373 0.949 0.647 4.413 0.950 0.642 4.454 0.951 0.638 4.496 0.952 0.633 4.539 0.953 0.629 4.582 0.955 0.624 4.627 0.957 0.620 4.672 0.959 0.615 4.718 0.961 0.611 4.765 0.963 0.606 4.812 0.966 0.601 4.861 0.969 0.597 4.910 0.972 0.592 4.961 0.975 0.588 5.012 0.978 0.583 5.065 0.982 0.579 5.118 0.986 0.574 5.172 0.990 0.574 5.178 0.990 UPSTREAM RUN ANALYSIS RESULTS 0.68 PRESSURE* MOMENTUM ( POUNDS ) 39.72 39.72 39.73 39.75 39.77 39.79 39.83 39.86 39.91 39.96 40.02 40.08 40.15 40.23 40.32 40.41 40.51 40.62 40.73 40.85 40.98 41.12 41.27 41.42 41.58 41.60 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.30 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 2.482 4.950 7.403 9.840 12.261 14.664 17.049 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 1.300 1.978 1.361 1.275 2.010 1.338 1.251 2.045 1.316 1.226 2.082 1.293 1.201 2.122 1.271 1.177 2.165 1.249 1.152 2.210 1.228 1.127 2.259 1.207 PRESSURE* MOMENTUM ( POUNDS ) 73.71 71.42 69.19 67.02 64.91 62.87 60.89 58.97 19. 21. 24, 26, 28, 30. 33. 35, 37, 39, 41. 42, 44, 46, 47, 48, 49, 49, 91, .412 .753 .069 .356 .611 .830 .006 .134 .206 .210 .134 .961 .669 .228 .598 .720 .505 .813 .860 | PRESSURE+MOMENTUM 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. TTTSTFJ BALANCE j DOWNSTREAM DEPTH = 103 078 053 029 004 979 955 930 905 881 856 831 807 782 757 733 708 683 683 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 4 4 .312 .368 .428 .492 .561 .634 .713 .797 .887 .985 .089 .202 .324 .456 .599 .754 .923 .108 .108 OF HYDRAULIC JUMP OCCURS AT 0.807 FEET 44.63 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. ANALYST 186 165 145 125 106 087 069 051 035 019 004 991 978 967 958 952 947 945 945 FEET UPSTREAM OF , UPSTREAM CONJUGATE DEPTH 57. 55. 53. 52. 50. 49. 47. 46. 45. 44. 43. 42. 41. 40. 40. 40. 39. 39. 39. 13 37 67 06 52 07 71 44 26 18 20 33 57 93 42 04 80 72 72 NODE 4000.00 | = 0.574 FEET | NODE 4005.00 : HGL = < 46.013>;EGL= < 46.275>;FLOWLINE= < 45.330> FLOW PROCESS FROM NODE UPSTREAM NODE 4010.00 4005.00 TO NODE ELEVATION = 4010.00 IS CODE = 5 45.66 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 1.66 3.22 1.56 0.00 DIAMETER ANGLE (INCHES) (DEGREES) 18.00 18.00 18.00 0.00 0.00===Q5 EQUALS 90.00 - 90.00 0.00 FLOWLINE ELEVATION 45.66 45.33 45.66 0.00 CRITICAL DEPTH (FT. ) 0.48 0.68 0.47 0.00 VELOCITY (FT/SEC) 1.636 4.109 2.387 0.000 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00069 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00519 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00294 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.264)+( 0.000) = 0.264 NODE 4010.00 : HGL = < 46.498>;EGL= < 46.539>;FLOWLINE= < 45.660> FLOW PROCESS FROM NODE 4010.00 TO NODE 4015.00 IS CODE = 1 UPSTREAM NODE 4015.00 ELEVATION = 47.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.007 0.028 0.064 0.119 0.194 0.290 0.413 0.564 0.747 0.969 1.235 1.551 1.929 2.378 2.915 3.559 4.338 5.289 6.468 7.963 9.918 12.608 16.646 24.004 26.250 26.25 FEET MANNING'S N = 0. DOWNSTREAM RUN ANALYSIS RESULTS 0.27 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) = 0.48 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 0.484 3.364 0.660 0.476 3.448 0.660 0.467 3.537 0.661 0.458 3.629 0.663 0.450 3.726 0.665 0.441 3.827 0.669 0.432 3.934 0.673 0.424 4.046 0.678 0.415 4.164 0.685 0.407 4.288 0.692 0.398 4.419 0.701 0.389 4.557 0.712 0.381 4.703 0.724 0.372 4.857 0.739 0.363 5.021 0.755 0.355 5.194 0.774 0.346 5.378 0.796 0.338 5.574 0.820 0.329 5.783 0.849 0.320 6.006 0.881 0.312 6.244 0.918 0.303 6.500 0.959 0.294 6.774 1.007 0.286 7.068 1.062 0.277 7.386 1.125 0.277 7.386 1.125 01300 0.48 PRESSURE* MOMENTUM ( POUNDS ) 16.99 17.00 17.03 17.08 17.14 17.23 17.35 17.48 17.65 17.83 18.05 18.29 18.57 18.88 19.23 19.61 20.03 20.50 21.02 21.58 22.20 22.88 23.63 24.45 25.35 25.35 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 0.84 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.246 0.489 0.730 0.968 1.204 1.436 1.665 1.891 2.112 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 0.838 1.635 0.879 0.824 1.670 0.867 0.809 1.706 0.855 0.795 1.744 0.843 0.781 1.784 0.831 0.767 1.825 0.819 0.753 1.869 0.807 0.739 1.915 0.796 0.725 1.963 0.784 0.710 2.013 0.773 . PRESSURE* MOMENTUM ( POUNDS ) 28.01 27.24 26.48 25.76 25.05 24.38 23.72 23.10 22.50 21.92 .328 .540 .745 .945 .137 .322 .498 .664 .819 .962 .090 .202 .295 4.366 4.412 4.428 26.250 0.696 0.682 0.668 0.654 0.640 .626 .611 .597 .583 .569 .555 .541 .527 .512 0.498 0.484 0.484 .066 ,122 .181 .243 .309 .378 .452 .529 2.612 2.700 2.793 .892 .998 .112 .234 .364 3.364 .763 .752 .742 .732 .723 .713 0.705 0.697 0.689 .682 .676 .671 .666 .663 .661 0.660 0.660 21.37 20.85 20.36 19.90 19.47 19.07 18.70 18.36 18.05 17.78 17.55 17.35 17.20 17.08 17.01 16.99 16.99 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 0.87 FEET UPSTREAM OF NODE 4010.00 | DOWNSTREAM DEPTH = 0.787 FEET, UPSTREAM CONJUGATE DEPTH = 0.277 FEET j NODE 4015.00 : HGL = < 47.484>;EGL= < 47.660>;FLOWLINE= < 47.000> FLOW PROCESS FROM NODE 4015.00 TO NODE 4015.00 IS CODE = 8 UPSTREAM NODE 4015.00 ELEVATION = 47.00 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.66 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.37 FEET/SEC. VELOCITY HEAD = 0.176 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.176) = 0.035 NODE 4015.00 : HGL = < 47.695>;EGL= < 47.695>;FLOWLINE= < 47.000> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4015.00 FLOWLINE ELEVATION = 47.00 ASSUMED UPSTREAM CONTROL HGL = 47.48 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS STORM DRAIN LINE 4A FILE: LINE4A.DAT FILE NAME: C:\2068\LINE4A.DAT TIME/DATE OF STUDY: 16:43 09/03/2001 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) 4100.00- 0.84 27.71 0.19* 40.49 } FRICTION 4105.00- 0.48*Dc 16.34 0.48*Dc 16.34 } CATCH BASIN 4105.00- 0.68* 8.68 0.48 DC 5.93 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 4100.00 FLOWLINE ELEVATION = 45.66 PIPE FLOW = 1.61 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 46.498 FEET NODE 4100.00 : HGL = < 45.846>;EGL= < 48.385>;FLOWLINE= < 45.660> FLOW PROCESS FROM NODE 4100.00 TO NODE 4105.00 IS CODE = 1 UPSTREAM NODE 4105.00 ELEVATION = 48.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.61 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.16 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.48 DISTANCE FROM CONTROL(FT) 0.000 0.002 0.007 0.015 0.029 0.047 0.072 0.104 0.145 0.195 0.258 0.336 0.431 0.548 0.693 0.872 1.096 1.377 1.737 2.203 2.823 3.675 4.911 6.250 FLOW DEPTH (FT) 0.477 0.464 0.451 0.438 0.425 0.412 0.400 0.387 0.374 0.361 0.348 0.336 0.323 0.310 0.297 0.284 0.272 0.259 0.246 0.233 0.220 0.207 0.195 0.186 VELOCITY (FT/SEC) 3.335 .463 .600 .747 .905 4.075 4.260 4.459 4.676 4.912 5.169 5.452 5.762 6.105 6.485 6.908 7.381 7.913 8.514 9.200 9.985 10.894 11.953 12.783 SPECIFIC ENERGY(FT) 0.649 0.650 0.652 0.656 0.662 0.671 0.682 0.696 0.714 0.736 0.764 0.797 0.839 0.889 0.951 1.026 1.118 1.232 1.372 1.548 1.770 2.051 2.415 2.725 PRESSURE* MOMENTUM(POUNDS) 16.34 16.36 16.42 16.53 16.69 16.90 17.17 17.49 17.89 18.35 18.90 19.54 20.28 21.13 22.11 23.24 24.54 26.03 27.75 29.74 32.06 34.77 37.97 40.49 NODE 4105.00 : HGL = < 48.977>;EGL= < 49.149>;FLOWLINE= < 48.500> FLOW PROCESS FROM NODE 4105.00 TO NODE 4105.00 IS CODE = 8 UPSTREAM NODE 4105.00 ELEVATION = 48.50 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.61 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.34 FEET/SEC. VELOCITY HEAD = 0.173 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.173) = 0.035 NODE 4105.00 : HGL = < 49.184>;EGL= < 49.184>;FLOWLINE= < 48.500> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4105.00 FLOWLINE ELEVATION = 48,50 ASSUMED UPSTREAM CONTROL HGL = 48.98 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 ,1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 5 * FILE: LINE5.DAT FILENAME: C:\2068\LINE5.DAT TIME/DATE OF STUDY: 16:43 09/10/2001 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) 5000.00- 1.24* 64.72 0.31 59.23 } FRICTION } HYDRAULIC JUMP 5005.00- 0.63*Dc 32.72 0.63*Dc 32.72 } CATCH BASIN 5005.00- 0.92* 17.53 0.63 DC 11.68 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 5000.00 FLOWLINE ELEVATION = 50.00 PIPE FLOW = 2.77 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 51.238 FEET NODE 5000.00 : HGL = < 51.238>;EGL= < 51.287>;FLOWLINE= < 50.000> FLOW PROCESS FROM NODE 5000.00 TO NODE 5005.00 IS CODE = 1 UPSTREAM NODE 5005.00 ELEVATION = 51.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.77 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.003 0.014 0.033 0.062 0.102 0.154 0.222 0.306 0.411 0.541 0.699 0.892 1.127 1.414 1.765 2.199 2.738 3.417 4.285 5.422 6.250 0.24 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.632 3.918 0.616 4.052 0.600 4.195 0.584 4.348 0.568 4.511 0.553 4.687 0.537 4.875 0.521 5.077 0.505 5.296 0.489 5.532 0.474 5.788 0.458 6.066 0.442 6.369 0.426 6.701 0.410 7.064 0.394 7.464 0.379 7.906 0.363 8.396 0.347 8.943 0.331 9.555 0.315 10.244 0.307 10.652 CRITICAL DEPTH (FT) 0.63 INFORMATION: SPECIFIC ENERGY (FT) 0.870 0.871 0.873 0.878 0.885 0.894 0.906 0.921 0.941 0.965 0.994 1.029 1.072 1.124 1.186 1.260 1.350 1.458 1.590 1.750 1.946 2.070 0.63 PRESSURE + MOMENTUM ( POUNDS ) 32.72 32.75 32.86 33.04 33.30 33.64 34.08 34.62 35.27 36.03 36.92 37.95 39.14 40.50 42.06 43.83 45.85 48.14 50.76 53.76 57.18 59.23 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.24 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.094 0.187 0.279 0.371 0.461 0.551 0.640 0.727 0.813 0.898 0.981 1.062 1.141 1.217 1.291 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.238 1.775 1.214 1.808 1.189 1.843 1.165 1.880 1.141 1.920 1.117 1.963 1.092 2.008 1.068 2.057 1.044 2.109 1.020 2.165 0.995 2.224 0.971 2.288 0.947 2.356 0.923 2.428 0.898 2.507 0.874 2.591 INFORMATION: SPECIFIC ENERGY (FT) 1.287 1.265 1.242 1.220 1.198 1.177 1.155 1.134 1.113 1.093 1.072 1.052 1.033 1.014 0.996 0.978 PRESSURE* MOMENTUM ( POUNDS ) 64.72 62.56 60.45 58.39 56.40 54.47 52.61 50.81 49.07 47.41 45.82 44.30 42.86 41.50 40.22 39.03 1.362 1.429 492 551 604 651 690 720 740 747 250 0.850 0.826 0.801 0.777 0.753 0.729 0.704 0.680 0.656 0.632 0.632 2.681 2.778 2.883 2.996 3.119 252 397 555 728 918 918 0.962 0.946 0.931 0.917 0.904 .893 .884 .877 .872 .870 0.870 37.92 36.90 35.99 35.17 34.46 33.85 33.37 33.02 32.79 32.72 32.72 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 0.27 FEET UPSTREAM OF NODE 5000.00 | DOWNSTREAM DEPTH = 1.167 FEET, UPSTREAM CONJUGATE DEPTH = 0.310 FEET | NODE 5005.00 : HGL = < 52.132>;EGL= < 52.370>;FLOWLINE= < 51.500> FLOW PROCESS FROM NODE 5005.00 TO NODE 5005.00 IS CODE = 8 UPSTREAM NODE 5005.00 ELEVATION = 51.50 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.77 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.92 FEET/SEC. VELOCITY HEAD = 0.239 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.239) = 0.048 NODE 5005.00 : HGL = < 52.418>;EGL= < 52.418>;FLOWLINE= < 51.500> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5005.00 FLOWLINE ELEVATION = 51.50 ASSUMED UPSTREAM CONTROL HGL = 52.13 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 5A * FILE: LINE5A.DAT FILE NAME: C:\2068\LINE5A.DAT TIME/DATE OF STUDY: 16:44 09/10/2001 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) 5100.00- 1.29* 60.27 0.16 4.09 } FRICTION } HYDRAULIC JUMP 5105.00- - 0.25 DC 3.16 0.16* 4.03 } FRICTION+BEND 5110.00- 0.25*Dc 3.16 0.25*Dc 3.16 } CATCH BASIN 5110.00- 0.35* 1.67 0.25 DC 1.17 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 5100.00 FLOWLINE ELEVATION = 48.21 PIPE FLOW = 0.44 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 49.497 FEET NODE 5100.00 : HGL = < 49.497>;EGL= < 49.498>;FLOWLINE= < 48.210> FLOW PROCESS FROM NODE 5100.00 TO NODE 5105.00 IS CODE = 1 UPSTREAM NODE 5105.00 ELEVATION = 50.53 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.44 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.216 0.442 0.677 0.925 1.184 1.457 1.746 2.051 2.375 2.721 3.091 3.489 3.920 4.388 4.902 5.471 6.107 6.830 7.666 8.655 9.868 11.434 13.644 17.435 77.370 77.37 FEET DOWNSTREAM RUN ANALYSIS 0.16 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.163 4.226 0.163 4.229 0.163 4.233 0.163 4.236 0.163 4.240 0.163 4.244 0.163 4.247 0.163 4.251 0.162 4.254 0.162 4.258 0.162 4.261 0.162 4.265 0.162 4.268 0.162 4.272 0.162 4.276 0.162 4.279 0.162 4.283 0.162 4.286 0.162 4.290 0.161 4.293 0.161 4.297 0.161 4.301 0.161 4.304 0.161 4.308 0.161 4.312 0.161 4.312 MANNING'S N = 0. RESULTS CRITICAL DEPTH (FT) 0.16 INFORMATION: SPECIFIC ENERGY (FT) 0.441 0.441 0.441 0.442 0..442 0.443 0.443 0.443 0.444 0.444 0.444 0.445 0.445 0.446 0.446 0.446 0.447 0.447 0.447 0.448 0.448 0.449 0.449 0.449 0.450 0.450 01300 0.25 PRESSURE* MOMENTUM ( POUNDS ) 4.03 4.04 4.04 4.04 4.04 4.04 4.05 4.05 4.05 4.05 4.06 4.06 4.06 4.06 4.07 4.07 4.07 4.07 4.08 4.08 4.08 4.08 4.09 4.09 4.09 4.09 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.29 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 1.388 2.776 4.164 5.551 6.937 8.323 9.709 11.093 12.477 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.287 0.273 1.245 0.280 1.204 0.289 1.162 0.299 1.120 0.311 1.079 0.323 1.037 0.338 0.995 0.353 0.954 0.371 0.912 0.391 INFORMATION: SPECIFIC ENERGY (FT) 1.288 1.247 1.205 1.163 1.122 1.080 1.039 0.997 0.956 0.914 PRESSURE* MOMENTUM ( POUNDS ) 60.27 56.14 52.14 48.26 44.52 40.92 37.47 34.17 31.02 28.04 13.859 15.240 16.618 17.994 19.367 20.735 22.097 23.450 24.792 26.118 27.417 28.678 29.874 30.957 31.829 32.236 77.370 PRESSURE+MOMENTUM 0.870 0.829 0.787 0.745 0.704 0.662 0.620 0.579 0.537 0.495 0.454 0.412 0.370 0.329 0.287 0.245 0.245 ir-M-pi Ot? "LJVnt, 0.414 0.439 0.468 0.502 0.540 0.585 0.638 0.700 0.774 0.864 0.976 1.116 1.297 1.536 1.864 2.337 2.337 D T\ TTT ~rr* BALANCE OCCURS AT 0.873 0.832 0.790 0.749 0.708 0.667 0.627 0.586 0.546 0.507 0.468 0.431 0.396 0.365 0.341 0.330 0.330 30.28 FEET UPSTREAM OF DOWNSTREAM DEPTH = 0.355 FEET, UPSTREAM CONJUGATE DEPTH 25.21 22.55 20.05 17.72 15.55 13.56 11.73 10.06 8.57 7.25 6.10 5.12 4.32 3.71 3.31 3.16 3.16 NODE 5100.00 | = 0.161 FEET j NODE 5105.00 : HGL = < 50.693>;EGL= < 50.971>;FLOWLINE= < 50.530> FLOW PROCESS FROM NODE UPSTREAM NODE 5110.00 5105.00 TO NODE ELEVATION = 5110.00 IS CODE = 3 52.58 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 0.44 CFS CENTRAL ANGLE = 86.860 DEGREES PIPE LENGTH = 68.22 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.16 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.25 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.25 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 .000 .004 .016 .036 .067 .109 .162 .230 .312 .412 .532 .675 .844 .043 .279 .559 .892 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .245 .242 .238 .235 .232 .228 .225 .222 .218 .215 .211 .208 .205 .201 .198 .195 .191 VELOCITY (FT/ SEC) 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 .337 .384 .433 .484 .536 .591 .647 .706 .767 .830 .896 .965 .036 .110 .188 .269 .353 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .330 .330 .330 .331 .332 .333 .334 .335 .337 .339 .342 .345 .348 .352 .356 .361 .366 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 .16 .16 .17 .17 .18 .19 .20 .22 .24 .26 .28 .31 .34 .37 .41 .45 .49 2.291 2.774 .368 .115 .082 .401 8.362 11.900 68.220 3. 4, 5. 6. 0.188 0.184 0.181 0.178 0.174 0.171 0.168 0.164 0.163 3.442 3.534 3.630 3.732 3.838 3.949 4.066 4.189 4.226 0.372 0.378 0.386 0.394 0.403 0.413 0.424 0.437 0.441 3.54 3.59 3.65 3.71 3.78 3.85 3.93 4.01 4.03 NODE 5110.00 : HGL = < 52.825>;EGL= < 52.910>;FLOWLINE= < 52.580> FLOW PROCESS FROM NODE 5110.00 TO NODE 5110.00 IS CODE = 8 UPSTREAM NODE 5110.00 ELEVATION = 52.58 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.44 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.34 FEET/SEC. VELOCITY HEAD = 0.085 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.085) = 0.017 NODE 5110.00 : HGL = < 52.927>;EGL= < 52.927>;FLOWLINE= < 52.580> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5110.00 FLOWLINE ELEVATION = 52.58 ASSUMED UPSTREAM CONTROL HGL = 52.83 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 6 . * * FILE: LINE6.DAT * ************************************************************************** FILE NAME: C:\2068\LINE6.DAT TIME/DATE OF STUDY: 15:35 11/09/2001 ****************************************************************************** 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) 6000.00- 1.44* 78.68 0.43 17.59 } FRICTION } HYDRAULIC JUMP 6005.00- 0.49 DC 17.12 0.43* 17.57 } FRICTION+BEND 6010.00- 0.49*Dc 17.12 0.49*Dc 17.12 } CATCH BASIN 6010.00- 0.70* 9.10 0.49 DC 6.21 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 6000.00 FLOWLINE ELEVATION = 39.26 PIPE FLOW = 1.67 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 40.695 FEET NODE 6000.00 : HGL = < 40.695>;EGL= < 40.709>;FLOWLINE= < 39.260> FLOW PROCESS FROM NODE 6000.00 TO NODE 6005.00 IS CODE = 1 UPSTREAM NODE 6005.00 ELEVATION = 40.23 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.67 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.351 0.717 1.100 1.501 1.922 2.364 2.831 3.325 3.850 4.409 5.006 5.649 6.344 7.099 7.928 8.844 9.870 11.033 12.377 13.968 15.917 18.432 21.982 28.066 119.990 119.99 FEET DOWNSTREAM RUN ANALYSIS 0.43 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED MANNING'S N = 0. RESULTS CRITICAL DEPTH (FT) 0.43 INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) 0.428 4.014 0.428 4.014 0.428 4.015 0.428 4.016 0.428 4.016 0.428 4.017 0.428 4.017 0.428 4.018 0.428 4.018 0.428 4.019 0.428 4.020 0.428 4.020 0.428 4.021 0.427 4.021 0.427 4.022 0.427 4.022 0.427 4.023 0.427 4.024 0.427 4.024 0.427 4.025 0.427 4.025 0.427 4.026 0.427 4.027 0.427 4.027 0.427 4.028 0.427 4.028 ENERGY (FT) 0.678 0.678 0.678 0.678 0.678 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 0.679 01300 0.49 PRESSURE+ MOMENTUM ( POUNDS ) 17.57 17.57 17.57 17.57 17.57 17.57 17.57 17.57 17.57 17.57 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.58 17.59 17.59 17.59 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.44 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 4.772 9.531 14.279 19.016 23.744 28.462 33.170 37.868 42.554 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.435 0.959 1.397 0.974 1.359 0.992 1.321 1.013 1.283 1.037 1.245 1.065 1.207 1.095 1.169 1.130 1.131 1.168 1.093 1.210 INFORMATION: SPECIFIC ENERGY (FT) 1.449 1.412 1.374 1.337 1.300 1.263 1.226 1.189 1.152 1.116 PRESSURE+ MOMENTUM ( POUNDS ) 78.68 74.64 70.67 66.79 63.01 59.33 55.77 52.32 49.00 45.81 47.226 51.883 56.522 61.140 65.731 70.290 74.809 79.277 83.678 87.990 92.183 96.206 99.979 103.360 106.058 107.331 119.990 PRESSURE+MOMENTUM DOWNSTREAM 1.055 1.017 0.979 0.941 0.903 0.865 0.827 0.789 0.751 0.713 0.676 0.638 0.600 0.562 0.524 0.486 0.486 Tpxm f"iTP UVT1T. 1.257 1.309 1.366 1.430 1.501 1.581 1.670 1.771 1.885 2.014 2.162 2.333 2.532 2.764 3.040 3.370 3.370 37VTTT Tf* TTTTUTO 7\ 1.080 1.044 1.008 0.973 0.938 0.904 0.871 0.838 0.807 0.777 0.748 0.722 0.699 0.680 0.667 0.662 0.662 VT*T VOTO BALANCE OCCURS AT 104.38 FEET UPSTREAM OF DEPTH = 0.547 FEET, UPSTREAM CONJUGATE DEPTH 42.75 39.83 37.06 34.43 31.96 29.65 27.51 25.53 23.73 22.12 20.70 19.49 18.51 17.76 17.29 17.12 17.12 NODE 6000.00 = 0.427 FEET NODE 6005.00 : HGL = < 40.658>;EGL= < 40.908>;FLOWLINE= < 40.230> ****************************************************************************** FLOW PROCESS FROM NODE 6005.00 TO NODE 6010.00 IS CODE = 3 UPSTREAM NODE 6010.00 ELEVATION = 40.48 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.67 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 38.940 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 30.58 FEET NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.007 0.030 0.069 0.126 0.203 0.302 0.426 0.577 0.759 0.975 1.230 1.531 1.885 2.300 2.788 3.366 0.43 CRITICAL DEPTH (FT) = 0.49 ASSUMED FLOWDEPTH(FT) FLOW PROFILE FLOW DEPTH (FT) 0.486 0.483 0.481 0.478 0.476 0.474 0.471 0.469 0.466 0.464 0.462 0.459 0.457 0.454 0.452 0.450 0.447 COMPUTED VELOCITY (FT/ SEC) 3.370 3.393 3.416 3.440 3.464 3.488 3.513 3.537 3.562 3.588 3.614 3.640 3.666 3.693 3.720 3.748 3.776 0.49 INFORMATION: SPECIFIC ENERGY (FT) 0.662 0.662 0.662 0.662 0.662 0.663 0.663 0.663 0.664 0.664 0.665 0.665 0.666 0.666 0.667 0.668 0.669 PRESSURE+ MOMENTUM ( POUNDS ) 17.12 17.12 17.12 17.13 17.13 17.14 17.15 17.16 17.17 17.18 17.19 17.21 17.23 17.25 17.27 17.29 17.31 4.053 0.445 3.804 0.670 17.34 4.881 0.443 3.833 0.671 17.37 5.891 0.440 3.862 0.672 17.39 7.151 0.438 3.891 0.673 17.43 8.774 0.435 3.921 0.674 17.46 10.970 0.433 3.951 0.675 17.49 14.212 0.431 3.982 0.677 17.53 20.019 0.428 4.013 0.678 17.57 30.580 0.428 4.014 0.678 17.57 NODE 6010.00 : HGL = < 40.966>;EGL= < 41.142>;FLOWLINE= < 40.480> ****************************************************************************** FLOW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = 8 UPSTREAM NODE 6010.00 ELEVATION = 40.48 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.67 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.37 FEET/SEC. VELOCITY HEAD = 0.176 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2* ( 0.176) = 0.035 NODE 6010.00 : HGL = < 41.177>;EGL= < 41.177>;FLOWLINE= < 40.480> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 6010.00 FLOWLINE ELEVATION = 40.48 ASSUMED UPSTREAM CONTROL HGL = 40.97 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 7 * * FILE: LINE7.DAT * ************************************************************************** FILE NAME: C:\2068\LINE7.DAT TIME/DATE OF STUDY: 15:41 11/09/2001 ****************************************************************************** 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) 7000.00- 1.22* 89.43 0.84 76.71 } FRICTION } HYDRAULIC JUMP 7005.00- 0.89*Dc 76.39 0.89*Dc 76.39 } JUNCTION 7010.00- 1.15 61.59 0.33* 74.03 } FRICTION 7015.00- 0.69*Dc 40.68 0.69*Dc 40.68 } CATCH BASIN 7015.00- 1.01* 21.91 0.69 DC 14.40 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 7000.00 FLOWLINE ELEVATION = 38.38 PIPE FLOW = 5.32 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 39.605 FEET NODE 7000.00 : HGL = < 39.605>;EGL= < 39.789>;FLOWLINE= < 38.380> FLOW PROCESS FROM NODE 7000.00 TO NODE 7005.00 IS CODE = 1 UPSTREAM NODE 7005.00 ELEVATION = 39.58 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.32 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 171.53 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.011 0.037 0.079 0.139 0.218 0.319 0.443 0.594 0.774 0.988 1.240 1.535 1.881 2.287 2.764 3.327 3.996 4.799 5.779 7.000 8.571 10.693 13.824 19.426 171.530 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS 0.84 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.888 4.882 0.886 4.894 0.884 4.906 0.882 4.919 0.881 4.931 0.879 4.943 0.877 4.956 0.875 4.968 0.873 4.981 0.872 4.994 0.870 5.006 0.868 5.019 0.866 5.032 0.864 5.045 0.862 5.058 0.861 5.071 0.859 5.084 0.857 5.098 0.855 5.111 0.853 5.124 0.851 5.138 0.850 5.151 0.848 5.165 0.846 5.179 0.844 5.192 0.843 5.199 RESULTS CRITICAL DEPTH (FT) 0.89 INFORMATION: SPECIFIC ENERGY (FT) 1.258 1.258 1.258 1.258 1.258 1.259 1.259 1.259 1.259 1.259 1.259 1.259 1.259 1.260 1.260 1.260 1.260 1.261 1.261 1.261 1.261 1.262 1.262 1.263 1.263 1.263 0.89 PRESSURE* MOMENTUM ( POUNDS ) 76.39 76.39 76.40 76.40 76.40 76.41 76.41 76.42 76.43 76.44 76.45 76.46 76.47 76.48 76.50 76.51 76.53 76.54 76.56 76.58 76.60 76.62 76.65 76.67 76.70 76.71 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.22 GRADUALLY VARIED FLOW PROFILE COMPUTED DISTANCE FROM CONTROL (FT) 0.000 2.198 4.379 6.544 8.692 10.823 12.935 15.028 FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.225 3.442 1.212 3.478 1.198 3.515 1.185 3.553 1.171 3.593 1.158 3.634 1.144 3.677 1.131 3.721 INFORMATION: SPECIFIC ENERGY (FT) 1.409 1.399 1.390 1.381 1.372 1.363 1.354 1.346 PRESSURE* MOMENTUM ( POUNDS ) 89.43 88.50 87.61 86.74 85.90 85.09 84.31 83.56 17.100 19.150 21.176 23.175 25.145 27.083 28.985 30.845 32.658 34.416 36.109 37.723 39.242 . 40.642 41.886 42.924 43.669 43.972 171.530 PRESSURE -(-MOMENTUM DOWNSTREAM 1.117 1.104 1.090 1.077 1.064 1.050 1.037 1.023 1.010 0.996 0.983 0.969 0.956 0.942 0.929 0.915 0.902 0.889 3.767 3.815 3.865 3.916 3.970 4.025 4.082 4.142 4.204 4.268 4.334 4.403 4.475 4.550 4.627 4.708 4.791 4.878 0.889 4.878 WKm HT? WVnRATTT TP BALANCE OCCURS AT DEPTH = 0.935 1.338 1.330 1.323 1.315 1.308 1.302 1.296 1.290 1.284 1.279 1.275 1.271 1.267 1.264 1.262 1.260 1.259 1.258 1.258 TTTMP ATvTAT V^TQ 41.31 FEET UPSTREAM OF FEET, UPSTREAM CONJUGATE DEPTH 82.84 82.16 81.50 80.89 80.30 79.76 79.25 78.78 78.34 77.95 77.60 77.29 77.02 76.80 76.62 76.50 76.42 76.39 76.39 NODE 7000.00 = 0.843 FEET NODE 7005.00 : HGL = < 40.468>;EGL= < 40.838>;FLOWLINE= < 39.580> t********************************************************** FLOW PROCESS FROM NODE 7005.00 TO NODE 7010.00 IS CODE = 5 UPSTREAM NODE 7010.00 ELEVATION = 39.91 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 3.28 18.00 90.00 39.91 0.69 5.32 18.00 - 39.58 0.89 2.04 18.00 45.00 39.91 0.54 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 11.258 4.884 3.574 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08400 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00592 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04496 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.180 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.372)+( 0.000) = 1.372 NODE 7010.00 : HGL = "< 40.242>;EGL= < 42.211>;FLOWLINE= < 39.910> FLOW PROCESS FROM NODE UPSTREAM NODE 7015.00 7010.00 TO NODE ELEVATION = 7015.00 IS CODE = 1 42.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = 3.28 CFS PIPE DIAMETER = 18.00 INCHES 26.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.31 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.69 0.69 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.006 0.027 0.063 0.117 0.191 0.288 0.412 0.566 0.755 0.985 1. 1. 2. 2. 3. 3. 4. .264 .599 .004 .490 .079 .794 .669 5.752 7.115 8.867 11.194 14.445 19.405 26.250 FLOW DEPTH (FT) 0.690 0.675 0.660 0.645 0.630 0.615 0.600 0.585 0.569 0.554 0.539 0.524 0.509 0.494 0.479 0.464 0.449 0.434 0.419 0.404 0.389 0.374 0.359 0.344 0.332 VELOCITY (FT/SEC) 4.132 4.253 4.380 4.516 4.659 4.811 4.972 5.145 5.328 5.524 5.734 5.960 6.201 6.462 6.743 7.046 7.376 7.734 8.124 8.551 9.019 9.534 10.104 10.737 11.255 SPECIFIC ENERGY(FT) 0.955 0.956 0.958 0.962 0.967 0.974 0.984 0.996 1. 1. 1. 1. 1. 1. 1. .011 .029 .050 .076 .107 .143 .186 1.236 294 363 444 540 653 786 945 135 2.301 PRESSURE* MOMENTUM(POUNDS) 40.68 40.71 40.81 40.97 41.21 41.53 41.93 42.41 42.99 43.67 44.46 45.36 46.40 47.56 48.88 50.37 52.03 53.90 55.99 58.34 60.96 63.91 67.22 70.95 74.03 NODE 7015.00 : HGL = < 43.390>;EGL= < 43.655>;FLOWLINE= < 42.700> FLOW PROCESS FROM NODE 7015.00 TO NODE 7015.00 IS CODE = 8 UPSTREAM NODE 7015.00 ELEVATION = 42.70 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.28 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.13 FEET/SEC. VELOCITY HEAD = 0.265 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.265) = 0.053 NODE 7015.00 : HGL = < 43.708>;EGL= < 43.708>;FLOWLINE= < 42.700> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7015.00 FLOWLINE ELEVATION = 42.70 ASSUMED UPSTREAM CONTROL HGL = 43.39 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 7A * * FILE: LINE7A.DAT * ************************************************************* *,* *********** FILE NAME: C:\2068\LINE7A.DAT TIME/DATE OF STUDY: 15:45 11/09/2001 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) 7100.00- 0.57 DC 24.91 0.20* 67.91 } FRICTION 7105.00- 0.57*Dc 24.91 0.57*Dc 24.91 } CATCH BASIN 7105.00- 0.82* 13.29 0.57 DC 8.96 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 7100.00 FLOWLINE ELEVATION = 39.91 PIPE FLOW = 2.24 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 40.242 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.33 FT.) IS LESS THAN CRITICAL DEPTH( 0.57 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 7100.00 : HGL = < 40.115>;EGL= < 43.832>;FLOWLINE= < 39.910> FLOW PROCESS FROM NODE 7100.00 TO NODE 7105.00 IS CODE = 1 UPSTREAM NODE 7105.00 ELEVATION = 44.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.24 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 8.84 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.18 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.57 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.57 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 3 4 5 7 8 .000 .002 .007 .017 .031 .051 .078 .113 .157 .212 .281 .366 .470 .600 .759 .958 .207 .522 .925 .451 .154 .127 .546 .809 .840 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .565 .550 .534 .519 .503 .488 .472 .457 .441 .426 .410 .395 .379 .364 .348 .333 .317 .301 .286 .270 .255 .239 .224 .208 .205 VELOCITY (FT/ SEC) 3 3 3 4 4 4 4 4 5 5 5 6 6 6 7 7 8 8 9 10 11 12 13 15 15 .673 .814 .965 .128 .303 .492 .697 .919 .161 .426 .715 .033 .383 .771 .203 .685 .227 .840 .535 .332 .251 .321 .579 .075 .467 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 2 2 3 3 3 .775 .776 .779 .784 .791 .801 .815 .833 .855 .883 .918 .960 .012 .076 .154 .250 .369 .516 .699 .929 .222 .598 .089 .739 .922 24 24 25 25 25 25 26 26 27 28 28 29 31 32 34 35 37 40 43 46 50 54 59 66 67 .91 .94 .04 .21 .46 .79 .20 .72 .34 .07 .94 .95 .12 .48 .04 .84 .92 .33 .11 .35 .14 .60 .90 .24 .91 NODE 7105.00 : HGL = < 45.065>;EGL= < 45.275>;FLOWLINE= < 44.500> FLOW PROCESS FROM NODE 7105.00 TO NODE 7105.00 IS CODE = 8 UPSTREAM NODE 7105.00 ELEVATION = 44.50 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.24 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.67 FEET/SEC. VELOCITY HEAD = 0.210 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.210) = 0.042 NODE 7105.00 : HGL = < 45.317>;EGL= < 45.317>;FLOWLINE= < 44.500> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7105.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 44.50 45.07 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 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 8 * * FILE: LINE8.DAT * ************************************************************************** FILENAME: C:\2068\LINE8.DAT TIME/DATE OF STUDY: 08:51 02/06/2002 ****************************************************************************** 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) 8000.00- 2.52* 205.89 0.33 67.59 } FRICTION } HYDRAULIC JUMP 8005.00- 0.67*Dc 37.98 0.67*Dc 37.98 } CATCH BASIN 8005.00- 0.98* 20.42 0.67 DC 13.48 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 8000.00 FLOWLINE ELEVATION = 36.43 PIPE FLOW = 3.11 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 38.951 FEET NODE 8000.00 : HGL = < 38.951>;EGL= < 38.999>;FLOWLINE= < 36.430> ****************************************************************************** FLOW PROCESS FROM NODE 8000.00 TO NODE 8005.00 IS CODE = 1 UPSTREAM NODE 8005.00 ELEVATION = 38.47 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.11 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.01 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.006 0.024 0.057 0.105 0.172 0.260 0.372 0.511 0.682 0.891 1.145 1.450 1.819 2.264 2.803 3.459 4.263 5.262 6.520 8.142 10.302 13.327 17.010 0.30 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH(FT) = FLOW PROFILE FLOW DEPTH (FT) 0.671 0.656 0.641 0.626 0.611 0.596 0.581 0.566 0.551 0.536 0.521 0.506 0.491 0.476 0.461 0.446 0.431 0.416 0.401 0.386 0.371 0.356 0.341 0.329 0.67 0.67 COMPUTED INFORMATION: VELOCITY (FT/ SEC) 4.063 4.185 4.314 4.451 4.597 4.752 4.917 5.093 5.281 5.482 5.697 5.929 6.178 6.448 6.739 7.054 7.397 7.771 8.181 8.630 9.124 9.671 10.278 10.810 SPECIFIC ENERGY (FT) 0.927 0.928 0.930 0.934 0.939 0.947 0.957 0.969 0.984 1.003 1.025 1.052 1.084 1.122 1.167 1.219 1.282 1.355 1.441 1.543 1.665 1.809 1.983 2.145 PRESSURE+ MOMENTUM ( POUNDS ) 37.98 38.01 38.10 38.27 38.50 38.81 39.21 39.69 40.26 40.93 41.71 42.61 43.63 44.79 46.11 47.59 49.25 51.13 53.23 55.59 58.24 61.23 64.60 67.59 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT)2.52 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 8.576 PRESSURE HEAD (FT) 2.521 1.500 VELOCITY (FT/SEC) 1.760 1.760 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 1 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 8.576 8.850 9.120 9.387 9.652 FLOW PROFILE FLOW DEPTH (FT) 1.500 1.467 1.434 1.401 1.367 SPECIFIC ENERGY (FT) 2.569 1.548 .50 PRESSURE+ MOMENTUM ( POUNDS ) 205.89 93.31 COMPUTED INFORMATION: VELOCITY (FT/ SEC) 1.759 1.769 1.787 1.811 1.839 SPECIFIC ENERGY (FT) 1.548 1.515 1.483 1.451 1.420 PRESSURE+ MOMENTUM ( POUNDS ) 93.31 89.72 86.21 82.77 79.42 1.872 1.910 1.951 1.998 2.049 2.105 2.167 2.234 2.308 2.389 2.477 2.574 2.680 2.797 2.926 3.068 3.226 3.401 3.596 3.816 4.063 4.063 -END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 12.01 FEET UPSTREAM OF DOWNSTREAM DEPTH = 1.053 FEET, UPSTREAM CONJUGATE DEPTH 9 10 10 10 10 11 11 11 11 12 12 12 12 12 13 13 13 13 13 13 13 17 .914 .174 .432 .686 .938 .186 .430 .671 .906 .136 .359 .575 .782 .979 .163 .332 .483 .613 .715 .783 .808 .010 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 TPW .334 .301 .268 .235 .202 .168 .135 .102 .069 .036 .003 .969 .936 .903 .870 .837 .804 .770 .737 .704 .671 .671 n rn? 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 Q .389 .358 .327 .297 .267 .237 .208 .180 .152 .124 .098 .072 .048 .025 .003 .983 .965 .950 .938 .930 .927 .927 TQ 76 72 69 66 64 61 58 56 53 51 49 47 45 43 42 41 40 39 38 38 37 37 .15 .97 .89 .91 .04 .28 .64 .12 .73 .48 .37 .40 .59 .94 .47 .18 .08 .20 .54 .12 .98 .98 NODE 8000.00 = 0.405 FEET NODE 8005.00 : HGL = < 39 .141>;EGL= < 39.397>;FLOWLINE= < 38.470> FLOW PROCESS FROM NODE 8005.00 TO NODE 8005.00 IS CODE = 8 UPSTREAM NODE 8005.00 ELEVATION = 38.47 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.11 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.06 FEET/SEC. VELOCITY HEAD = 0.257 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = . 2*( 0.257) = 0.051 NODE 8005.00 : HGL = < 39.449>;EGL= < 39.449>;FLOWLINE= < 38.470> *********************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8005.00 FLOWLINE ELEVATION = 38.47 ASSUMED UPSTREAM CONTROL HGL = 39.14 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 9 * * FILE: LINE9.DAT * FILE NAME: C:\2068\LINE9.DAT TIME/DATE OF STUDY: 15:52 11/09/2001 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) 9000.00- 1.35* 81.97 0.50 55.35 } FRICTION } HYDRAULIC JUMP 9005.00- 0.73*Dc 46.05 0.73*Dc 46.05 } CATCH BASIN 9005.00- 1.06* 24.89 0.73 DC 16.22 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 9000.00 FLOWLINE ELEVATION = 38.77 PIPE FLOW = 3.61 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 40.124 FEET NODE 9000.00 : HGL = < 40.124>;EGL= < 40.196>;FLOWLINE= < 38.770> FLOW PROCESS FROM NODE 9000.00 TO NODE 9005.00 IS CODE = 1 UPSTREAM NODE 9005.00 ELEVATION = 39.40 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.61 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 25.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.014 0.057 0.133 0.245 0.397 0.593 0.839 1.141 1.507 1.946 2.467 3.086 3.818 4.683 5.709 6.932 8.398 10.176 12.363 15.112 18.681 23.548 25.250 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS 0.48 ASSUMED FLOWDEPTH (FT) FLOW PROFILE FLOW DEPTH (FT) 0.725 0.715 0.705 0.695 0.685 0.675 0.665 0.655 0.645 0.635 0.625 0.615 0.605 0.595 0.585 0.575 0.565 0.555 0.545 0.535 0.525 0.515 0.505 0.503 COMPUTED VELOCITY (FT/ SEC) 4.263 4.340 4.419 4.502 4.587 4.676 4.768 4.864 4.964 5.067 5.175 5.287 5.404 5.525 5.652 5.784 5.923 6.067 6.219 6.377 6.543 6.717 6.899 6.943 RESULTS CRITICAL DEPTH (FT) 0.73 INFORMATION: SPECIFIC ENERGY (FT) 1.008 1.008 1.009 1.010 1.012 1.015 1.019 1.023 1.028 1.034 1.041 1.050 1.059 1.070 1.082 1.095 1.110 1.127 1.146 1.167 1.190 1.216 1.245 1.252 0.73 PRESSURE* MOMENTUM ( POUNDS ) 46.05 46.06 46.11 46.18 46.28 46.42 46.59 46.79 47.03 47.30 47.61 47.97 48.36 48.80 49.29 49.82 50.40 51.04 51.73 52.48 53.29 54.17 55.11 55.35 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.35 GRADUALLY VARIED DISTANCE FROM CONTROL, (FT) 0.000 0.967 1.926 2.875 3.815 4.745 5.664 6.572 7.468 8.350 9.217 10.067 10.899 11.711 FLOW PROFILE FLOW DEPTH (FT) 1.354 1.329 1.304 1.279 1.253 1.228 1.203 1.178 1.153 1.128 1.103 1.077 1.052 1.027 COMPUTED VELOCITY (FT/SEC) 2.150 2.180 2.213 2.249 2.288 2.330 2.375 2.424 2.476 2.532 2.592 2.656 2.725 2.799 INFORMATION: SPECIFIC ENERGY (FT) 1.426 1.403 1.380 1.357 1.335 1.313 1.291 1.269 1.248 1.227 1.207 1.187 1.168 1.149 PRESSURE* MOMENTUM ( POUNDS ) 81.97 79.57 77.22 74.93 72.71 70.55 68.46 66.44 64.50 62.63 60.83 59.12 57.50 55.96 12.498 13.260 13.991 14.688 15.345 15.955 16.511 17.004 17.421 17.747 17.961 18.040 25.250 .002 .977 .952 .927 0.901 0.876 .851 .826 .801 .776 0.750 0.725 0.725 .877 .962 .052 .149 .254 .366 .488 .619 .760 .914 .081 4.263 4.263 131 113 096 081 066 052 040 029 021 014 009 008 008 54.52 53.17 51.92 50.77 49.74 48.81 48.01 47.33 46.79 46.38 46.14 46.05 46.05 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 13.86 FEET UPSTREAM OF NODE 9000.00 | DOWNSTREAM DEPTH = 0.956 FEET, UPSTREAM CONJUGATE DEPTH = 0.540 FEET j NODE 9005.00 : HGL = < 40.125>;EGL= < 40.408>;FLOWLINE= < 39.400> FLOW PROCESS FROM NODE 9005.00 TO NODE 9005.00 IS CODE = 8 UPSTREAM NODE 9005.00 ELEVATION = 39.40 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.61 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.26 FEET/SEC. VELOCITY HEAD = 0.282 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.282) = 0.056 NODE 9005.00 : HGL = < 40.464>;EGL= < 40.464>;FLOWLINE= < 39.400> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 9005.00 FLOWLINE ELEVATION = 39.40 ASSUMED UPSTREAM CONTROL HGL = 40.13 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 9A * FILE: LINE9A.DAT FILE NAME: C:\2068\LINE9A.DAT TIME/DATE OF STUDY: 15:53 11/09/2001 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) 9100.00- 1.35* 67.00 0.07 4.18 } FRICTION } HYDRAULIC JUMP 9105.00- 0.18*Dc 1.55 0.18*Dc 1.55 } CATCH BASIN 9105.00- 0.26* 0.82 0.18 DC 0.58 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 9100.00 FLOWLINE ELEVATION = 38.77 PIPE FLOW = 0.25 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 40.124 FEET NODE 9100.00 : HGL = < 40.124>;EGL= < 40.124>;FLOWLINE= < 38.770> FLOW PROCESS FROM NODE 9100.00 TO NODE 9105.00 IS CODE = 1 UPSTREAM NODE 9105.00 ELEVATION = 41.21 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.25 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL DOWNSTREAM RUN ANALYSIS 0.06 ASSUMED FLOWDEPTH (FT) GRADUALLY VARIED FLOW PROFILE COMPUTED DISTANCE FROM CONTROL (FT) 0.000 0.001 0.002 0.006 0.010 0.017 0.026 0.037 0.052 0.069 0.092 0.119 0.152 0.193 0.243 0.305 0.382 0.478 0.600 0.757 0.965 1.248 1.654 2.293 3.511 5.250 HYDRAULIC JUMP: FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.184 2.014 0.179 2.093 0.174 2.177 0.170 2.268 0.165 2.364 0.160 2.468 0.155 2.580 0.151 2.701 0.146 2.832 0.141 2.975 0.136 3.129 0.131 3.298 0.127 3.483 0.122 3.686 0.117 3.909 0.112 4.157 0.108 4.433 0.103 4.740 0.098 5.086 0.093 5.476 0.088 5.920 0.084 6.427 0.079 7.012 0.074 7.693 0.069 8.493 0.069 8.510 RESULTS CRITICAL DEPTH (FT) 0.18 INFORMATION: SPECIFIC ENERGY (FT) 0.247 0.247 0.248 0.250 0.252 0.255 0.259 0.264 0.270 0.279 0.288 0.300 0.315 0.333 0.355 0.381 0.413 0.452 0.500 0.559 0.633 0.726 0.843 0.994 1.190 1.195 0.18 PRESSURE* MOMENTUM ( POUNDS ) 1.55 1.55 1.56 1.57 1.59 1.60 1.63 1.66 1.70 1.74 1.79 1.85 1.92 1.99 2.08 2.18 2.30 2.43 2.59 2.76 2.96 3.20 3.47 3.79 4.17 4.18 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.35 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.101 0.201 0.302 0.403 0.503 0.604 0.704 0.805 0.905 1.006 1.106 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) 1.354 0.149 1.307 0.153 1.260 0.158 1.214 0.163 1.167 0.169 1.120 0.177 1.073 0.185 1.026 0.194 0.980 0.204 0.933 0.216 0.886 0.230 0.839 0.246 ENERGY (FT) 1.354 1.308 1.261 1.214 1.167 1.120 1.074 1.027 0.980 0.934 0.887 0.840 PRESSURE+ MOMENTUM ( POUNDS ) 67.00 62.16 57.46 52.91 48.53 44.31 40.27 36.42 32.76 29.29 26.02 22.96 207 307 407 507 607 707 806 904 002 097 190 276 348 383 250 0.792 0.746 0.699 .652 .605 .558 .512 0.465 0.418 0.371 0.324 0.278 0.231 0.184 0.184 0.264 0.285 0.310 0.339 0.374 0.417 0.470 0.536 0.621 0.734 0.888 .110 .449 .014 .014 0.794 0.747 0.700 0.654 0.607 0.561 0.515 0.469 0.424 0.380 .337 .297 .263 .247 .247 20.10 17.45 15.00 12.76 10.73 8.90 7.27 5.85 4.62 3.59 2.76 2.13 1.71 1.55 1.55 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 2.05 FEET UPSTREAM OF NODE 9100.00 j DOWNSTREAM DEPTH = 0.393 FEET, UPSTREAM CONJUGATE DEPTH = 0.071 FEET____________ _ _ _ _ _ _ — _ _ _ _ — ______ _ _ _ — _ _ — _____ —.__ — _•_ NODE 9105.00 : HGL = < 41.394>;EGL= < 41.457>;FLOWLINE= < 41.210> *************************************************************** FLOW PROCESS FROM NODE 9105.00 TO NODE 9105.00 IS CODE = 8 UPSTREAM NODE 9105.00 ELEVATION = 41.21 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.25 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.01 FEET/SEC. VELOCITY HEAD = 0.063 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.063) = 0.013 NODE 9105.00 : HGL = < 41.470>;EGL= < 41.470>;FLOWLINE= < 41.210> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 9105.00 FLOWLINE ELEVATION = 41.21 ASSUMED UPSTREAM CONTROL HGL = 41.39 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 10 * * FILE: LINE10.DAT * FILE NAME: C:\2068\LINE10.DAT TIME/DATE OF STUDY: 15:57 11/09/2001 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) 1000.00- 1.50* 96.74 0.45 59.41 } FRICTION } HYDRAULIC JUMP 1005.00- 0.72*Dc 45.06 0.72*Dc 45.06 } CATCH BASIN 1005.00- 1.05* 24.34 0.72 DC 15.89 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1000.00 FLOWLINE ELEVATION = 39.56 PIPE FLOW = 3.55 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 41.062 FEET NODE 1000.00 : HGL = < 41.062>;EGL= < 41.125>;FLOWLINE= < 39.560> FLOW PROCESS FROM NODE 1000.00 TO NODE 1005.00 IS CODE = 1 UPSTREAM NODE 1005.00 ELEVATION = 40.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.55 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 25.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 0.42 CRITICAL DEPTH (FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.72 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT /SEC) ENERGY (FT) 0.000 0.719 4.240 0.998 0.012 0.707 4.331 0.999 0.049 0.695 4.426 1.000 0.115 0.684 4.525 1.002 0.212 0.672 4.629 1.005 0.344 0.660 4.737 1.009 0.515 0.648 4.850 1.014 0.731 0.637 4.969 1.020 0.996 0.625 5.093 1.028 1.319 0.613 5.224 1.037 1.707 0.601 5.360 1.048 2.171 0.590 5.504 1.060 2.723 0.578 5.655 1.075 3.379 0.566 5.813 1.091 4.157 0.554 5.981 1.110 5.085 0.543 6.157 1.132 6.194 0.531 6.343 1.156 7.530 0.519 6.540 1.184 9.158 0.507 6.748 1.215 11.170 0.495 6.969 1.250 13.712 0.484 7.203 1.290 17.027 0.472 7.452 1.335 21.572 0.460 7.716 1.385 25.250 0.454 7.866 1.415 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 1.50 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL (FT) HEAD (FT) (FT/ SEC) ENERGY (FT) 0.000 1.502 2.009 1.565 0.055 1.500 2.009 1.563 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT /SEC) ENERGY (FT) 0.055 1.500 2.008 1.563 0.902 1.469 2.018 1.532 1.732 1.438 2.037 1.502 2.551 1.406 2.062 1.472 3.360 1.375 2.091 1.443 0.72 PRESSURE* MOMENTUM ( POUNDS ) 45.06 45.08 45.14 45.24 45.38 45.57 45.81 46.10 46.43 46.82 47.27 47.78 48.35 48.99 49.70 50.48 51.35 52.30 53.34 54.48 55.72 57.07 58.55 59.41 PRESSURE* MOMENTUM ( POUNDS ) 96.74 96.52 PRESSURE* MOMENTUM ( POUNDS ) 96.52 93.16 89.87 86.67 83.54 4 4 5 6 7 8 8 9 10 10 161 952 735 508 270 021 760 485 194 885 11.556 12.203 12.822 13.410 13.959 14.463 14.913 15.297 15.599 15.801 15.876 25.250 344 313 281 250 219 188 156 125 094 063 031 000 969 938 906 875 844 813 781 0.750 0.719 0.719 126 164 207 255 308 365 428 496 570 651 739 835 940 054 179 315 465 630 813 015 240 240 414 385 357 329 302 275 248 222 197 172 148 125 103 083 063 046 031 018 007 001 998 998 80.49 77.53 74.66 71.89 69.22 66.65 64.19 61.85 59.63 57.54 55.58 53.75 52.08 50.55 49.19 48.00 46.99 46.18 45.57 45.19 45.06 45.06 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 11.50 FEET UPSTREAM OF NODE 1000.00 | DOWNSTREAM DEPTH = 1.034 FEET, UPSTREAM CONJUGATE DEPTH = 0.484 FEET j NODE 1005.00 : HGL = < 41.219>;EGL= < 41.498>;FLOWLINE= < 40.500> FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 8 UPSTREAM NODE 1005.00 ELEVATION = 40.50 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.55 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.24 FEET/SEC. VELOCITY HEAD = 0.279 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.279) = 0.056 NODE 1005.00 : HGL = < 41.554>;EGL= < 41.554>;FLOWLINE= < 40.500> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1005.00 FLOWLINE ELEVATION = 40.50 ASSUMED UPSTREAM CONTROL HGL = 41.22 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE IDA * * FILE: LINE10A.DAT * ************************************************************************** FILENAME: C:\2068\LINE10A.DAT TIME/DATE OF STUDY: 15:58 11/09/2001 ************************************************************* 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) 1100.00- 1.50* 87.14 0.21 50.80 } FRICTION } HYDRAULIC JUMP 1105.00- 0.53*Dc 21.00 0.53*Dc 21.00 } CATCH BASIN 1105.00- 0.76* 11.18 0.53 DC 7.59 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1100.00 FLOWLINE ELEVATION = 39.56 PIPE FLOW = 1.96 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 41.062 FEET NODE 1100.00 : HGL = < 41.062>;EGL= < 41.081>;FLOWLINE= < 39.560> FLOW PROCESS FROM NODE 1100.00 TO NODE 1105.00 IS CODE = 1 UPSTREAM NODE 1105.00 ELEVATION = 42.30 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.96 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 0.17 CRITICAL DEPTH (FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/ SEC) ENERGY (FT) 0.000 0.528 3.531 0.721 0.002 0.513 3.667 0.722 0.007 0.499 3.814 0.725 0.015 0.484 3.971 0.729 0.029 0.470 4.141 0.736 0.048 0.455 4.324 0.746 0.072 0.441 4.522 . 0.759 0.105 0.426 4.737 0.775 0.145 0.412 4.971 0.796 0.197 0.397 5.226 0.822 0.260 0.383 5.506 0.854 0.339 0.369 5.813 0.894 0.436 0.354 6.152 0.942 0.555 0.340 6.526 1.001 0.703 0.325 6.943 1.074 0.887 0.311 7.409 1.163 1.117 0.296 7.931 1.274 1.408 0.282 8.522 1.410 1.781 0.267 9.192 1.580 2.268 0.253 9.960 1.794 2.917 0.238 10.845 2.066 3.815 0.2-24 11.875 2.415 5.124 0.209 13.084 2.869 5.250 0.209 13.163 2.901 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 1.50 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL (FT) HEAD (FT) (FT /SEC) ENERGY (FT) 0.000 1.502 1.109 1.521 0.004 1.500 1.109 1.519 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) 0.004 1.500 1.109 1.519 0.078 1.461 1.117 1.480 0.152 1.422 1.131 1.442 0.225 1.383 1.150 1.404 0.298 1.344 1.173 1.366 0.53 PRESSURE* MOMENTUM ( POUNDS ) 21.00 21.03 21.11 21.26 21.46 21.74 22.09 22.53 23.05 23.68 24.41 25.26 26.25 27.40 28.72 30.24 32.00 34.02 36.37 39.10 42.30 46.05 50.50 50.80 PRESSURE* MOMENTUM ( POUNDS ) 87.14 86.92 PRESSURE+ MOMENTUM ( POUNDS ) 86.92 82.67 78.49 74.39 70.38 0.370 0.443 0.515 0.586 0.658 0.728 0.798 0.868 0.936 004 070 135 198 1.259 1.317 1.371 1.421 1.465 1.500 1.525 1.535 5.250 306 267 228 189 150 111 072 033 994 955 917 878 839 800 761 722 683 644 605 567 528 528 1.200 1.231 .266 .304 .348 .396 .450 .509 .576 .649 1.328 1.290 1.253 1.215 1.732 824 928 045 177 2.328 2.501 701 933 206 531 531 178 141 105 069 033 0.998 0.963 0.929 0.897 0.865 0.835 0.806 0.780 0.758 0.739 0.726 0.721 0.721 66.48 62.68 59.00 55.45 52.02 48.74 45.60 42.61 39.78 37.11 34.61 32.28 30.14 28.18 26.43 24.89 23.58 22.50 21.70 21.18 21.00 21.00 OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 0.74 FEET UPSTREAM OF NODE 1100.00 | j DOWNSTREAM DEPTH = 1.107 FEET, UPSTREAM CONJUGATE DEPTH = 0.216 FEET | NODE 1105.00 : HGL = < 42.828>;EGL= < 43.021>;FLOWLINE= < 42.300> FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 8 UPSTREAM NODE 1105.00 ELEVATION = 42.30 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.96 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.53 FEET/SEC. VELOCITY HEAD = 0.194 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.194) = 0.039 NODE 1105.00 : HGL = < 43.060>;EGL= < 43.060>;FLOWLINE= < 42.300> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1105.00 FLOWLINE ELEVATION = 42.30 ASSUMED UPSTREAM CONTROL HGL = 42.83 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 11 * * FILE: LINE11.DAT * FILENAME: C:\2068\LINE11.DAT TIME/DATE OF STUDY: 16:02 11/09/2001 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) 1100.00- 0.88* 31.40 0.39 21.41 } FRICTION } HYDRAULIC JUMP 1105.00- 0.51*Dc 19.11 0.51*Dc 19.11 } JUNCTION 1110.00- 0.55 11.99 0.12* 31.31 } FRICTION 1115.00- 0.38*Dc 9.26 0.38*Dc 9.26 } CATCH BASIN 1115.00- 0.54* 4.90 0.38 DC 3.39 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1100.00 FLOWLINE ELEVATION = 41.09 PIPE FLOW = 1.82 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 41.969 FEET NODE 1100.00 : HGL = < 41.969>;EGL= < 42.013>;FLOWLINE= < 41.090> FLOW PROCESS FROM NODE 1100.00 TO NODE 1105.00 IS CODE = 1 UPSTREAM NODE 1105.00 ELEVATION = 42.09 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.82 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 66.54 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.010 0.041 0.095 0.175 0.283 0.422 0.596 0.808 1.064 1.370 1.732 2.160 2.664 3.257 3.957 4.787 5.779 6.975 8.439 10.271 12.637 15.847 20.601 29.142 66.540 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 0.38 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) =0.51 0.51 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.508 3.455 0.503 3.503 0.498 3.552 0.493 3.602 0.487 3.654 0.482 3.707 0.477 3.761 0.472 3.817 0.467 3.874 0.462 3.933 0.457 3.994 0.452 4.056 0.447 4.120 0.442 4.186 0.437 4.254 0.432 4.323 0.427 4.395 0.422 4.469 0.416 4.545 0.411 4.624 0.406 4.705 0.401 4.788 0.396 4.875 0.391 4.964 0.386 5.056 0.386 5.063 SPECIFIC ENERGY (FT) 0.693 0.693 0.694 0.694 0.695 0.696 0.697 0.699 0.700 0.702 0.705 0.708 0.711 0.714 0.718 0.722 0.727 0.732 0.737 0.744 0.750 0.758 0.765 0.774 0.783 0.784 PRESSURE* MOMENTUM ( POUNDS ) 19.11 19.11 19.12 19.13 19.16 19.19 19.23 19.27 19.32 19.38 19.45 19.53 19.61 19.71 19.81 19.92 20.04 20.17 20.32 20.47 20.63 20.80 20.99 21.18 21.39 21.41 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.908 1.810 2.704 3.592 4.471 5.340 6.200 0.88 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.879 1.691 0.864 1.726 0.849 1.763 0.834 1.801 0.820 1.842 0.805 1.884 0.790 1.929 0.775 1.975 SPECIFIC ENERGY (FT) 0.923 0.910 0.898 0.885 0.872 0.860 0.848 0.836 PRESSURE* MOMENTUM ( POUNDS ) 31.40 30.54 29.71 28.90 28.11 27.36 26.63 25.93 7.048 7.885 8.707 9.514 10.304 11.074 11.822 12.546 13.242 13.904 14.530 15.112 15.644 16.115 16.515 16.829 17.037 17.114 66.540 PRESSURE+MOMENTUM DOWNSTREAM 0.760 0.745 0.730 0.716 0.701 0.686 0.671 0.656 0.641 0.627 0.612 0.597 0.582 0.567 0.552 0.537 0.523 0.508 0.508 T?Mn HTT uvnt. 2.024 2.076 2.130 2.187 2.247 2.310 2.377 2.448 2.523 2.602 2.686 2.776 2.871 2.973 3.081 3.197 3.322 3.455 3.455 D * TTT T/*"1 BALANCE OCCURS AT 0.824 0.812 0.801 0.790 0.779 0.769 0.759 0.749 0.740 0.732 0.724 0.717 0.710 0.704 0.700 0.696 0.694 0.693 0.693 TTTMD AKTAT VC!T Q — 12.58 FEET UPSTREAM OF DEPTH = 0.655 FEET, UPSTREAM CONJUGATE DEPTH 25.26 24.62 24.01 23.43 22.88 22.36 21.88 21.43 21.01 20.64 20.29 19.99 19.73 19.51 19.34 19.21 19.13 19.11 19.11 NODE 1100.00 = 0.386 FEET NODE 1105.00 : HGL = < 42.598>;EGL= < 42.783>;FLOWLINE= < 42.090> ************************************************************* FLOW PROCESS FROM NODE 1105.00 TO NODE 1110.00 IS CODE = 5 UPSTREAM NODE 1110.00 ELEVATION = 42.42 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 1.03 1.82 0.79 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 90.00 - 90.00 0.00 FLOWLINE ELEVATION 42.42 42.09 42.42 0.00 CRITICAL DEPTH ( FT . ) 0.38 0.51 0.33 0.00 VELOCITY (FT/SEC) 15.585 3.456 2.735 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTA1)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.56878 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00493 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.28686 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 1.147 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.528)+( 0.000) = 3.528 NODE 1110.00 : HGL = < 42.540>;EGL= < 46.312>;FLOWLINE= < 42.420> FLOW PROCESS FROM NODE UPSTREAM NODE 1115.00 1110.00 TO NODE ELEVATION = 1115.00 IS CODE = 1 47.73 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = 1.03 CFS PIPE DIAMETER = 18.00 INCHES 6.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.11 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.38 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2 3 6 6 .000 .001 .003 .007 .014 .023 .035 .051 .071 .096 .128 .167 .216 .277 .352 .447 .567 .720 .917 .178 .530 .023 .751 .929 .250 .250 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .379 .368 .357 .346 .335 .325 .314 .303 .292 .282 .271 .260 .249 .238 .228 .217 .206 .195 .184 .174 .163 .152 .141 .131 .120 .120 VELOCITY (FT/SEC) 2 3 3 3 3 3 3 4 4 4 4 5 5 5 6 6 7 7 8 9 9 10 12 13 15 15 .941 .063 .194 .336 .490 .656 .836 .033 .247 .482 .741 .027 .344 .697 .092 .536 .039 .612 .270 .031 .919 .967 .218 .731 .591 .581 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 11 2 2 3 3 3 .513 .514 .516 .519 .525 .532 .543 .556 .573 .594 .620 .653 .693 .743 .804 .881 .976 .096 .247 .441 .692 .021 .461 .060 .897 .892 9 9 9 9 9 9 9 10 10 10 10 11 11 12 13 13 14 15 17 18 20 22 24 27 31 31 .26 .28 .32 .39 .49 .63 .81 .02 .28 .59 .96 .39 .89 .47 .14 .91 .82 .87 .09 .53 .23 .26 .69 .66 .33 .31 NODE 1115.00 : HGL = < 48.109>;EGL= < 48.243>;FLOWLINE= < 47.730> FLOW PROCESS FROM NODE UPSTREAM NODE 1115.00 1115.00 TO NODE ELEVATION = 1115.00 IS CODE = 8 47.73 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.03 CFS PIPE DIAMETER = FLOW VELOCITY = 2.94 FEET/SEC. VELOCITY HEAD = CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 18.00 INCHES 0.134 FEET 0.134) = 0.027 NODE 1115.00 : HGL = < 48.270>;EGL= < 48.270>;FLOWLINE= < 47.730> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1115.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 47.73 48.11 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS 1 * STORM DRAIN LINE 11A • ' * FILE: LINE11A.DAT * FILE NAME: C:\2068\LINE11A.DAT TIME/DATE OF STUDY: 09:53 09/04/2001 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) 1150.00- 0.34 DC 7.05 0.16* 13.71 } FRICTION 1155.00- 0.34*Dc 7.05 0.34*Dc 7.05 } CATCH BASIN 1155.00- 0.48* 3.73 0.34 DC 2.59 MAXIMUM NUMBER OF ENERGY. BALANCES USED IN EACH PROFILE = 25 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 = 1150.00 FLOWLINE ELEVATION = 42.42 PIPE FLOW = 0.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.540 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.12 FT.) IS LESS THAN CRITICAL DEPTH( 0.34 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 1150.00 : HGL = < 42.579>;EGL= < 43.642>;FLOWLINE= < 42.420> FLOW PROCESS FROM NODE 1150.00 TO NODE 1155.00 IS CODE = 1 UPSTREAM NODE 1155.00 ELEVATION = 45.96 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.27 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.15 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.34 0.34 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.003 0.011 0.025 0.047 0.076 0.115 0.165 0.227 0.303 0.395 0.508 0.643 0.806 1.003 1.241 1.531 1.885 2.325 2.879 3.591 4.538 5.862 7.884 11.631 26.270 FLOW DEPTH (FT) 0.339 0.331 0.324 0.317 0.309 0.302 0.294 0.287 0.279 0.272 0.264 0.257 0.249 0.242 0.234 0.227 0.219 0.212 0.204 0.197 0.190 0.182 0.175 0.167 0.160 0.159 VELOCITY (FT/ SEC) 2.771 2.860 2.955 3.055 3.161 3.273 3.393 3.520 3.656 3.801 3.957 4.124 4.303 4.497 4.706 4.932 5.177 5.444 5.736 6.055 6.406 6.793 7.222 7.699 8.233 8.269 SPECIFIC ENERGY (FT) 0.458 0.459 0.460 0.462 0.464 0.468 0.473 0.479 0.487 0.496 0.508 0.521 0.537 0.556 0.578 0.605 0.636 0.672 0.716 0.767 0.827 0.899 0.985 1.088 1.213 1.222 PRESSURE* MOMENTUM ( POUNDS ) 7.05 7.05 7.07 7.11 7.15 7.21 7.29 7.38 7.49 7.62 7.77 7.95 8.14 8.37 8.62 8.90 9.22 9.58 9.98 10.42 10.93 11.49 12.13 12.84 13.65 13.71 NODE 1155.00 : HGL = < 46.299>;EGL= < 46.418>;FLOWLINE= < 45.960> FLOW PROCESS FROM NODE 1155.00 TO NODE 1155.00 IS CODE = 8 UPSTREAM NODE 1155.00 ELEVATION = 45.96 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.83 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.77 FEET/SEC. VELOCITY HEAD = 0.119 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.119) = 0.024 NODE 1155.00 : HGL = < 46.442>;EGL= < 46.442>;FLOWLINE= < 45.960> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1155.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 45.96 46.30 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY *******•< * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 12 * FILE: LINE12.DAT FILE NAME: C:\2068\LINE12.DAT TIME/DATE OF STUDY: 16:06 11/09/2001 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) 1200.00- 0.88* 33.31 0.41 25.78 } FRICTION+BEND } HYDRAULIC JUMP 1205.00- 0.70 25.26 0.41* 25.79 } FRICTION 1210.00- 0.55 DC 22.80 0.41* 25.51 } FRICTION+BEND 1215.00- 0.55*Dc 22.80 0.55*Dc 22.80 } CATCH BASIN 1215.00- 0.79* 12.15 0.55 DC 8.22 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1200.00 FLOWLINE ELEVATION = 41.09 PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 41.969 FEET NODE 1200.00 : HGL = < 41.969>;EGL= < 42.028>;FLOWLINE= < 41.090> FLOW PROCESS FROM NODE 1200.00 TO NODE 1205.00 IS CODE ~ 3 UPSTREAM NODE 1205.00 ELEVATION = 41.24 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 12.770 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 10.03 FEET HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.41 CRITICAL DEPTH(FT) = 0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 1 2 3 3 4 5 6 7 8 9 10 .000 .583 .191 .826 .490 .187 .919 .691 .507 .372 .293 .278 .335 .030 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .409 .409 .409 .409 .409 .409 .409 .409 .409 .409 .409 .409 .409 .409 VELOCITY (FT/SEC) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .356 .356 .356 .355 .355 .355 .355 .354 .354 .354 .354 .353 .353 .353 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .855 .855 .855 .855 .854 .854 .854 .854 .854 .854 .854 .854 .854 .854 25 25 25 25 25 25 25 25 25 25 25 25 25 25 .79 .79 .79 .79 .79 .79 .79 .79 .79 .79 .78 .78 .78 .78 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.88 ==================================================:=== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 3 3 4 5 6 6 7 8 8 9 10 .000 .796 .584 .366 .139 .903 .658 .402 .135 .855 .560 .251 .924 .578 .030 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RKT .879 .866 .852 .839 .826 .812 .799 .786 .772 .759 .746 .732 .719 .706 .696 n DP HV VELOCITY (FT/ SEC) 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 DRATT .942 .978 .016 .055 .096 .139 .183 .230 .279 .329 .382 .438 .496 .557 .603 r.Tr .TTTMP SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AMAT.V.Q .938 .926 .915 .905 .894 .883 .873 .863 .853 .843 .834 .825 .816 .807 .801 TQ 33 32 31 31 30 29 29 28 28 27 26 26 26 25 25 .31 .56 .85 .15 .48 .83 .21 .61 .03 .48 .96 .46 .00 .55 .26 PRESSURES-MOMENTUM BALANCE OCCURS AT 9.23 FEET UPSTREAM OF NODE 1200.00 DOWNSTREAM DEPTH = 0.713 FEET, UPSTREAM CONJUGATE DEPTH = 0.409 FEET NODE 1205.00 : HGL = < 41.649>;EGL= < 42.095>;FLOWLINE= < 41.240> FLOW PROCESS FROM NODE UPSTREAM NODE 1210.00 1205.00 TO NODE ELEVATION = 1210.00 IS CODE = 1 42.92 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 111.77 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.41 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.55 DISTANCE FROM CONTROL (FT) 0 0 1 1 2 3 3 4 5 6 7 7 8 10 11 12 14 15 17 19 22 25 29 35 45 111 .000 .555 .135 .741 .377 .046 .750 .494 .282 .119 .012 .969 .999 .113 .326 .658 .134 .786 .663 .834 .407 .562 .638 .394 .268 .770 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .415 .414 .414 .414 .414 .413 .413 .413 .413 .413 .412 .412 .412 .412 .411 .411 .411 .411 .410 .410 .410 .410 .409 .409 .409 .409 VELOCITY (FT/ SEC) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .251 .255 .259 .264 .268 .272 .277 .281 .285 .290 .294 .298 .303 .307 .311 .316 .320 .324 .329 .333 .338 .342 .347 .351 .355 .356 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .843 .844 .844 .844 .845 .845 *846 .846 .847 .847 .848 .848 .849 .849 .850 .850 .851 .851 .852 .852 .853 .853 .854 .854 .855 .855 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 .51 .52 .53 .54 .55 .57 .58 .59 .60 .61 .62 .64 .65 .66 .67 .68 .69 .71 .72 .73 .74 .75 .77 .78 .79 .79 NODE 1210.00 : HGL = < 43.335>;EGL= < 43.763>;FLOWLINE= < 42.920> FLOW PROCESS FROM NODE UPSTREAM NODE 1215.00 1210.00 TO NODE ELEVATION = 1215.00 IS CODE = 3 43.38 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 2.09 CFS CENTRAL ANGLE = 38.940 DEGREES PIPE LENGTH = 30.58 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) =0.41 CRITICAL DEPTH(FT) =0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =0.55 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.011 0.045 0.104 0.190 0.307 0.458 0.646 0.877 1.155 1.487 1.881 2.345 2.892 3.537 4.298 5.200 6.277 7.577 9.169 11.160 13.732 17.223 22.392 30.580 FLOW DEPTH (FT) 0.545 0.540 0.535 0.529 0.524 0.518 0.513 0.507 0.502 0.496 0.491 0.485 0.480 0.474 0.469 0.463 0.458 0.452 0.447 0.441 0.436 0.430 0.425 0.420 0.415 VELOCITY (FT/SEC) 3.598 3.648 3.699 3.751 3.805 3.859 3.916 3.974 4.033 4.095 4.158 4.222 4.289 4.357 4.428 4.500 4.575 4.652 4.731 4.813 4.897 4.984 5.074 5.167 5.251 SPECIFIC ENERGY(FT) 0.747 0.747 0.747 0.748 0.748 0.750 0.751 0.753 0.754 0.757 0.759 0.762 0.766 0.769 0.773 0.778 0.783 0.789 0.795 0.801 0.809 0.816 0.825 0.834 0.843 PRESSURE* MOMENTUM(POUNDS) 22.80 22.80 22.81 22.83 22.86 22.90 22.94 23.00 23.06 23.13 23.21 23.30 23.41 23.52 23.64 23.78 23.92 24.08 24.25 24.43 24.62 24.83 25.05 25.29 25.51 NODE 1215.00 : HGL = < 43.925>;EGL= < 44.127>;FLOWLINE= < 43.380> FLOW PROCESS FROM NODE 1215.00 TO NODE 1215.00 IS CODE = 8 UPSTREAM NODE 1215.00 ELEVATION = 43.38 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.60 FEET/SEC. VELOCITY HEAD = 0.201 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.201) = 0.040 NODE 1215.00 : HGL = < 44.167>;EGL= < 44.167>;FLOWLINE= < 43.380> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1215.00 FLOWLINE ELEVATION = 43.38 ASSUMED UPSTREAM CONTROL HGL = 43.93 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 13 * FILE: LINE13.DAT FILENAME: C:\2068\LINE13.DAT TIME/DATE OF STUDY: 07:42 11/12/2001 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 1300. 1305. 1310. 1315. 1320. 1325. 1325. 00- } 00- } 00- } 00- } 00-} 00- } 00- MAXIMUM PROCESS FRICTION JUNCTION FRICTION JUNCTION FRICTION HEAD (FT) MOMENTUM (POUNDS) 0 0 1 0 0 0 .89 .86 .01 .51 .56 .51 * 64. * 64. * 40. } HYDRAULIC JUMP *Dc 19. 19. *Dc 19. 40 01 21 24 53 24 DEPTH ( FT ) MOMENTUM ( POUNDS ) 0. 0. 0. 0. 0. 0. 83 DC 83 DC 43 51*Dc 43* 51*Dc 63 63 20 19 20 19 .84 .84 .20 .24 .08 .24 CATCH BASIN NUMBER OF 0.73 ENERGY * 10. BALANCES USED IN 24 EACH 0. PROFILE 51 DC = 25 6.96 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 = 1300.00 FLOWLINE ELEVATION = 41.72 PIPE FLOW = 4.64 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.611 FEET NODE 1300.00 : HGL = < 42 . 611>; EGL= < 42 . 890>; FLOWLINE= < 41.720> FLOW PROCESS FROM NODE 1300.00 TO NODE 1305.00 IS CODE = 1 UPSTREAM NODE 1305.00 ELEVATION = 42.01 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.64 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 58.36 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.89 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.83 DISTANCE FROM CONTROL (FT) 0 0 1 1 2 3 3 4 5 5 6 7 8 9 10 11 12 13 14 16 18 20 22 25 31 58 .000 .596 .205 .828 .467 .124 .800 .498 .219 .967 .744 .556 .408 .305 .255 .269 .361 .548 .856 .323 .006 .003 .496 .896 .517 .360 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .891 .890 .889 .887 .886 .885 .884 .882 .881 .880 .879 .878 .876 .875 .874 .873 .872 .870 .869 .868 .867 .865 .864 .863 .862 .862 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .241 .248 .255 .262 .269 .276 .283 .290 .297 .304 .312 .319 .326 .333 .341 .348 .355 .363 .370 .377 .385 .392 .400 .407 .415 .416 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .170 .170 .170 .170 .169 .169 .169 .168 .168 .168 .168 .167 .167 .167 .167 .166 .166 .166 .166 .166 .165 .165 .165 .165 .165 .165 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 64 .40 .37 .35 .34 .32 .30 .28 .26 .24 .22 .21 .19 .17 .16 .14 .13 .11 .10 .08 .07 .06 .04 .03 .02 .01 .01 NODE 1305.00 : HGL = < 42.872>;EGL= < 43.175>;FLOWLINE= < 42.010> FLOW PROCESS FROM NODE 1305.00 TO NODE 1310.00 IS CODE = 5 UPSTREAM NODE 1310.00 ELEVATION = 42.34 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 1.83 4.64 1.57 1.24 DIAMETER (INCHES) 18.00 18.00 18.00 18.00 ANGLE (DEGREES) 0.00 - 69.65 90.00 FLOWLINE ELEVATION 42.34 42.01 42.34 42.34 CRITICAL DEPTH (FT. ) 0.51 0.83 -0.47 0.42 VELOCITY (FT/ SEC) 1.444 4.417 1.715 1.354 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 * V2-Ql*V1*COS(DELTA1)-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 = 0.00495 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00271 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.209)+( 0.000) = 0.209 NODE 1310.00 : HGL = < 43.351>;EGL= < 43.383>;FLOWLINE= < 42.340> ************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 1315.00 IS CODE = 1 UPSTREAM NODE 1315.00 ELEVATION = 43.25 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 91.33 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.42 CRITICAL DEPTH(FT) = 0.51 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.51 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 5 6 7 8 11 13 17 25 .000 .009 .037 .086 .157 .253 .377 .532 .720 .947 .218 .537 .914 .357 .878 .491 .216 .080 .121 .393 .980 .025 .794 .885 .219 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .509 .506 .502 .499 .496 .492 .489 .485 .482 .479 .475 .472 .468 .465 .462 .458 .455 .451 .448 .445 .441 .438 .434 .431 .428 VELOCITY (FT/ SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 .461 .492 .525 .558 .591 .626 .660 .696 .732 .768 .806 .843 .882 .921 .961 .002 .044 .086 .129 .173 .218 .264 .310 .358 .406 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .695 .695 .695 .696 .696 .696 .697 .698 .698 .699 .700 .701 .703 .704 .705 .707 .709 .711 .713 .715 .718 .720 .723 .726 .729 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 20 20 20 .24 .24 .24 .25 .26 .28 .29 .31 .34 .36 .39 .42 .46 .50 .54 .59 .64 .70 .76 .82 .88 .95 .03 .11 .19 91.330 0.427 4.414 0.730 20.20 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.01 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 1 3 5 7 9 11 13 15 17 19 21 22 24 26 28 29 31 32 34 35 37 38 39 39 40 91 .000 .961 .914 .860 .798 .725 .642 .548 .439 .315 .174 .013 .829 .619 .378 .101 .781 .411 .980 .474 .875 .161 .295 .231 .891 .153 .330 FLOW DEPTH (FT) 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TTM .011 .991 .971 .951 .931 .911 .891 .870 .850 .830 .810 .790 .770 .750 .730 .710 .690 .670 .650 .630 .610 .589 .569 .549 .529 .509 .509 n nv HV VELOCITY (FT/ SEC) 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 F1RATT .444 .477 .512 .549 .588 .630 .674 .720 .770 .822 .879 .938 .002 .070 .143 .222 .306 .396 .494 .599 .714 .838 .973 .121 .283 .461 .461 T.TT .TTTMP SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AMAT.VC: .043 .025 .006 .988 .970 .952 .934 .916 .899 .882 .865 .849 .832 .817 .801 .787 .772 .759 .746 .735 .724 .715 .707 .701 .697 .695 .695 TQ 40 38 37 35 34 33 32 30 29 28 27 26 25 24 24 23 22 21 21 20 20 19 19 19 19 19 19 .21 .76 .35 .99 .67 .39 .16 .97 .83 .75 .71 .72 .78 .90 .07 .30 .58 .93 .34 .81 .35 .97 .66 .43 .29 .24 .24 PRESSURE+MOMENTUM BALANCE OCCURS AT 36.40 FEET UPSTREAM OF NODE 1310.00 | DOWNSTREAM DEPTH = 0.601 FEET, UPSTREAM CONJUGATE DEPTH = 0.427 FEET | NODE 1315.00 : HGL = < 43.759>;EGL= < 43.945>;FLOWLINE= < 43.250> FLOW PROCESS FROM NODE 1315.00 TO NODE 1320.00 IS CODE = 5 UPSTREAM NODE 1320.00 ELEVATION = 43.58 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTHfFT.) (FT/SEC) UPSTREAM 1.83 18.00 90.00 43.58 0.51 4.345 DOWNSTREAM 1.83 18.00 - 43.25 0.51 3.462 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-Ql*VI*COS(DELTA1) -Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00928 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00493 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00711 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.028 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.360)+( 0.000) = 0.360 NODE 1320.00 : HGL = < 44.012>;EGL= < 44.305>;FLOWLINE= < 43.580> FLOW PROCESS FROM NODE UPSTREAM NODE 1325.00 1320.00 TO NODE ELEVATION = 1325.00 IS CODE = 1 43.75 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 17.13 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.009 0.037 0.085 0.157 0.253 0.376 0.530 0.718 0.945 1.215 1.534 1.910 2.351 2.871 3.482 4.206 5.068 6.106 7.374 8.957 10.997 13.758 17.130 0.42 ASSUMED FLOWDEPTH(FT) FLOW PROFILE FLOW DEPTH (FT) 0.509 0.506 0.502 0.499 0.496 0.492 0.489 0.485 0.482 0.479 0.475 0.472 0.469 0.465 0.462 0.458 0.455 0.452 0.448 0.445 0.441 0.438 0.435 0.432 COMPUTED VELOCITY (FT/SEC) 3.461 3.492 3.525 3.557 3.591 3.625 3.659 3.694 3.730 3.767 3.804 3.841 3.880 3.919 3.959 3.999 4.040 4.082 4.125 4.169 4.213 4.259 4.305 4.344 CRITICAL DEPTH (FT) 0.51 INFORMATION: SPECIFIC ENERGY (FT) 0.695 0.695 0.695 0.696 0.696 0.696 0.697 0.698 0.698 0.699 0.700 0.701 0.702 0.704 0.705 0.707 0.709 0.711 0.713 0.715 0.717 0.720 0.723 0.725 0.51 PRESSURE* MOMENTUM (POUNDS) 19.24 19.24 19.24 19.25 19.26 19.28 19.29 19.31 19.33 19.36 19.39 19.42 19.46 19.50 19.54 19.59 19.64 19.69 19.75 19.81 19.88 19.95 20.02 20.08 NODE 1325.00 : HGL = < 44.259>;EGL= < 44.445>;FLOWLINE= < 43.750> FLOW PROCESS FROM NODE 1325.00 TO NODE 1325.00 IS CODE = 8 UPSTREAM NODE 1325.00 ELEVATION = 43.75 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.83 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.46 FEET/SEC. VELOCITY HEAD = 0.186 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.186) = 0.037 NODE 1325.00 : HGL = < 44.482>;EGL= < 44.482>;FLOWLINE= < 43.750> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1325.00 FLOWLINE ELEVATION = 43.75 ASSUMED UPSTREAM CONTROL HGL = 44.26 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 13A * * FILE: LINE13A.DAT * FILE NAME: C:\2068\LINE13A.DAT TIME/DATE OF STUDY: 18:03 09/10/2001 **************************************************** 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) 1350.00- 1.01* 39.73 0.28 27.30 } FRICTION } HYDRAULIC JUMP 1355.00- 0.50*Dc 18.04 0.50*Dc 18.04 } CATCH BASIN 1355.00- 0.71* 9.59 0.50 DC 6.54 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1350.00 FLOWLINE ELEVATION = 42.34 PIPE FLOW = 1.74 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.351 FEET NODE 1350.00 : HGL = < 43.351>;EGL= < 43.380>;FLOWLINE= < 42.340> FLOW PROCESS FROM NODE 1350.00 TO NODE 1355.00 IS CODE = 1 UPSTREAM NODE 1355.00 ELEVATION = 43.84 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.74 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 28.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.007 0.028 0.065 0.119 0.194 0.292 0.415 0.566 0.752 0.975 1.242 1.562 1.943 2.397 2.939 3.591 4.378 5.342 6.537 8.053 10.039 12.773 16.880 24.371 28.000 DOWNSTREAM RUN ANALYSIS 0.27 ASSUMED FLOWDEPTH(FT) FLOW PROFILE COMPUTED RESULTS CRITICAL DEPTH (FT) 0.50 INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) 0.496 3.410 0.487 3.497 0.478 3.588 0.469 3.683 0.460 3.782 0.451 3.887 0.442 3.997 0.433 4.113 0.424 4.235 0.415 4.363 0.406 4.498 0.397 4.642 0.388 4.793 0.379 4.953 0.370 5.124 0.361 5.304 0.352 5.496 0.343 5.701 0.334 5.920 0.326 6.153 0.317 6.404 0.308 6.672 0.299 6.961 0.290 7.272 0.281 7.608 0.281 7.609 ENERGY (FT) 0.677 0.677 0.678 0.680 0.682 0.686 0.690 0.696 0.703 0.711 0.721 0.732 0.745 0.761 0.778 0.799 0.822 0.848 0.879 0.914 0.954 0.999 1.051 1.111 1.180 1.180 0.50 PRESSURE* MOMENTUM ( POUNDS ) 18.04 18.05 18,08 18.13 18.21 18.31 18.43 18.58 18.76 18.97 19.20 19.47 19.78 20.12 20.50 20.92 21.39 21.90 22.47 23.10 23.79 24.55 25.38 26.29 27.29 27.30 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.01 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.361 0.721 1.078 1.433 1.785 2.134 2.479 2.821 3.158 3.491 3.818 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.011 1.373 0.990 1.405 0.970 1.439 0.949 1.476 0.929 1.514 0.908 1.555 0.887 1.598 0.867 1.644 0.846 1.693 0.826 1.745 0.805 1.801 0.784 1.860 INFORMATION: SPECIFIC ENERGY (FT) 1.040 1.021 1.002 0.983 0.964 0.946 0.927 0.909 0.891 0.873 0.855 0.838 PRESSURE* MOMENTUM ( POUNDS ) 39.73 38.23 36.77 35.36 33.99 32.67 31.40 30.17 29.00 27.87 26.80 25.78 4.138 4.452 .757 .053 .338 .611 .868 .109 .328 6.523 6.689 6.818 6.904 6.936 0.764 0.743 723 702 681 661 640 620 599 578 558 537 517 496 28.000 0.496 924 992 065 143 228 319 418 525 641 768 906 058 225 410 410 0.821 0.805 0.789 0.773 0.759 0.744 0.731 0.719 0.707 0.697 689 683 678 677 677 24.81 23.90 23.04 22.24 21.50 20.83 20.22 19.67 19.20 18.80 18.48 18.24 18.09 18.04 18.04 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 3.34 FEET UPSTREAM OF NODE 1350.00 | DOWNSTREAM DEPTH = 0.814 FEET, UPSTREAM CONJUGATE DEPTH = 0.281 FEET j NODE 1355.00 : HGL = < 44.336>;EGL= < 44.517>;FLOWLINE= < 43.840> FLOW PROCESS FROM NODE 1355.00 TO NODE 1355.00 IS CODE = 8 UPSTREAM NODE 1355.00 ELEVATION = 43.84 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.74 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.41 FEET/SEC. VELOCITY HEAD = 0.181 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.181) = 0.036 NODE 1355.00 : HGL = < 44.553>;EGL= < 44.553>;FLOWLINE= < 43.840> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1355.00 FLOWLINE ELEVATION = 43.84 ASSUMED UPSTREAM CONTROL HGL = 44.34 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 .Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 13B * FILE: LINE13B.DAT FILE NAME: C:\2068\LINE13B.DAT TIME/DATE OF STUDY: 18:07 09/10/2001 ****************************************************************************** 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) 1370.00- 1.01* 38.05 0.16 36.25 } FRICTION } HYDRAULIC JUMP 1375.00- 0.44*Dc 13.55 0.44*Dc 13.55 } CATCH BASIN 1375.00- 0.63* 7.19 . 0.44 DC 4.94 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1370.00 FLOWLINE ELEVATION = 42.34 PIPE FLOW = 1.39 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.351 FEET NODE 1370.00 : HGL = < 43.351>;EGL= < 43.370>;FLOWLINE= < 42.340> FLOW PROCESS FROM NODE 1370.00 TO NODE 1375.00 IS CODE = 1 UPSTREAM NODE 1375.00 ELEVATION = 45.61 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.39 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.001 0.005 0.013 0.024 0.039 0.060 0.087 0.121 0.163 0.215 0.280 0.360 0.459 0.581 0.733 0.922 1.162 1.468 1.867 2.399 3.134 4.203 5.904 6.250 0.14 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.442 3.198 0.430 3.323 0.418 3.458 0.406 3.602 0.394 3.757 0.382 3.925 0.370 4.107 0.357 4.303 0.345 4.517 0.333 4.750 0.321 5.006 0.309 5.286 0.297 5.594 0.285 5.936 0.273 6.315 0.261 6.738 0.249 7.212 0.237 7.747 0.225 8.354 0.213 9.048 0.201 9.846 0.189 10.773 0.177 11.859 0.165 13.146 0.164 13.295 CRITICAL DEPTH (FT) 0.44 INFORMATION: SPECIFIC ENERGY (FT) 0.601 0.601 0.603 0.607 0.613 0.621 0.632 0.645 0.662 0.684 0.711 0.743 0.784 0.833 0.893 0.967 1.057 1.170 1.309 1.485 1.707 1.992 2.362 2.850 2.910 0.44 PRESSURE* MOMENTUM ( POUNDS ) 13.55 13.57 13.63 13.72 13.85 14.03 14.26 14.54 14.88 15.29 15.76 16.31 16.95 17.69 18.54 19.52 20.65 21.95 23.46 25.21 27.25 29.64 32.48 35.86 36.25 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 1.01 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.042 0.083 0.124 0.165 0.206 0.247 0.287 0.327 0.366 0.405 0.444 0.482 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.011 1.097 0.988 1.125 0.965 1.156 0.943 1.188 0.920 1.223 0.897 1.260 0.874 1.300 0.852 1.342 0.829 1.387 0.806 1.436 0.783 1.489 0.761 1.545 0.738 1.606 INFORMATION: SPECIFIC ENERGY (FT) 1.030 1.008 0.986 0.965 0.943 0.922 0.901 0.880 0.859 0.838 0.818 0.798 0.778 PRESSURE+ MOMENTUM ( POUNDS ) 38.05 36.35 34.70 33.10 31.56 30.07 28.63 27.25 25.93 24.66 23.45 22.30 21.21 0.519 0.715 1.672 0.758 20.18 0.555 0.692 1.744 0.739 19.22 0.591 0.669 1.821 0.721 18.32 0.625 0.647 1.906 0.703 17.49 0.658 0.624 1.998 0.686 16.72 0.689 0.601 2.100 0.670 16.03 0.718 0.578 2.211 0.654 15.42 0.745 0.556 2.334 0.640 14.88 0.770 0.533 2.471 0.628 14.42 0.790 0.510 2.622 0.617 14.06 0.807 0.487 2.792 0.608 13.78 0.817 0.464 2.983 0.603 13.61 0.822 0.442 3.198 0.601 13.55 6.250 0.442 3.198 0.601 13.55 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 0.05 FEET UPSTREAM OF NODE 1370.00 | DOWNSTREAM DEPTH = 0.986 FEET, UPSTREAM CONJUGATE DEPTH = 0.164 FEET | NODE 1375.00 : HGL = < 46.052>;EGL= < 46.211>;FLOWLINE= < 45.610> FLOW PROCESS FROM NODE 1375.00 TO NODE 1375.00 IS CODE = 8 UPSTREAM NODE 1375.00 ELEVATION = 45.61 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.39 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.20 FEET/SEC. VELOCITY HEAD = 0.159 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2* ( 0.159) = 0.032 NODE 1375.00 : HGL = < 46.242>;EGL= < 46.242>;FLOWLINE= < 45.610> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1375.00 FLOWLINE ELEVATION = 45.61 ASSUMED UPSTREAM CONTROL HGL = 46.05 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 14 * FILE: LINE14.DAT FILENAME: C:\2068\LINE14.DAT TIME/DATE OF STUDY: 07:49 11/12/2001 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) 1400.00- 0.89* 33.92 0.42 25.26 } FRICTION 1405.00- 0.74* 26.63 0.41 25.29 } FRICTION } HYDRAULIC JUMP 1410.00- 0.54 DC 22.66 0.42* 24.96 } FRICTION+BEND 1415.00- 0.54*Dc 22.66 0.54*Dc 22.66 } CATCH BASIN 1415.00- 0.78* 12.08 0.54 DC 8.17 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1400.00 FLOWLINE ELEVATION = 41.72 PIPE FLOW = 2.08 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.611 FEET NODE 1400.00 : HGL = < 42.611>;EGL= < 42.667>;FLOWLINE= < 41.720> FLOW PROCESS FROM NODE 1400.00 TO NODE 1405.00 IS CODE = 1 UPSTREAM NODE 1405.00 ELEVATION = 41.85 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.08 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 9.42 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.42 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.89 0.54 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 3 4 5 6 7 7 8 9 .000 .909 .811 .705 .591 .467 .333 .187 .030 .858 .672 .420 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 .891 .877 .863 .849 .836 .822 .808 .794 .780 .766 .752 .739 VELOCITY (FT/ SEC) 1 1 1 2 2 2 2 2 2 2 2 2 .901 .937 .975 .014 .056 .099 .143 .190 .239 .291 .344 .397 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 .947 .935 .924 .912 .901 .890 .879 .868 .858 .848 .838 .829 33 33 32 31 30 30 29 28 28 27 27 26 .92 .12 .36 .61 .89 .20 .53 .89 .28 .69 .13 .63 NODE 1405.00 : HGL = < 42.589>;EGL= < 42.679>;FLOWLINE= < 41.850> FLOW PROCESS FROM NODE 1405.00 TO NODE 1410.00 IS CODE = 1 UPSTREAM NODE 1410.00 ELEVATION = 43.49 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.08 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 116.70 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) =0.41 CRITICAL DEPTH(FT) =0.54 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =0.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 1 2 2 3 4 5 5 6 7 .000 .536 .097 .684 .300 .948 .631 .353 .118 .932 .801 .732 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 .422 .422 .422 .422 .421 .421 .421 .420 .420 .420 .419 .419 VELOCITY (FT/SEC) 5 5 5 5, 5, 5. 5. 5, 5, 5, 5, 5. .091 .097 .102 .107 .113 .118 .123 .128 .134 .139 .144 .150 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 .825 .826 .826 .827 .827 .828 .828 .829 .829 .830 .831 .831 24. 24. 24. 25. 25. 25. 25. 25. 25. 25. 25. 25. 96 97 99 00 01 03 04 05 07 08 09 11 8 9 11 12 13 15 17 19 21 24 28 34 44 116 .735 .821 .005 .305 .746 .362 .198 .323 .843 .935 .933 .582 .281 . .700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .419 .418 .418 .418 .418 .417 .417 .417 .416 .416 .416 .415 .415 .415 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .155 .160 .166 .171 .177 .182 .187 .193 .198 .204 .209 .215 .220 .221 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 832 832 833 833 834 834 835 836 836 837 837 838 838 838 25 25 25 25 25 25 25 25 25 25 25 25 25 25 .12 .14 .15 .16 .18 .19 .21 .22 .23 .25 .26 .28 .29 .29 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 6 6 7 7 7 7 116 .000 .432 .858 .277 .689 .094 .491 .880 .259 .629 .988 .336 .672 .995 .304 .597 .873 .131 .369 .585 .777 .941 .076 .178 .243 .266 .700 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FTvT .739 .731 .724 .716 .708 .700 .692 .685 .677 .669 .661 .653 .646 .638 .630 .622 .614 .607 .599 .591 .583 .575 .568 .560 .552 .544 .544 n DP HV VELOCITY (FT/SEC) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 DRAT? .397 .430 .464 .498 .534 .570 .608 .647 .687 .728 .770 .814 .858 .905 .952 .002 .052 .105 .159 .215 .273 .332 .394 .458 .525 .593 .593 T.TP .TTTMP SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AMAT.VQ .829 .823 .818 .813 .808 .803 .798 .793 .789 .785 .780 .776 .773 .769 .765 .762 .759 .756 .754 .752 .750 .748 .747 .746 .745 .745 .745 TQ 26 26 26 25 25 25 25 24 24 24 24 24 23 23 23 23 23 23 23 22 22 22 22 22 22 22 22 .63 .34 .06 .79 .53 .29 .05 .82 .60 .39 .19 .00 .83 .66 .51 .37 .24 .12 .01 .92 .84 .78 .73 .69 .67 .66 .66 PRESSURE+MOMENTUM BALANCE OCCURS AT 2.08 FEET UPSTREAM OF NODE 1405.00 | DOWNSTREAM DEPTH = 0.700 FEET, UPSTREAM CONJUGATE DEPTH = 0.415 FEET | NODE 1410.00 : HGL = < 43.912>;EGL= < 44.315>;FLOWLINE= < 43.490> FLOW PROCESS FROM NODE UPSTREAM NODE 1415.00 1410.00 TO NODE ELEVATION = 1415.00 IS CODE = 3 43.91 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA) PIPE FLOW = 2.08 CFS CENTRAL ANGLE = 38.940 DEGREES PIPE LENGTH = 30.58 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.42 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.54 0.54 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 5 6 7 9 10 13 16 21 30 .000 .011 .044 .102 .188 .304 .453 .639 .867 .141 .469 .857 .314 .853 .487 .235 .122 .180 .457 .019 .972 .493 .912 .972 .580 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .544 .539 .534 .529 .524 .519 .514 .509 .503 .498 .493 .488 .483 .478 .473 .468 .463 .458 .453 .448 .443 .437 .432 .427 .422 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 .593 . .639 .686 .735 .784 .835 .887 .940 .994 .050 .108 .166 .227 .289 .352 .418 .485 .554 .625 .698 .773 .850 .930 .012 .091 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .745 .745 .745 .746 .746 .747 .748 .750 .751 .753 .755 .758 .761 .764 .767 .771 .775 .780 .785 .791 .797 .803 .810 .818 .825 22 22 22 22 22 22 22 22 22 22 23 23 23 23 23 23 23 23 23 24 24 24 24 24 24 .66 .66 .67 .69 .71 .74 .78 .83 .88 .94 .01 .09 .18 .27 .38 .49 .61 .75 .89 .04 .20 .38 .56 .76 .96 NODE 1415.00 : HGL = < 44 . 454>; EGL= < 44 . 655>; FLOWLINE= < 43 . 910> FLOW PROCESS FROM NODE UPSTREAM NODE 1415.00 1415.00 TO NODE ELEVATION = 1415.00 IS CODE = 8 43.91 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.08 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.59 FEET/SEC. VELOCITY HEAD = 0.201 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.201) = 0.040 NODE 1415.00 : HGL = < 44.695>;EGL= < 44.695>;FLOWLINE= < 43 . 910> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1415.00 FLOWLINE ELEVATION = 43.91 ASSUMED UPSTREAM CONTROL HGL = 44.45 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 15 . * * FILE: LINE15.DAT * FILE NAME: C:\2068\LINE15.DAT TIME/DATE OF STUDY: 08:00 11/12/2001 ****************************************************************************** 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) 1500.00- 0.70* 15.92 0.18 7.40 } FRICTION } HYDRAULIC JUMP 1505.00- 0.30*Dc 5.17 0.30*Dc 5.17 } CATCH BASIN 1505.00- 0.42* 2.73 0.30 DC 1.91 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1500.00 FLOWLINE ELEVATION = 42.20 PIPE FLOW = 0.65 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.900 FEET NODE 1500.00 : HGL = < 42.900>;EGL= < 42.910>;FLOWLINE= < 42.200> FLOW PROCESS FROM NODE 1500.00 TO NODE 1505.00 IS CODE = 1 UPSTREAM NODE 1505.00 ELEVATION = 43.40 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.65 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 25.75 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.004 0.017 0.039 0.072 0.117 0.176 0.249 0.340 0.450 0.582 0.741 0.929 1.153 1.420 1.737 2.116 2.573 3.130 3.818 4.688 5.822 7.377 9.704 13.927 25.750 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS 0.17 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.299 2.594 0.294 2.657 0.289 2.723 0.284 2.791 0.279 2.863 0.274 2.938 0.269 3.017 0.264 3.099 0.259 3.185 0.254 3.276 0.249 3.371 0.244 3.471 0.239 3.576 0.234 3.686 0.229 3.803 0.224 3.926 0.219 4.056 0.214 4.194 0.209 4.340 0.204 4.494 0.199 4.659 0.194 4.834 0.189 5.020 0.184 5.220 0.179 5.433 0.179 5.443 RESULTS CRITICAL DEPTH (FT) 0.30 INFORMATION: SPECIFIC ENERGY (FT) 0.404 0.404 0.404 0.405 0.407 0.408 0.411 0.413 0.417 0.421 0.426 0.431 0.438 0.445 0.454 0.464 0.475 0.488 0.502 0.518 0.537 0.557 0.581 0.608 0.638 0.640 0.30 PRESSURE* MOMENTUM ( POUNDS ) 5.17 5.18 5.19 5.20 5.22 5.24 5.27 5.31 5.36 5.41 5.47 5.53 5.61 5.69 5.78 5.89 6.00 6.12 6.26 6.41 6.57 6.75 6.95 7.16 7.39 7.40 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 0.70 GRADUALLY VARIED FLOW PROFILE COMPUTED DISTANCE FROM CONTROL (FT) 0.000 0.332 0.663 0.993 1.321 1.648 1.973 2.296 2.616 2.934 3.248 3.559 FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.700 0.804 0.684 0.828 0.668 0.854 0.652 0.882 0.636 0.911 0.620 0.943 0.604 0.976 0.588 1.012 0.572 1.050 0.556 1.091 0.540 1.136 0.524 1.183 INFORMATION: SPECIFIC ENERGY (FT) 0.710 0.695 0.679 0.664 0.649 0.634 0.619 0.604 0.589 0.574 0.560 0.545 PRESSURE* MOMENTUM ( POUNDS ) 15.92 15.16 14.42 13.70 13.01 12.35 11.72 11.11 10.52 9.97 9.44 8.94 3.866 0.508 1.234 0.531 8.47 4.167 0.492 1.290 0.517 8.02 4.463 0.476 1.350 0.504 7.60 4.752 0.459 1.416 0.491 7.22 5.033 0.443 1.487 0.478 6.86 5.304 0.427 1.566 0.465 6.53 5.563 0.411 1.652 0.454 6.23 5.808 0.395 1.746 0.443 5.97 6.035 0.379 1.851 0.433 5.74 6.241 0.363 1.967 0.423 5.55 6.418 0.347 2.097 0.416 5.39 6.561 0.331 2.243 0.409 5.27 6.658 0.315 2.407 0.405 5.20 6.695 0.299 2.594 0.404 5.17 25.750 0.299 2.594 0.404 5.17 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 4.62 FEET UPSTREAM OF NODE 1500.00 DOWNSTREAM DEPTH = 0.467 FEET, UPSTREAM CONJUGATE DEPTH = 0.179 FEET NODE 1505.00 : HGL = < 43 . 699>;EGL= < 43 .80.4>; FLOWLINE= < 43.400> ****************************************************************************** FLOW PROCESS FROM NODE 1505.00 TO NODE 1505.00 IS CODE = 8 UPSTREAM NODE 1505.00 ELEVATION = 43.40 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.65 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.59 FEET/SEC. VELOCITY HEAD = 0.105 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.105) = 0.021 NODE 1505.00 : HGL = < 43.825>;EGL= < 43.825>;FLOWLINE= < 43.400> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1505.00 FLOWLINE ELEVATION = 43.40 ASSUMED UPSTREAM CONTROL HGL = 43.70 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS i * STORM DRAIN LINE 15A ' * FILE: LINE15A.DAT FILE NAME: C:\2068\LINE15A.DAT TIME/DATE OF STUDY: 08:01 11/12/2001 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) 1550.00- 0.70* 15.86 0.10 14.29 } FRICTION } HYDRAULIC JUMP 1555.00- 0.29*Dc 4.97 0.29*Dc 4.97 } CATCH BASIN 1555.00- 0.42* 2.63 0.29 DC 1.83 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1550.00 FLOWLINE ELEVATION = 42.20 PIPE FLOW = 0.63 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.900 FEET NODE 1550.00 : HGL = < 42.900>;EGL= < 42.909>;FLOWLINE= < 42.200> FLOW PROCESS FROM NODE 1550.00 TO NODE 1555.00 IS CODE = 1 UPSTREAM NODE 1555.00 ELEVATION = 45.20 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.63 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.75 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.001 0.004 0.008 0.016 0.026 0.039 0.057 0.079 0.106 0.140 0.182 0.234 0.298 0.376 0.474 0.595 0.749 0.944 1.197 1.534 1.998 2.669 3.732 5.750 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 0.10 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) = 0.29 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 0.294 2.572 0.397 0.286 2.674 0.398 0.279 2.783 0.399 0.271 2.901 0.401 0.263 3.027 0.405 0.255 3.163 0.410 0.247 3.310 0.417 0.239 3.469 0.426 0.231 3.642 0.437 0.223 3.830 . 0.451 0.215 4.036 0.469 0.208 4.261 0.490 0.200 4.508 0.515 0.192 4.782 0.547 0.184 5.084 0.585 0.176 5.421 0.633 0.168 5.798 0.690 0.160 6.221 0.761 0.152 6.700 0.850 0.144 7.245 0.960 0.136 7.869 1.099 0.129 8.591 1.275 0.121 9.432 1.503 0.113 10.422 1.801 0.105 11.583 2.189 UPSTREAM RUN ANALYSIS RESULTS 0.29 PRESSURE+ MOMENTUM ( POUNDS ) 4.97 4.98 5.00 5.03 5.08 5.15 5.23 5.34 5.46 5.61 5.78 5.98 6.21 6.48 6.78 7.14 7.54 8.01 8.54 9.16 9.89 10.73 11.72 12.90 14.29 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.70 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.030 0.060 0.090 0.119 0.149 0.178 0.207 0.236 0.264 0.293 0.321 0.348 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 0.700 0.779 0.709 0.684 0.803 0.694 0.668 0.829 0.678 0.651 0.856 0.663 0.635 0.885 0.647 0.619 0.916 0.632 0.603 0.949 0.617 0.586 0.984 0.601 0.570 1.022 0.586 0.554 1.062 0.572 0.538 1.106 0.557 0.522 1.153 0.542 0.505 1.204 0.528 PRESSURE* MOMENTUM ( POUNDS ) 15.86 15.08 14.33 13.61 12.91 12.24 11.60 10.98 10.39 9.83 9.29 8.79 8.31 0.375 0.489 1.259 0.514 7.86 0.402 0.473 1.319 0.500 7.43 0.428 0.457 1.384 0.486 7.04 0.453 0.440 1.455 0.473 6.68 0.477 0.424 1.534 0.461 6.35 0.500 0.408 1.619 0.449 6.05 0.522 0.392 1.714 0.437 5.78 0.542 0.376 1.820 0.427 5.55 0.560 0.359 1.937 0.418 5.35 0.576 0.343 2.068 0.409 5.19 0.588 0.327 2.215 0.403 5.07 0.596 0.311 2.382 0.399 5.00 0.599 0.294 2.572 0.397 4.97 5.750 0.294 2.572 0.397 4.97 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 0.06 FEET UPSTREAM OF NODE 1550.00 DOWNSTREAM DEPTH = 0.666 FEET, UPSTREAM CONJUGATE DEPTH = 0.105 FEET NODE 1555.00 : HGL = < 45.494>;EGL= < 45.597>;FLOWLINE= < 45.200> FLOW PROCESS FROM NODE 1555.00 TO NODE 1555.00 IS CODE = 8 UPSTREAM NODE 1555.00 ELEVATION = 45.20 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.63 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.57 FEET/SEC. VELOCITY HEAD = 0.103 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.103) = 0.021 NODE 1555.00 : HGL = < 45.618>;EGL= < 45.618>;FLOWLINE= < 45.200> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1555.00 FLOWLINE ELEVATION = 45.20 ASSUMED UPSTREAM CONTROL HGL = 45.49 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 16 * FILE: LINE16.DAT FILE NAME: C:\2068\LINE16.DAT TIME/DATE OF STUDY: 08:10 11/12/2001 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 1600 1605 1610 1615 1620 1625 1625 .00- } .00- } .00- } .00- } .00- } .00- } .00- UPSTREAM RUN MODEL PRESSURE PRESSURE* PROCESS HEAD ( FT ) MOMENTUM ( POUNDS ) FRICTION JUNCTION FRICTION JUNCTION FRICTION CATCH BASIN 0. 0, 0. .71 .71 .81 DC *Dc * 43. 43. 24. 59 59 94 DOWNSTREAM RUN FLOW PRESSURE* DEPTH ( FT ) MOMENTUM ( POUNDS ) 0. 0. 0. 53* 71*Dc 32 49 43 15 .28 .59 .71 } HYDRAULIC JUMP 0, 0. 0, 0. .44 .45 .44 .63 MAXIMUM NUMBER OF ENERGY *Dc DC *Dc * BALANCES USED 13. 13. 13. 7 . IN 43 45 43 12 EACH 0. 0. 0. 0. PROFILE 44*Dc 32* 44*Dc 44 DC = 25 13 15 13 4 .43 .72 .43 .89 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 = 1600.00 FLOWLINE ELEVATION = 42.59 PIPE FLOW = 3.46 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.157 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.57 FT.) IS LESS THAN CRITICAL DEPTH( 0.71 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 1600.00 : HGL = < 43.119>;EGL= < 43.718>;FLOWLINE= < 42.590> FLOW PROCESS FROM NODE UPSTREAM NODE 1605.00 1600.00 TO NODE ELEVATION = 1605.00 IS CODE = 1 44.44 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.46 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 115.76 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.52 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.71 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 3 4 5 7 8 10 12 15 18 23 30 42 115 .000 .015 .062 .141 .258 .416 .619 .873 .184 .558 .005 .535 .161 .899 .768 .794 .012 .467 .223 .376 .070 .552 .282 .290 .893 .760 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .709 .702 .694 .687 .679 .672 .664 .657 .649 .642 .634 .627 .620 .612 .605 .597 .590 .582 .575 .567 .560 .552 .545 .537 .530 .529 VELOCITY (FT/ SEC) 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 6 6 6 .206 .264 .324 .385 .448 .513 .579 .647 .718 .790 .865 .942 .021 .103 .187 .274 .363 .456 .551 .650 .752 .857 .966 .079 .196 .208 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .984 .984 .985 .986 .987 .988 .990 .992 .995 .999 .002 .006 .011 .017 .023 .029 .037 .045 .054 .063 .074 .085 .098 .112 .126 .128 43 43 43 43 43 43 43 43 44 44 44 44 44 45 45 45 45 46 46 46 47 47 48 48 49 49 .59 .60 .62 .66 .72 .79 .88 .99 .12 .27 .43 .62 .83 .06 .31 .58 .88 .20 .55 .92 .33 .75 .21 .70 .22 .28 NODE 1605.00 : HGL = < 45.149>;EGL= < 45.424>;FLOWLINE= < 44.440> FLOW PROCESS FROM NODE UPSTREAM NODE 1610.00 1605.00 TO NODE ELEVATION = 1610.00 IS CODE = 5 44.77 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) ' UPSTREAM 1.38 18.00 0.00 44.77 0.44 1.413 DOWNSTREAM 3.46 18.00 - 44.44 0.71 LATERAL #1 1.13 18.00 90.00 44.77 0.40 LATERAL #2 0.95 18.00 51.30 44.77 0.36 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00053 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00525 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00289 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.189)+( 0.000) = 0.189 4.206 1.728 1.453 JUNCTION LOSSES = JUNCTION LOSSES = NODE 1610.00 : HGL = < 45.582>;EGL= < 45.613>;FLOWLINE= < 44.770> FLOW PROCESS FROM NODE UPSTREAM NODE 1615.00 1610.00 TO NODE ELEVATION = 1615.00 IS CODE = 1 45.57 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 42.34 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.31 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.44 DISTANCE FROM CONTROL (FT) 0.000 0.010 0.038 0.086 0.155 0.248 0.367 0.515 0.697 0.916 1.177 1.486 1.851 2.282 2.789 3.388 4.099 4.949 5.974 7.232 8.807 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .439 .434 .429 .424 .419 .414 .409 .404 .399 .394 .389 .384 .379 .374 .369 .364 .359 .354 .349 .344 .339 VELOCITY (FT/ SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 .197 .249 .303 .357 .414 .472 .532 .594 .658 .724 .792 .863 .935 .011 .088 .169 .252 .338 .427 .520 .616 SPECIFIC PRESSURE^ ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .598 .598 .599 .599 .600 .602 .603 .605 .607 .610 .612 .616 .620 .624 .628 .634 .640 .646 .653 .661 .670 13 13 13 13 13 13 13 13 13 13 13 13 13 14 14 14 14 14 14 14 14 .43 .43 .44 .46 .48 .51 .55 .59 .64 .70 .77 .84 .93 .02 .12 .23 .35 .48 .62 .77 .93 10.843 13.608 17.709 25.084 42.340 0.333 0.328 0.323 0.318 0.318 4.716 4.819 4.927 5.038 5.043 0.679 0.689 0.700 0.713 0.713 15.10 15.29 15.49 15.70 15.71 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS 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 0.812 1.413 0.843 24.94 0.731 0.797 1.445 0.830 24.13 1.458 0.782 1.480 0.816 23.34 2.180 0.767 1.516 0.803 22.59 2.896 0.753 1.554 0.790 21.85 3.607 0.738 1.595 . 0.777 21.15 4.310 0.723 1.637 0.764 20.47 5.006 0.708 1.681 0.752 19.81 5.694 0.693 1.728 0.739 19.19 6.373 0.678 1.778 0.727 18.59 7.041 0.663 1.830 0.715 18.02 7.698 0.648 1.885 0.704 17.48 8.342 0.634 1.944 0.692 16.96 8.970 0.619 2.006 0.681 16.48 9.582 0.604 2.073 0.671 16.03 10.175 0.589 2.143 0.660 15.61 10.745 0.574 2.218 0.650 15.22 11.290 0.559 2.298 0.641 14.87 11.805 0.544 2.383 0.633 14.55 12.286 0.529 2.475 0.625 14.27 12.725 0.514 2.573 0.617 14.02 13.117 0.500 2.678 0.611 13.82 13.449 0.485 2.792 0.606 13.65 13.711 0.470 2.915 0.602 13.53 13.885 0.455 3.047 0.599 13.46 13.949 0.440 3.191 0.598 13.43 42.340 0.440 3.191 0.598 13.43 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 10.05 FEET UPSTREAM OF NODE 1610.00 DOWNSTREAM DEPTH = 0.592 FEET, UPSTREAM CONJUGATE DEPTH = 0.318 FEET NODE 1615.00 : HGL = < 46.009>;EGL= < 46.168>;FLOWLINE= < 45.570> FLOW PROCESS FROM NODE 1615.00 TO NODE 1620.00 IS CODE = 5 UPSTREAM NODE 1620.00 ELEVATION = 45.90 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM FLOW (CFS) 1.38 1.38 DIAMETER (INCHES) 18.00 18.00 ANGLE (DEGREES) 90.00 - FLOWLINE ELEVATION 45.90 45.57 CRITICAL DEPTH ( FT . ) 0.44 0.44 VELOCITY (FT/ SEC) 5.052 3.198 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(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01783 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00493 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01138 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.046 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.446)+( 0.000) = 0.446 NODE 1620.00 : HGL = < 46.218>;EGL= < 46.614>;FLOWLINE= < 45.900> ****************************************************************************** FLOW PROCESS FROM NODE 1620.00 TO NODE 1625.00 IS CODE = 1 UPSTREAM NODE 1625.00 ELEVATION = 46.65 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 39.49 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.31 CRITICAL DEPTH(FT) = 0.44 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 4 5 7 8 10 13 17 .000 .008 .034 .080 .147 .238 .355 .501 .681 .897 .156 .463 .826 .254 .759 .356 .065 .912 .936 .191 .764 .797 .561 .660 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .440 .435 .430 .425 .420 .415 .410 .404 .399 .394 .389 .384 .379 .374 .369 .364 .359 .354 .348 .343 .338 .333 .328 .323 VELOCITY (FT/ SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 .191 .243 .297 .352 .409 .468 .528 .590 .655 .721 .790 .860 .934 .009 .088 .169 .253 .339 .430 .523 .620 .720 .825 .933 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .598 .598 .599 .599 .600 .601 .603 .605 .607 .609 .612 .616 .619 .624 .628 .634 .640 .646 .653 .661 .670 .679 .690 .701 13 13 13 13 13 13 13 13 13 13 13 13 13 14 14 14 14 14 14 14 14 15 15 15 .43 .43 .44 .46 .48 .51 .55 .59 .64 .70 .77 .84 .93 .02 .12 .23 .35 .48 .62 .77 .94 .11 .30 .50 25.035 0.318 5.046 0.714 15.71 39.490 0.318 5.050 0.714 15.72 NODE 1625.00 : HGL = < 47.090>;EGL= < 47.248>;FLOWLINE= < 46.650> FLOW PROCESS FROM NODE 1625.00 TO NODE 1625.00 IS CODE = 8 UPSTREAM NODE 1625.00 ELEVATION = 46.65 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.38 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.19 FEET/SEC. VELOCITY HEAD = 0.158 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.158) = 0.032 NODE 1625.00 : HGL = < 47.280>;EGL= < 47.280>;FLOWLINE= < 46.650> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1625.00 FLOWLINE ELEVATION = 46.65 ASSUMED UPSTREAM CONTROL HGL = 47.09 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 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 16A * FILE: LINE16A.DAT FILENAME: C:\2068\LINE16A.DAT TIME/DATE OF STUDY: 13:15 02/02/2002 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) 1650.00- 0.81 24.66 0.20* 25.08 } FRICTION 1655.00- 0.43*Dc 12.81 0.43*Dc 12.81 } CATCH BASIN 1655.00- 0.62* 6.79 0.43 DC 4.67 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1650.00 FLOWLINE ELEVATION = 44.77 PIPE FLOW = 1.33 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.582 FEET NODE 1650.00 : HGL = < 44.971>;EGL= < 46.358>;FLOWLINE= < 44.770> FLOW PROCESS FROM NODE 1650.00 TO NODE 1655.00 IS CODE = 1 UPSTREAM NODE 1655.00 ELEVATION = 46.29 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.33 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 8.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.18 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.43 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.43 DISTANCE FROM CONTROL(FT) 0.000 0.003 0.011 0.026 0.049 0.080 0.120 0.173 0.238 0.319 0.418 0.539 0.686 0.863 1.079 1.342 1.664 2.061 2.558 3.189 4.009 5.109 6.662 8.000 FLOW DEPTH (FT) 0.432 0.422 0.411 0.401 0.391 0.381 0.370 0.360 0.350 0.340 0.329 0.319 0.309 0.299 0.288 0.278 0.268 0.258 0.247 0.237 0.227 0.217 0.206 0.201 VELOCITY (FT/SEC) .158 .266 .380 .502 3.631 3.770 3.917 4.076 4.246 4.429 4.626 4.839 5.070 5.321 5.594 5.892 6.219 6.578 6.975 7.415 7.905 8.453 9.070 9.450 SPECIFIC ENERGY(FT) 0.587 0.587 0.589 0.592 0.596 0.601 0.609 0.618 0.630 0.644 0.662 0.683 0.708 0.738 0.774 0.817 0.869 0.930 1.003 1.091 1.198 1.327 1.485 1.588 PRESSURE* MOMENTUM(POUNDS) 12.81 12.83 12.87 12.93 13.03 13.15 13.31 13.51 13.74 14.02 14.34 14.71 15.13 15.62 16.16 16.78 17.49 18.28 19.18 20.19 21.35 22.66 24.15 25.08 NODE 1655.00 : HGL = < 46.722>;EGL= < 46.877>;FLOWLINE= < 46.290> FLOW PROCESS FROM NODE 1655.00 TO NODE 1655.00 IS CODE = 8 UPSTREAM NODE 1655.00 ELEVATION = 46.29 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.33 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.16 FEET/SEC. VELOCITY HEAD = 0.155 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.155) = 0.031 NODE 1655.00 : HGL = < 46.908>;EGL= < 46.908>;FLOWLINE= < 46.290> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1655.00 FLOWLINE ELEVATION = 46.29 ASSUMED UPSTREAM CONTROL HGL = 46.72 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 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 16B * FILE: LINE16B.DAT FILE NAME: C:\2068\LINE16B.DAT TIME/DATE OF STUDY: 13:16 02/02/2002 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) 1670.00- 0.81* 23.68 0.23 15.61 } FRICTION } HYDRAULIC JUMP 1675.00- 0.40*Dc 10.42 0.40*Dc 10.42 } CATCH BASIN 1675.00- 0.57* 5.52 0.40 DC 3.81 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1670.00 FLOWLINE ELEVATION = 44.77 PIPE FLOW = 1.13 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.582 FEET NODE 1670.00 : HGL = < 45.582>;EGL= < 45.603>;FLOWLINE= < 44.770> FLOW PROCESS FROM NODE 1670.00 TO NODE 1675.00 IS CODE = 1 UPSTREAM NODE 1675.00 ELEVATION = 46.16 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.13 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.005 0.022 0.051 0.094 0.152 0.229 0.325 0.444 0.589 0.763 0.972 1.222 1.519 1.873 2.295 2.802 3.414 4.162 5.089 6.264 7.801 9.914 13.085 18.861 26.250 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 0.22 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) = 0.40 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 0.397 3.017 0.539 0.390 3.094 0.539 0.383 3.174 0.540 0.376 3.259 0.541 0.369 3.347 0.543 0.362 3.439 0.546 0.355 3.537 . 0.549 0.348 3.639 0.553 0.341 3.746 0.559 0.334 3.859 0.565 0.327 3.978 0.572 0.319 4.104 0.581 0.312 4.236 0.591 0.305 4.377 0.603 0.298 4.525 0.617 0.291 4.683 0.632 0.284 4.851 0.650 0.277 5.029 0.670 0.270 5.219 0.693 0.263 5.421 0.720 0.256 5.638 0.750 0.249 5.869 0.784 0.242 6.118 0.824 0.235 6.386 0.868 0.228 6.674 0.920 0.228 6.679 0.921 UPSTREAM RUN ANALYSIS RESULTS 0.40 PRESSURE+ MOMENTUM ( POUNDS ) 10.42 10.43 10.44 10.47 10.52 10.57 10.64 10.73 10.83 10.94 11.08 11.23 11.40 11.59 11.81 12.05 12.31 12.60 12.92 13.27 13.65 14.07 14.53 15.04 15.60 15.61 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.81 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.295 0.588 0.879 1.169 1.456 1.741 2.023 2.302 2.577 2.849 3.116 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/ SEC) ENERGY (FT) 0.812 1.157 0.833 0.795 1.187 0.817 0.779 1.219 0.802 0.762 1.253 0.787 0.746 1.288 0.771 0.729 1.326 0.756 0.712 1.366 0.741 0.696 1.408 0.727 0.679 1.453 0.712 0.663 1.501 0.698 0.646 1.551 0.683 0.629 1.606 0.669 PRESSURE+ MOMENTUM ( POUNDS ) 23.68 22.75 21.85 20.97 20.13 19.32 18.54 17.78 17.06 16.38 15.72 15.10 .379 .635 .885 .127 .361 .584 4.795 4.993 5.173 5.333 5.469 5.576 5.647 5.673 26.250 613 596 580 563 546 0.530 0.513 0.497 0.480 0.463 0.447 0.430 0.414 0.397 0.397 1.664 1.726 792 864 941 024 114 211 317 432 558 697 2.849 3.017 3.017 0.656 0.643 .630 .617 .605 .593 .583 .573 .563 .555 .549 .543 .540 .539 0.539 14.51 13.96 13.44 12.95 12.51 12.10 11.73 11.40 11.11 10.87 10.68 10.54 10.45 10.42 10.42 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 2.90 FEET UPSTREAM OF NODE 1670.00 | DOWNSTREAM DEPTH = 0.643 FEET, UPSTREAM CONJUGATE DEPTH = 0.228 FEET j NODE 1675.00 : HGL = < 46.557>;EGL= < 46.699>;FLOWLINE= < 46.160> FLOW PROCESS FROM NODE 1675.00 TO NODE 1675.00 IS CODE = 8 UPSTREAM NODE 1675.00 ELEVATION = 46.16 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.13 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.02 FEET/SEC. VELOCITY HEAD = 0.141 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.141) = 0.028 NODE 1675.00 : HGL = < 46.727>;EGL= < 46.727>;FLOWLINE= < 46.160> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1675.00 FLOWLINE ELEVATION = 46.16 ASSUMED UPSTREAM CONTROL HGL = 46.56 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 17 * FILE: LINE17.DAT FILENAME: C:\2068\LINE17.DAT TIME/DATE OF STUDY: 08:24 11/12/2001 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) 1700.00- 0.57* 16.05 0.37 15.93 } FRICTION+BEND } HYDRAULIC JUMP 1705.00- 0.46 DC 14.81 0.37* 16.00 } FRICTION 1710.00- 0.46 DC 14.81 0.37* 15.84 } FRICTION+BEND 1715.00- 0.46*Dc 14.81 0.46*Dc 14.81 } CATCH BASIN 1715.00- 0.66* 7.86 0.46 DC 5.39 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1700.00 FLOWLINE ELEVATION = 42.59 PIPE FLOW = 1.49 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.157 FEET NODE 1700.00 : HGL = < 43.157>;EGL= < 43.249>;FLOWLINE= < 42.590> FLOW PROCESS FROM NODE 1700.00 TO NODE 1705.00 IS CODE = 3 UPSTREAM NODE 1705.00 ELEVATION = 42.70 (HYDRAULIC JUMP OCCURS) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.49 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 12.500 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 9.79 FEET HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.37 CRITICAL DEPTH(FT) = 0.46 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 1 1 2 3 3 4 4 5 6 7 8 8 9 .000 .453 .924 .415 .928 .465 .029 .621 .247 .909 .613 .364 .169 .037 .979 .790 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .367 .367 .367 .367 .367 .367 .368 .368 .368 .368 .368 .368 .368 .369 .369 .369 VELOCITY (FT/ SEC) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .453 .450 .447 .444 .442 .439 .436 .433 .430 .428 .425 .422 .419 .417 .414 .412 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .675 .674 .674 .674 .674 .673 .673 .673 .673 .673 .672 .672 .672 .672 .672 .671 16 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 .00 .99 .99 .98 .98 .97 .97 .96 .96 .95 .95 .95 .94 .94 .93 .93 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.57 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 1 1 1 1 2 2 2 2 2 3 3 3 3 .000 .269 .533 .792 .047 .295 .538 .775 .006 .229 .446 .654 .855 .046 .228 .400 .562 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .567 .563 .558 .554 .550 .545 .541 .536 .532 .528 .523 .519 .515 .510 .506 .502 .497 VELOCITY (FT/ SEC) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .435 .460 .486 .513 .540 .567 .595 .624 .654 .683 .714 .745 .777 .810 .843 .877 .912 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .659 .657 .654 .652 .650 .648 .645 .643 .641 .640 .638 .636 .634 .633 .631 .630 .629 16. 15. 15. 15. 15. 15. 15. 15. 15. 15. 15. 15. 15. 15. 15. 15. 14. 05 96 87 78 70 62 55 47 41 34 28 22 16 11 07 02 98 3 3 3 4 4 4 4 4 4 9 .711 .848 .972 .081 .173 .249 .305 .340 .353 .790 0 0 0 0 0 0 0 0 0 0 WM .493 .488 .484 .480 .475 .471 .467 .462 .458 .458 n nw 947 983 020 058 097 137 177 219 262 262 0 0 0 0 0 0 0 0 0 0 •c .628 .627 .626 .625 .624 .624 .623 .623 .623 .623 TC 14 14 14 14 14 14 14 14 14 14 .95 .91 .89 .86 .84 .83 .82 .81 .81 .81 -END OF HYDRAULIC JUMP ANALYSIS- | PRESSURE+MOMENTUM BALANCE OCCURS AT 0.36 FEET UPSTREAM OF NODE 1700.00 | j DOWNSTREAM DEPTH = 0.561 FEET, UPSTREAM CONJUGATE DEPTH = 0.369 FEET j NODE 1705.00 : HGL = < 43.067>;EGL= < 43.375>;FLOWLINE= < 42.700> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1710.00 1705.00 TO NODE ELEVATION = 1710.00 IS CODE = 1 43.98 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 108.80 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.37 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.46 DISTANCE FROM CONTROL (FT) 0. 0. 0. 1. 1. 2. 2. 3. 3. 4. 5. 5. 6. 7. 8. 9. 10. 11. 13. 14. 16. 19. 22. 26. 34. 000 411 841 292 764 262 786 340 928 553 221 936 707 542 452 452 561 803 216 852 792 173 252 605 082 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .372 .372 .372 .372 .371 .371 .371 .371 .370 .370 .370 .370 .369 .369 .369 .369 .369 .368 .368 .368 .368 .367 .367 .367 .367 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .354 .358 .362 .366 .370 .374 .378 .382 .386 .390 .394 .398 .403 .407 .411 .415 .419 .423 .427 .431 .435 .439 .444 .448 .452 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .667 .667 .668 .668 .668 .668 .669 .669 .669 .670 .670 .670 .671 .671 .671 .672 .672 .672 .673 .673 .673 .674 .674 .674 .675 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 .84 .84 .85 .85 .86 .87 .87 .88 .89 .89 .90 .91 .91 .92 .93 .93 .94 .95 .95 .96 .97 .97 .98 .99 .99 108.800 0.367 4.453 0.675 16.00 NODE 1710.00 : HGL = < 44.352>;EGL= < 44.647>;FLOWLINE= < 43.980> FLOW PROCESS FROM NODE 1710.00 TO NODE 1715.00 IS CODE = 3 UPSTREAM NODE 1715.00 ELEVATION = 44.33 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.49 CFS CENTRAL ANGLE = 39.000 DEGREES PIPE LENGTH = 30.58 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.37 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.46 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 3 4 5 6 8 10 13 16 23 30 .000 .008 .035 .081 .148 .238 .355 .501 .679 .893 .148 .450 .806 .225 .717 .297 .984 .803 .789 .995 .500 .441 .070 .957 .928 .580 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .458 .454 .451 .447 .444 .440 .436 .433 .429 .426 .422 .419 .415 .412 .408 .404 .401 .397 .394 .390 .387 .383 .380 .376 .372 .372 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 .262 .297 .333 .370 .408 .446 .485 .525 .566 .608 .650 .693 .738 .783 .829 .877 .925 .974 .025 .076 .129 .183 .239 .295 .353 .354 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 623 623 623 624 624 625 625 626 627 628 629 631 632 634 636 638 640 643 645 648 652 655 659 663 667 667 14 14 14 14 14 14 14 14 14 14 14 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 .81 .81 .81 .82 .83 .85 .86 .88 .91 .94 .97 .00 .04 .09 .13 .18 .24 .30 .36 .43 .50 .58 .66 .74 .83 .84 NODE 1715.00 : HGL = < 44.788>;EGL= < 44.953>;FLOWLINE= < 44.330> FLOW PROCESS FROM NODE UPSTREAM NODE 1715.00 1715.00 TO NODE ELEVATION = 1715.00 IS CODE = 8 44.33 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.49 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.26 FEET/SEC. VELOCITY HEAD = 0.165 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.165) = 0.033 NODE 1715.00 : HGL = < 44.986>;EGL= < 44.986>;FLOWLINE= < 44.330> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1715.00 FLOWLINE ELEVATION = 44.33 ASSUMED UPSTREAM CONTROL HGL = 44.79 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 18 * FILE: LINE18.DAT FILENAME: C:\2068\LINE18.DAT TIME/DATE OF STUDY: 08:38 11/12/2001 ****************************************************************************** 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) 1800.00- 0.96 44.47 0.37* 49.44 } FRICTION 1805.00- 0.64*Dc 33.94 0.64*Dc 33.94 } CATCH BASIN 1805.00- 0.93* 18.20 0.64 DC 12.10 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1800.00 FLOWLINE ELEVATION = 42.99 PIPE FLOW = 2.85 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.952 FEET NODE 1800.00 : HGL = < 43.361>;EGL= < 44.448>;FLOWLINE= < 42.990> FLOW PROCESS FROM NODE 1800.00 TO NODE 1805.00 IS CODE = 1 UPSTREAM NODE 1805.00 ELEVATION = 44.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.85 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 25.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.64 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.64 DISTANCE FROM CONTROL(FT) 0.000 0.009 0.038 0.088 0.162 0.264 0.397 0.564 0.770 1.022 1.325 1.689 2.123 2.641 3.258 3.995 4.881 5.952 7.261 8.887 10.949 13.651 17.370 22.959 25.750 FLOW DEPTH (FT) 0.641 0.629 0.618 0.606 0.595 0.583 0.572 0.560 0.548 0.537 0.525 0.514 0.502 0.490 0.479 0.467 0.456 0.444 0.432 0.421 0.409 0.398 0.386 0.374 0.371 VELOCITY (FT/SEC) 3.953 4.050 4.151 4.257 4.368 4.485 4.607 4.736 4.872 .016 .167 .327 .496 5.675 5.865 6.067 6.281 6.510 6.754 015 294 594 916 8.263 8.363 SPECIFIC ENERGY(FT) 0.884 0.884 0.886 0.888 0.891 0.896 0.901 0.908 0.917 0.928 0.940 0.954 0.971 0.991 1 1. 1. 1. 1 1. .013 .039 .069 .102 .141 .185 1.236 294 360 435 1.458 PRESSURE* MOMENTUM(POUNDS) 33.94 33.96 34.01 34.11 34.24 34.42 34.65 34.92 35.24 35.62 36.05 36.54 37.09 37.71 38.40 39.17 40.02 40.96 42.00 43.14 44.40 45.78 47.29 48.96 49.44 NODE 1805.00 : HGL = < 44.941>;EGL= < 45.184>;FLOWLINE= < 44.300> FLOW PROCESS FROM NODE 1805.00 TO NODE 1805.00 IS CODE = 8 UPSTREAM NODE 1805.00 ELEVATION = 44.30 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.85 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.95 FEET/SEC. VELOCITY HEAD = 0.243 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = . 2*( 0.243) = 0.049 NODE 1805.00 : HGL = < 45.232>;EGL= < 45.232>;FLOWLINE= < 44.300> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1805.00 FLOWLINE ELEVATION = 44.30 ASSUMED UPSTREAM CONTROL HGL = 44.94 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE ISA * FILE: LINE18A.DAT FILE NAME: C:\2068\LINE18A.DAT TIME/DATE OF STUDY: 12:54 09/04/2001 ****************************************************************************** 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) 1850.00- 0.93* 29.30 0.11 11.31 } FRICTION } HYDRAULIC JUMP 1855.00- 0.28*Dc 4.29 0.28*Dc 4.29 } CATCH BASIN 1855.00- 0.39* 2.26 0.28 DC 1.58 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1850.00 FLOWLINE ELEVATION = 42.99 PIPE FLOW = 0.56 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.917 FEET NODE 1850.00 : HGL = < 43.917>;EGL= < 43.921>;FLOWLINE= < 42.990> FLOW PROCESS FROM NODE 1850.00 TO NODE 1855.00 IS CODE = 1 UPSTREAM NODE 1855.00 ELEVATION = 45.35 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.56 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.75 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.001 0.004 0.009 0.018 0.029 0.044 0.063 0.088 0.118 0.156 0.202 0.258 0.328 0.413 0.518 0.648 0.812 1.019 1.285 1.637 2.118 2.808 3.892 5.750 0.10 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED CRITICAL DEPTH (FT) 0.28 INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) 0.277 2.492 0.270 2.588 0.263 2.691 0.256 2.801 0.248 2.919 0.241 3.046 0.234 3.182 0.227 3.330 0.220 3.489 0.212 3.663 0.205 3.851 0.198 4.057 0.191 4.282 0.184 4.530 0.176 4.803 0.169 5.105 0.162 5.441 0.155 5.816 0.148 6.238 0.140 6.714 0.133 7.256 0.126 7.875 0.119 8.590 0.111 9.422 0.105 10.291 ENERGY (FT) 0.374 0.374 0.375 0.377 0.381 0.385 0.391 0.399 0.409 0.421 0.436 0.454 0.476 0.502 0.535 0.574 0.622 0.680 0.752 0.841 0.951 1.090 1.265 1.491 1.751 0.28 PRESSURE* MOMENTUM ( POUNDS ) 4.29 4.29 4.31 4.34 4.38 4.43 4.50 4.58 4.68 4.80 4.93 5.09 5.28 5.49 5.73 6.01 6.33 6.69 7.11 7.58 8.13 8.77 9.52 10.39 11.31 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.93 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.063 0.125 0.188 0.250 0.313 0.375 0.437 0.499 0.560 0.622 0.683 0.744 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.927 0.488 0.901 0.505 0.875 0.523 0.849 0.543 0.823 0.564 0.797 0.587 0.771 0.612 0.745 0.639 0.719 0.669 0.693 0.701 0.667 0.737 0.641 0.777 0.615 0.820 INFORMATION: SPECIFIC ENERGY (FT) 0.931 0.905 0.879 0.854 0.828 0.802 0.777 0.751 0.726 0.701 0.676 0.650 0.626 PRESSURE* MOMENTUM ( POUNDS ) 29.30 27.49 25.74 24.06 22.44 20.88 19.40 17.97 16.62 15.32 14.10 12.94 11.85 0.804 0.589 0.869 0.601 10.83 0.864 0.563 0.924 0.576 9.88 0.923 0.537 0.985 0.552 8.99 0.981 0.511 1.053 0.528 8.17 1.038 0.485 1.132 0.505 7.42 1.093 0.459 1.221 0.482 6.75 1.147 0.433 1.324 0.460 6.15 1.197 0.407 1.443 0.440 5.62 1.245 0.381 1.583 0.420 5.17 1.287 0.355 1.750 0.403 4.80 1.323 0.329 1.949 0.388 4.53 1.349 0.303 2.191 0.378 4.35 1.359. 0.277 2.492 0.374 4.29 5.750 0.277 2.492 0.374 4.29 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 0.80 FEET UPSTREAM OF NODE 1850.00 | I DOWNSTREAM DEPTH = 0.591 FEET, UPSTREAM CONJUGATE DEPTH = 0.108 FEET | NODE 1855.00 : HGL = < 45.627>;EGL= < 45.724>;FLOWLINE= < 45.350> ****************************************************************************** FLOW PROCESS FROM NODE 1855.00 TO NODE 1855.00 IS CODE = 8 UPSTREAM NODE 1855.00 ELEVATION = 45.35 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.56 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.49 FEET/SEC. VELOCITY HEAD = 0.096 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.096) = 0.019 NODE 1855.00 : HGL = < 45.743>;EGL= < 45.743>;FLOWLINE= < 45.350> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1855.00 FLOWLINE ELEVATION = 45.35 ASSUMED UPSTREAM CONTROL HGL = 45.63 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 19 * FILE: LINE19.DAT FILE NAME: C:\2068\LINE19.DAT TIME/DATE OF STUDY: 08:48 11/12/2001 ****************************************************************************** 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) 1900.00- 1.48* 85.07 0.48 21.75 } FRICTION+BEND 1905.00- 1.40* 76.75 0.48 21.84 } FRICTION } HYDRAULIC JUMP 1910.00- 0.53 DC 21.41 0.48* 21.80 } FRICTION+BEND 1915.00- 0.53*Dc 21.41 0.53*Dc 21.41 } CATCH BASIN 1915.00- 0.77* 11.40 0.53 DC 7.73 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 1900.00 FLOWLINE ELEVATION = 42.95 PIPE FLOW = 1.99 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 44.432 FEET NODE 1900.00 : HGL = < 44.432>;EGL= < 44.452>;FLOWLINE= < 42.950> FLOW PROCESS FROM NODE 1900.00 TO NODE 1905.00 IS CODE = 3 UPSTREAM NODE 1905.00 ELEVATION = 43.03 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.99 CFS CENTRAL ANGLE = 14.470 DEGREES PIPE LENGTH = 11.36 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.48 0.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 5.595 11.154 11.360 FLOW DEPTH (FT) 1.482 1.444 1.406 1.405 VELOCITY (FT/ SEC) 1.128 1.140 1.156 1.157 SPECIFIC ENERGY (FT) 1.502 1.464 1.427 1.425 PRESSURE+ MOMENTUM ( POUNDS ) 85.07 80.95 76.90 76.75 NODE 1905.00 : HGL = < 44.435>;EGL= < 44.455>;FLOWLINE= < 43.030> ****************************************************************************** FLOW PROCESS FROM NODE 1905.00 TO NODE 1910.00 IS CODE = 1 UPSTREAM NODE 1910.00 ELEVATION = 43.83 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.99 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 106.22 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) =0.48 CRITICAL DEPTH(FT) =0.53 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =0.48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 1 1 1 2 2 3 3 4 4 5 6 7 7 8 9 10 .000 .344 .703 .079 .473 .887 .323 .783 .271 .789 .341 .933 .569 .258 .008 .831 .742 .762 .921 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .478 .478 .478 .478 .478 .478 .478 .478 .478 .478 .477 .477 .477 .477 .477 .477 .477 .477 .477 VELOCITY (FT/ SEC) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .100 .101 .102 .103 .104 .105 .106 .107 .108 .110 .111 .112 .113 .114 .115 .116 .117 .118 .119 SPECIFIC ENERGY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 .740 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 .80 .81 .81 .81 .81 .81 .81 .81 .82 .82 .82 .82 .82 .82 .82 .83 .83 .83 .83 12 13 15 18 21 27 106 .261 .849 .796 .310 .862 .957 .220 0 0 0 0 0 0 0 .477 .477 .476 .476 .476 .476 .476 4 4 4 4 4 4 4 .121 .122 .123 .124 .125 .126 .126 0 0 0 0 0 0 0 .740 .740 .741 .741 .741 .741 .741 21 21 21 21 21 21 21 .83 .83 .83 .84 .84 .84 .84 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.40 = = = = = = = = = = = = = = = =:=: = =:=; = = = = = = = =: = = = =; = = = =; = = = = = =: = = = = = = = = = = =; GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 4 9 14 18 23 28 32 37 42 46 51 55 60 65 69 74 78 82 86 91 94 98 101 104 105 106 .000 .740 .466 .178 .878 .566 .242 .906 .556 .193 .813 .415 .996 .552 .079 .568 .013 .402 .718 .940 .035 .955 .619 .888 .482 .695 .220 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 K*r .405 .370 .335 .300 .265 .230 .195 .160 .125 .090 .055 .021 .986 .951 .916 .881 .846 .811 .776 .741 .706 .671 .637 .602 .567 .532 .532 n OF HY VELOCITY (FT/SEC) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 DRAIT .157 .176 .198 .223 .251 .283 .318 .356 .399 .446 .497 .554 .616 .684 .760 .844 .937 .040 .156 .285 .432 .597 .786 .003 .254 .547 .547 r.Tf .TTTMP SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ANAT.V.q .425 .391 .357 .323 .289 .256 .222 .189 .156 .123 .090 .058 .026 .995 .964 .934 .904 .876 .848 .822 .798 .776 .757 .742 .731 .727 .727 TS 76 73 69 66 62 59 56 53 50 47 44 41 39 36 34 32 30 28 27 25 24 23 22 21 21 21 21 .75 .11 .54 .06 .66 .36 .16 .07 .09 .22 .47 .85 .35 .99 .76 .68 .74 .96 .34 .89 .61 .53 .64 .98 .56 .41 .41 PRESSURE+MOMENTUM BALANCE OCCURS AT 102.91 FEET UPSTREAM OF NODE 1905.00 DOWNSTREAM DEPTH = 0.588 FEET, UPSTREAM CONJUGATE DEPTH = 0.478 FEET NODE 1910.00 : HGL = < 44.308>;EGL= < 44.570>;FLOWLINE= < 43.830> FLOW PROCESS FROM NODE UPSTREAM NODE 1915.00 1910.00 TO NODE ELEVATION = 1915.00 IS CODE = 3 44.06 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.99 CFS CENTRAL ANGLE = 38.940 DEGREES PIPE LENGTH = 30.58 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.53 DISTANCE FROM CONTROL(FT) 0.000 0.007 0.029 0.068 0.125 0.201 0.300 0.422 0.572 0.751 0.965 1.218 1.516 1.865 2.276 2.759 3.330 4.010 4.828 5.826 7.072 8.675 10.844 14.046 19.782 30.580 FLOW DEPTH (FT) 0.532 0.530 0.527 0.525 0.523 0.521 0.518 0.516 0.514 0.512 0.510 0.507 0.505 0.503 0.501 0.498 0.496 0.494 0.492 0.490 0.487 0.485 0.483 0.481 0.478 0.478 VELOCITY (FT/SEC) 3.547 3.567 587 608 629 650 671 693. 715 3.737 3.759 .782 ,805 .828 ,851 ,874 .898 ,922 .947 ,971 ,996 ,021 4.047 4.073 4.099 4.100 SPECIFIC ENERGY(FT) 0.727 0.727 0.727 0.727 0.728 0.728 0.728 0.728 0.728 0.729 0.729 0.730 0.730 0.731 0.731 0.732 0.732 0.733 0.734 0.735 0.735 0.736 0.737 0.738 0.740 0.740 PRESSURE* MOMENTUM(POUNDS) 21.41 21.41 21.42 21.42 21.42 21.43 21.44 21.44 21.45 21.46 21.48 21.49 21.51 21.52 21.54 21.56 21.58 21.60 21.63 21.65 21.68 21.71 21.74 21.77 21.80 21.80 NODE 1915.00 : HGL = < 44.592>;EGL= < 44.787>;FLOWLINE= < 44.060> FLOW PROCESS FROM NODE 1915.00 TO NODE 1915.00 IS CODE = 8 UPSTREAM NODE 1915.00 ELEVATION = 44.06 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.99 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.55 FEET/SEC. VELOCITY HEAD = 0.195 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.195) = 0.039 NODE 1915.00 : HGL = < 44.826>;EGL= < 44.826>;FLOWLINE= < 44.060> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1915.00 FLOWLINE ELEVATION = 44.06 ASSUMED UPSTREAM CONTROL HGL = 44.59 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PALNNING AREAS 2, 3 & 4 * STORM DRAIN LINE 20 * FILE: LINE20.DAT FILE NAME: C:\2068\LINE20.DAT TIME/DATE OF STUDY: 09:47 11/12/2001 ****************************************************************************** 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* 2000 2005 2010 2015 2020 2025 2025 .00- } .00- } .00- } .00- } .00- } .00- } .00- FRICTION JUNCTION FRICTION JUNCTION FRICTION CATCH BASIN 1 1 1 1 1 0 1 .92* .43* .12 .12* .78* } .79* .17* 251. 187. DC 140. DC 140. 133. HYDRAULIC JUMP DC 57. 31. MAXIMUM NUMBER OF ENERGY BALANCES USED IN 55 79 62 62 57 45 33 EACH 1. 0. 1. 1. 0. 0. 0. PROFILE 05 97 02* 12*Dc 51 79*Dc 79 DC = 25 180 186 142 140 73 57 20 .19 .86 .39 .62 .36 .45 .01 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 = 2000.00 FLOWLINE ELEVATION = 43.48 PIPE FLOW = 10.73 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.395 FEET NODE 2000.00 : HGL = < 45.395>;EGL= < 45.582>;FLOWLINE= < 43.480> FLOW PROCESS FROM NODE 2000.00 TO NODE 2005.00 IS CODE = 1 UPSTREAM NODE 2005.00 ELEVATION = 44.00 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.73 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 69.64 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.06 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.92 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.17 DISTANCE FROM CONTROL (FT) 0 4 9 14 18 23 27 31 36 40 44 48 52 56 60 64 68 69 .000 .802 .508 .133 .685 .169 .591 .952 .252 .491 .667 .778 .819 .785 .667 .456 .140 .640 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .915 .885 .856 .826 .796 .767 .737 .707 .678 .648 .619 .589 .559 .530 .500 .470 .441 .428 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 .465 .494 .528 .566 .607 .652 .702 .755 .812 .873 .938 .008 .082 .161 .244 .333 .428 .469 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 2 2 2 . 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .102 .075 .049 .024 .999 .974 .950 .927 .904 .881 .860 .838 .818 .799 .780 .762 .745 .739 251 246 241 236 232 227 223 218 214 210 207 203 200 197 194 191 188 187 .55 .45 .50 .68 .01 .49 .12 .90 .84 .95 .22 .68 .31 .13 .15 .37 .80 .79 NODE 2005.00 : HGL = < 45.428>;EGL= < 45.739>;FLOWLINE= < 44.000> FLOW PROCESS FROM NODE 2005.00 TO NODE 2010.00 IS CODE = 5 UPSTREAM NODE 2010.00 ELEVATION = 44.50 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 8.39 10.73 2.34 0.00 DIAMETER ( INCHES ) 18.00 24.00 18.00 0.00 ANGLE ( DEGREES ) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 44.50 44.00 44.50 0.00 CRITICAL DEPTH (FT. ) 1.12 1.17 0.58 0.00 VELOCITY (FT/ SEC) 6.552 4.470 1.926 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00982 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00305 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00643 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET 0.026 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.449)+( 0.000) = 0.449 NODE 2010.00 : HGL = < 45.521>;EGL= < 46.187>;FLOWLINE= < 44.500> ********* FLOW PROCESS FROM NODE 2010.00 TO NODE 2015.00 IS CODE = 1 UPSTREAM NODE 2015.00 ELEVATION = 47.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.39 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 303.67 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.02 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.12 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.12 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 1 2 3 3 4 5 6 8 9 11 14 17 22 28 40 303 .000 .015 .061 .141 .259 .417 .620 .873 .181 .552 .992 .512 .123 .840 .681 .670 .838 .228 .898 .935 .474 .740 .155 .667 .323 .670 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .122 .118 .113 .109 .105 .101 .097 .093 .089 .084 .080 .076 .072 .068 .064 .060 .055 .051 .047 .043 .039 .035 .031 .026 .022 .021 VELOCITY (FT/ SEC) 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 .917 .940 .963 .986 .009 .033 .057 .081 .106 .131 .156 .181 .207 .233 .259 .285 .312 .339 .367 .394 .422 .451 .479 .508 .538 .550 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. ' 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 666 666 666 666 666 667 667 667 668 668 669 670 671 671 672 673 675 676 677 678 680 681 683 685 686 687 140 140 140 140 140 140 140 140 140 140 140 140 141 141 141 141 141 141 141 141 141 141 142 142 142 142 .62 .62 .63 .64 .66 .69 .72 .75 .80 .85 .90 .96 .03 .10 .18 .27 .36 .46 .56 .67 .79 .91 .04 .18 .33 .39 NODE 2015.00 : HGL = < 48.622>;EGL= < 49.166>;FLOWLINE= < 47.500> FLOW PROCESS FROM NODE 2015.00 TO NODE 2020.00 IS CODE = 5 UPSTREAM NODE 2020.00 ELEVATION = 47.83 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 4.28 8.39 4.11 0.00 DIAMETER ( INCHES ) 18.00 18.00 18.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 90.00 90.00 0.00 47.83 47.50 47.83 0.00 CRITICAL DEPTH(FT.) 0.79 1.12 0.78 0.00 VELOCITY (FT/SEC) 2.422 5.919 2.550 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0, DOWNSTREAM: .MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00469 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.534)+( 0.000) = 0.534 00166 00772 0.000 FEET JUNCTION LOSSES = JUNCTION LOSSES = NODE 2020.00 : HGL = < 49.609>;EGL= < 49.700>;FLOWLINE= < 47.830> FLOW PROCESS FROM NODE UPSTREAM NODE 2025.00 2020.00 TO NODE ELEVATION = 2025.00 IS CODE = 1 48.72 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.28 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) =0.48 CRITICAL DEPTH(FT) =0.79 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =0.79 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 1 2 3 3 4 5 7 8 .000 .014 .057 .133 .245 .397 .595 .843 .149 .520 .967 .499 .133 .884 .775 .836 .104 .630 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .793 .780 .768 .755 .743 .730 .718 .705 .693 .680 .668 .655 .642 .630 .617 .605 .592 .580 VELOCITY (FT/ SEC) 4 4 4 4 4 5 5 5 5 5 5 5 5 6 6 6 6 6 .513 .605 .700 .799 .902 .010 .123 .241 .364 .493 .629 .770 .919 .075 .240 .413 .595 .787 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .109 .110 .111 .113 .116 .120 .126 .132 .140 .149 .160 .172 .187 .203 .222 .244 .268 .295 57 57 57 57 57 58 58 58 59 59 60 60 61 62 62 63 64 65 .45 .47 .54 .66 .83 .05 .32 .66 .05 .50 .02 .61 .27 .01 .83 .73 .73 .82 10.486 0.567 6.989 1.326 12.778 0.555 7.204 1.361 15.671 0.542 7.430 1.400 19.440 0.530 7.670 1.444 24.600 0.517 7.925 1.493 26.250 0.514 7.982 1.504 67.02 68.32 69.75 71.29 72.98 73.36 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 1.78 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL (FT) HEAD (FT) (FT /SEC) ENERGY (FT) 0.000 1.779 2.422 1.870 8.656 1.500 2.422 . 1.591 PRESSURE* MOMENTUM ( POUNDS ) 133.57 102.79 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT /SEC) ENERGY (FT) 8.656 1.500 2.421 1.591 9.506 1.472 2.432 1.564 10.332 1.443 2.451 1.537 11.144 1.415 2.477 1.510 11.942 1.387 2.507 1.485 12.728 1.359 2.543 1.459 13.502 1.330 2.582 1.434 14.265 1.302 2.626 1.409 15.015 1.274 2.675 1.385 15.753 1.245 2.728 1.361 16.476 1.217 2.786 1.338 17.185 1.189 2.848 1.315 17.877 1.161 2.916 1.293 18.550 1.132 2.990 1.271 19.203 1.104 3.069 1.250 19.833 1.076 3.154 1.230 20.438 1.047 3.247 1.211 21.012 1.019 3.346 1.193 21.553 0.991 3.454 1.176 22.055 0.963 3.571 1.161 22.511 0.934 3.697 1.147 22.913 0.906 3.834 1.134 23.253 0.878 3.983 1.124 23.517 0.850 4.144 1.116 23.691 0.821 4.321 1.111 23.754 0.793 4.513 1.109 26.250 0.793 4.513 1.109 PRESSURE* MOMENTUM ( POUNDS ) 102.79 99.77 96.83 93.98 91.20 88.50 85.89 83.35 80.91 78.55 76.29 74.13 72.07 70.12 68.29 66.57 64.98 63.51 62.19 61.00 59.97 59.10 58.40 57.88 57.56 57.45 57.45 PRESSURE+MOMENTUM BALANCE OCCURS AT 21.19 FEET UPSTREAM OF NODE 2020.00 DOWNSTREAM DEPTH = 1.010 FEET, UPSTREAM CONJUGATE DEPTH = 0.614 FEET NODE 2025.00 : HGL = < 49.513>;EGL= < 49.829>;FLOWLINE= < 48.720> *************************************************** FLOW PROCESS FROM NODE 2025.00 TO NODE 2025.00 IS CODE = 8 UPSTREAM NODE 2025.00 ELEVATION = 48.72 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 4.28 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 4.51 FEET/SEC. VELOCITY HEAD = 0.317 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = -2*( 0.317) = 0.063 NODE 2025.00 : HGL = < 49.893>;EGL= < 49.893>;FLOWLINE= < 48.720> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2025.00 FLOWLINE ELEVATION = 48.72 ASSUMED UPSTREAM CONTROL HGL = 49.51 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY * POINSETTIA PROPERTIES PLANNING AREAS 2, 3 & 4 * STORM DRAIN LINE 20A * FILE: LINE20A.DAT FILE NAME: C:\2068\LINE20A.DAT TIME/DATE OF STUDY: 09:53 11/12/2001 ****************************************************************************** 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) 2050.00- 1.78* 133.00 0.48 77.19 } FRICTION 2055.00- 1.02* 62.69 0.79 DC 56.40 } CATCH BASIN 2055.00- 1.22* 44.43 0.79 DC 19.66 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2050.00 FLOWLINE ELEVATION = 47.83 PIPE FLOW = 4.22 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 49.609 FEET NODE 2050.00 : HGL = < 49.609>;EGL= < 49.698>;FLOWLINE= < 47.830> FLOW PROCESS FROM NODE 2050.00 TO NODE 2055.00 IS CODE = 1 UPSTREAM NODE 2055.00 ELEVATION = 48.52 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.22 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.25 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 1.78 DISTANCE FROM CONTROL(FT) 0.000 2.565 PRESSURE VELOCITY HEAD(FT) (FT/SEC) 1.779 2.388 1.500 2.388 SPECIFIC ENERGY(FT) 1.868 1.589 PRESSURE+ MOMENTUM(POUNDS) 133.00 102.23 NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.79 DISTANCE FROM CONTROL(FT) 2.565 2.820 3.068 3.312 3.552 3.789 4.022 4.251 4.477 4.698 4.916 5.128 5.335 5.536 5.731 5.919 6.098 6.250 FLOW DEPTH (FT) 1.500 1.471 443 414 386 357 329 300 272 243 1.215 1.186 1.158 1.129 1.101 072 044 VELOCITY (FT/SEC) 2.387 2.398 2.417 2.443 2.473 2.508 2.548 2.592 2.641 2.694 2.752 2.814 2.882 2.956 3.035 3.121 3.214 SPECIFIC ENERGY(FT) 1.589 1.561 1.534 1.507 1.481 1.455 .430 .405 ,380 ,356 1.332 .309 .287 .265 .244 .224 .204 1.018 3.303 1.188 PRESSURE* MOMENTUM(POUNDS) 102.23 99.18 96.22 93.34 90.53 87.81 85.16 82.60 80.13 77.75 75.46 73.28 71.20 69.23 67.37 65.64 64.02 62.69 NODE 2055.00 : HGL = < 49.538>;EGL= < 49.708>;FLOWLINE= < 48.520> FLOW PROCESS FROM NODE 2055.00 TO NODE 2055.00 IS CODE = 8 UPSTREAM NODE 2055.00 ELEVATION = 48.52 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 4.22 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.30 FEET/SEC. VELOCITY HEAD = 0.170 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.170) = 0.034 NODE 2055.00 : HGL = < 49.742>;EGL= < 49.742>;FLOWLINE= < 48.520> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2055.00 FLOWLINE ELEVATION = 48.52 ASSUMED UPSTREAM CONTROL HGL = 49.31 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PLANNING AREAS 2, 3 & 4 i * STORM DRAIN LINE 2OB ' * FILE: LINE20B.DAT " FILE NAME: C:\2068\LINE20B.DAT TIME/DATE OF STUDY: 09:58 11/12/2001 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) 2080.00- 1.02* 44.39 0.38 34.07 } FRICTION } HYDRAULIC JUMP 2085.00- 0.58*Dc 26.78 0.58*Dc 26.78 } CATCH BASIN 2085.00- 0.84* 14.30 0.58 DC 9.62 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2080.00 FLOWLINE ELEVATION = 44.50 PIPE FLOW = 2.37 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.521 FEET NODE 2080.00 : HGL = < 45.521>;EGL= < 45.574>;FLOWLINE= < 44.500> FLOW PROCESS FROM NODE 2080.00 TO NODE 2085.00 IS CODE = 1 UPSTREAM NODE 2085.00 ELEVATION = 45.26 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.37 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.010 0.043 0.099 0.183 0.297 0.444 0.629 0.857 1.132 1.463 1.857 2.324 2.878 3.533 4.312 5.240 6.355 7.708 9.375 11.474 14.202 17.927 23.479 26.000 DOWNSTREAM RUN ANALYSIS 0.37 ASSUMED FLOWDEPTH (FT) FLOW PROFILE COMPUTED RESULTS CRITICAL DEPTH (FT) 0.58 INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) 0.582 3.736 0.574 3.811 0.565 3.889 0.557 3.970 0.548 4.055 0.539 4.142 0.531 4.234 0.522 4.329 0.514 4.427 0.505 4.531 0.497 4.638 0.488 4.750 0.479 4.868 0.471 4.990 0.462 5.119 0.454 5.253 0.445 5.394 0.437 5.542 0.428 5.697 0.419 5.860 0.411 6.032 0.402 6.213 0.394 6.403 0.385 6.605 0.383 6.657 ENERGY (FT) 0.799 0.799 0.800 0.802 0.803 0.806 0.809 0.813 0.818 0.824 0.831 0.839 0.848 0.858 0.869 0.883 0.897 0.914 0.932 0.953 0.976 1.002 1.031 1.063 1.072 0.58 PRESSURE + MOMENTUM ( POUNDS ) 26.78 26.79 26.82 26.87 26.94 27.03 27.15 27.29 27.45 27.65 27.86 28.11 28.38 28.69 29.03 29.40 29.81 30.26 30.75 31.28 31.85 32.48 33.15 33.88 34.07 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.02 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.543 1.082 1.616 2.144 2.667 3.183 3.692 4.194 4.687 5.171 5.644 6.106 FLOW PROFILE COMPUTED FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.021 1.849 1.003 1.886 0.986 1.924 0.968 1.964 0.951 2.006 0.933 2.050 0.916 2.096 0.898 2.145 0.881 2.197 0.863 2.251 0.846 2.308 0.828 2.368 0.810 2.432 INFORMATION: SPECIFIC ENERGY (FT) 1.074 1.059 1.043 1.028 1.013 0.999 0.984 0.970 0.956 0.942 0.928 0.915 0.902 PRESSURE+ MOMENTUM ( POUNDS ) 44.39 43.17 41.98 40.83 39.71 38.64 37.60 36.60 35.64 34.72 33.85 33.02 32.23 6.555 0.793 2.500 0.890 31.48 6.989 0.775 2.571 0.878 30.79 7.407 0.758 2.646 0.867 30.14 7.806 0.740 2.727 0.856 29.54 8.184 0.723 2.812 0.846 29.00 8.539 0.705 2.902 0.836 28.51 8.866 0.688 2.999 0.827 28.07 9.162 0.670 3.102 0.820 27.69 9.421 0.653 3.211 0.813 27.37 9.639 0.635 3.329 0.807 27.12 9.807 0.617 3.455 0.803 26.93 9.916 0.600 3.590 0.800 26.82 9.955 0.582 3.736 0.799 26.78 26.000 0.582 3.736 0.799 26.78 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 5.36 FEET UPSTREAM OF NODE 2080.00 | j DOWNSTREAM DEPTH = 0.838 FEET, UPSTREAM CONJUGATE DEPTH = 0.390 FEET j NODE 2085.00 : HGL = < 45.842>;EGL= < 46.059>;FLOWLINE= < 45.260> ********************************************************* FLOW PROCESS FROM NODE 2085.00 TO NODE 2085.00 IS CODE = 8 UPSTREAM NODE 2085.00 ELEVATION = 45.26 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.37 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.74 FEET/SEC. VELOCITY HEAD = 0.217 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.217) = 0.043 NODE 2085.00 : HGL = < 46.103>;EGL= < 46.103>;FLOWLINE= < 45.260> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2085.00 FLOWLINE ELEVATION = 45.26 ASSUMED UPSTREAM CONTROL HGL = 45.84 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 21 i * FILE: LINE21.DAT ' ********************************************************* FILE NAME: C:\2068\LINE21.DAT TIME/DATE OF STUDY: 10:04 11/12/2001 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) 2100.00- 1.71* 109.56 0.48 21.49 } FRICTION+BEND 2105.00- 1.60* 98.26 0.48 21.42 } FRICTION 2110.00- 0.93* 35.22 0.49 21.38 } FRICTION+BEND 2115.00- 0.70* 24.37 0.53 DC 21.14 } CATCH BASIN 2115.00- 0.81* 17.70 0.53 DC 7.63 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2100.00 FLOWLINE ELEVATION = 43.69 PIPE FLOW = 1.97 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.395 FEET NODE 2100.00 : HGL = < 45.395>;EGL= < 45.414>;FLOWLINE= < 43.690> FLOW PROCESS FROM NODE 2100.00 TO NODE 2105.00 IS CODE = 3 UPSTREAM NODE 2105.00 ELEVATION = 43.80 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.97 CFS CENTRAL ANGLE = 19.200 DEGREES PIPE LENGTH = 15.08 FEET FLOW VELOCITY = 1.11 FEET/SEC. PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 BEND COEFFICIENT(KB) = 0.11547 VELOCITY HEAD = 0.019 FEET HB=KB*(VELOCITY HEAD) = ( 0.115)*( 0.019) = 0.002 SF=(Q/K)**2 = (( 1.97)/( 105.060))**2 = 0.00035 HF=L*SF = ( 15.08)*(0.00035) = 0.005 TOTAL HEAD LOSSES = HB + HF = ( 0.002)+( 0.005) = 0.008 NODE 2105.00 : HGL = < 45.403>;EGL= < 45.422>;FLOWLINE= < 43.800> ************************************************************ FLOW PROCESS FROM NODE 2105.00 TO NODE 2110.00 IS CODE = 1 UPSTREAM NODE 2110.00 ELEVATION = 44.49 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.97 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 98.84 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 1.60 DISTANCE FROM CONTROL (FT) 0.000 15.467 PRESSURE HEAD (FT) 1.603 1.500 VELOCITY (FT/ SEC) 1.115 1.115 SPECIFIC ENERGY (FT) 1.622 1.519 PRESSURE+ MOMENTUM ( POUNDS ) 98.26 86.96 NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.53 DISTANCE FROM CONTROL (FT) 15 21 27 32 38 44 49 55 61 66 72 77 83 88 94 98 .467 .262 .005 .721 .415 .092 .753 .400 .032 .650 .252 .837 .403 .946 .462 .840 FLOW DEPTH (FT) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 500 461 422 383 345 306 267 228 189 150 112 073 034 995 956 925 VELOCITY (FT/SEC) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .114 .122 .137 .156 .179 .206 .237 .272 .311 .354 .403 .456 .516 .582 .656 .721 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 PRESSURE+ (FT) MOMENTUM (POUNDS) .519 .481 .442 .404 .366 .328 .291 .253 .216 .179 .142 .106 .070 .034 .999 .971 86 82 78 74 70 66 62 59 55 52 48 45 42 39 37 35 .96 .72 .55 .45 .45 .55 .76 .09 .54 .12 .84 .71 .72 .89 .22 .22 NODE 2110.00 : HGL = < 45.415>;EGL= < 45.461>;FLOWLINE= < 44.490> FLOW PROCESS FROM NODE 2110.00 TO NODE UPSTREAM NODE 2115.00 ELEVATION = 2115.00 IS CODE = 3 44.70 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 1.97 CFS CENTRAL ANGLE = 38.940 DEGREES PIPE LENGTH = 30.58 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.49 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.93 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.53 DISTANCE FROM CONTROL(FT) 0.000 2.271 4.535 6.792 9.039 11.278 13.506 15.723 17.927 20.116 22.288 24.441 26.573 28.680 30.580 FLOW DEPTH (FT) 0.925 0.909 0.894 0.878 0.862 0.846 0.830 0.814 0.798 0.783 0.767 0.751 0.735 0.719 0.705 VELOCITY (FT/SEC) 1.721 1.757 794 833 874 917 962 010 060 2.112 2.167 2.226 2.287 2.352 2.414 SPECIFIC ENERGY(FT) 0.971 0.957 0.944 0.930 0.916 0.903 0.890 0.877 0.864 0.852 0.840 0.828 0.816 0.805 0.795 PRESSURE* MOMENTUM(POUNDS) 35.22 34.23 33.28 32.35 31.46 30.59 29.76 28.96 28.20 27.46 26.76 26.10 25.47 24.88 24.37 NODE 2115.00 : HGL = < 45.405>;EGL= < 45.495>;FLOWLINE= < 44.700> FLOW PROCESS FROM NODE 2115.00 TO NODE 2115.00 IS CODE = 8 UPSTREAM NODE 2115.00 ELEVATION = 44.70 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.97 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.42 FEET/SEC. VELOCITY HEAD = 0.091 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.091) = 0.018 NODE 2115.00 : HGL = < 45.513>;EGL= < 45.513>;FLOWLINE= < 44.700> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2115.00 FLOWLINE ELEVATION = 44.70 ASSUMED UPSTREAM CONTROL HGL = 45.23 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS ' * STORM DRAIN LINE 22 * FILE: LINE22.DAT ' FILE NAME: C:\2068\LINE22.DAT TIME/DATE OF STUDY: 10:14 11/12/2001 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) 2200.00- 1.38* 77.88 0.53 33.87 } FRICTION 2205.00- 1.12* 54.23 0.63 DC 32.41 } CATCH BASIN 2205.00- 1.19* 47.26 0.63 DC 11.57 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2200.00 FLOWLINE ELEVATION = 44.34 PIPE FLOW = 2.75 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.716 FEET NODE 2200.00 : HGL = < 45.716>;EGL= < 45.757>;FLOWLINE= < 44.340> FLOW PROCESS FROM NODE 2200.00 TO NODE 2205.00 IS CODE = 1 UPSTREAM NODE 2205.00 ELEVATION = 44.60 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.75 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.16 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.52 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.63 DISTANCE FROM CONTROL(FT) 0.000 3.062 6.108 9.139 12.154 15.154 18.138 21.104 24.052 26.160 FLOW DEPTH (FT) 1.376 1.346 1.316 1.286 1.257 1.227 1.197 1.167 1.137 1.116 VELOCITY (FT/SEC) 1.619 1. 1. 1. 1. .645 .673 .704 .739 1.777 SPECIFIC ENERGY(FT) 1.417 1 1 1 1 1 388 360 332 304 276 .819 .864 .913 .248 ,221 ,194 1.951 1.175 PRESSURE* MOMENTUM(POUNDS) 77.88 74.87 71.93 69.07 66.27 63.56 60.93 58.39 55.94 54.23 NODE 2205.00 : HGL = < 45.716>;EGL= < 45.775>;FLOWLINE= < 44.600> FLOW PROCESS FROM NODE 2205.00 TO NODE 2205.00 IS CODE = 8 UPSTREAM NODE 2205.00 ELEVATION = 44.60 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.75 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 1.95 FEET/SEC. VELOCITY HEAD = 0.059 FEET CATCH BASIN ENERGY LOSS = .2MVELOCITY HEAD) = .2*( 0.059) = 0.012 NODE 2205.00 : HGL = < 45.786>;EGL= < 45.786>;FLOWLINE= < 44.600> ***************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2205.00 FLOWLINE ELEVATION = 44.60 ASSUMED UPSTREAM CONTROL HGL = 45.23 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS " * STORM DRAIN LINE 22A ' " * FILE: LINE22A.DAT * FILE NAME: C:\2068\LINE22A.DAT TIME/DATE OF STUDY: 10:15 11/12/2001 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) 2250.00- 1.38* 70.05 0.20 10.72 } FRICTION 2255.00- 0.81* 22.37 0.34 DC 7.16 } CATCH BASIN 2255.00- 0.82* 21.36 0.34 DC 2.63 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2250.00 FLOWLINE ELEVATION = 44.34 PIPE FLOW = 0.84 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 45.716 FEET NODE 2250.00 : HGL = < 45.716>;EGL= < 45.720>;FLOWLINE= < 44.340> FLOW PROCESS FROM NODE 2250.00 TO NODE 2255.00 IS CODE = 1 UPSTREAM NODE 2255.00 ELEVATION = 44.90 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.84 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 7.59 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.18 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.34 DISTANCE FROM CONTROL(FT) 0.000 0.559 1. 1. .118 .676 2.234 2.791 3.348 3.904 4.459 5.012 5.565 6.115 6.664 7.211 7.590 FLOW DEPTH (FT) 1.376 1.335 1.293 1.252 1.210 1.169 1.128 1.086 1.045 1.003 0.962 0.921 0.879 0.838 0.809 VELOCITY (FT/SEC) 0.495 0.506 0.518 0.533 0.550 0.568 0.589 0.613 0.639 0.668 0.701 0.738 0.780 0.827 0.864 SPECIFIC ENERGY(FT) 1.380 1.339 1.297 1.256 1.215 1.174 1.133 1.092 1.051 1.010 0.970 0.929 0.889 0.848 0.820 PRESSURE+ MOMENTUM(POUNDS) 70.05 65.73 61.51 57.41 53.42 49.57 45.86 42.28 38.86 35.59 32.47 29.52 26.72 24.10 22.37 NODE 2255.00 : HGL = < 45.709>;EGL= < 45.721>;FLOWLINE= < 44.900> ************************************************* FLOW PROCESS FROM NODE 2255.00 TO NODE 2255.00 IS CODE = 8 UPSTREAM NODE 2255.00 ELEVATION = 44.90 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.84 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 0.86 FEET/SEC. VELOCITY HEAD = 0.012 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.012) = 0.002 NODE 2255.00 : HGL = < 45.723>;EGL= < 45.723>;FLOWLINE= < 44.900> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2255.00 FLOWLINE ELEVATION = 44.90 ASSUMED UPSTREAM CONTROL HGL = 45.24 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * * STORM DRAIN LINE 23 * * FILE: LINE23.DAT * FILE NAME: C:\2068\LINE23.DAT TIME/DATE OF STUDY: 10:18 11/12/2001 ****************************************************************************** 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* 2300 .00-2.83*240.59 0.57 39 .82 } FRICTION 2305 .00-1.76*122.53 0.57 39 .63 } FRICTION+BEND 2310 2310 .00- } .00- MAXIMUM CATCH NUMBER 1. BASIN 1. 51 57 OF ENERGY * * BALANCES 94. 90. USED IN 41 14 EACH 0. 0. PROFILE 67 DC 67 DC = 25 38 13 .14 .54 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 = 2300.00 FLOWLINE ELEVATION = 43.73 PIPE FLOW = 3.12 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 46.565 FEET NODE 2300.00 : HGL = < 46.565>;EGL= < 46.613>;FLOWLINE= < 43.730> FLOW PROCESS FROM NODE 2300.00 TO NODE 2305.00 IS CODE = 1 UPSTREAM NODE 2305.00 ELEVATION = 44.91 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.12 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 124.01 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.12)/( 105.044))**2 = 0.00088 HF=L*SF = ( 124.01)*(0.00088) = 0.109 NODE 2305.00 : HGL = < 46.674>;EGL= < 46.723>;FLOWLINE= < 44.910> ****************************************************************************** FLOW PROCESS FROM NODE 2305.00 TO NODE 2310.00 IS CODE = 3 UPSTREAM NODE 2310.00 ELEVATION = 45.20 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 3.12 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 38.940 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 30.58 FEET BEND COEFFICIENT(KB) = 0.16444 FLOW VELOCITY = 1.77 FEET/SEC. VELOCITY HEAD = 0.048 FEET HB=KB*(VELOCITY HEAD) = ( 0.164)*( 0.048) = 0.008 SF=(Q/K)**2 = (( 3.12)/( 105.041))**2 = 0.00088 HF=L*SF = ( 30.58)*(0.00088) = 0.027 TOTAL HEAD LOSSES = HB + HF = ( 0.008)+( 0.027) = 0.035 NODE 2310.00 : HGL = < 46.709>;EGL= < 46.758>;FLOWLINE= < 45.200> ****************************************************************************** FLOW PROCESS FROM NODE 2310.00 TO NODE 2310.00 IS CODE = 8 UPSTREAM NODE 2310.00 ELEVATION = 45.20 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 3.12 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 1.77 FEET/SEC. VELOCITY HEAD = 0.048 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.048) = 0.010 NODE 2310.00 : HGL = < 46.767>;EGL= < 46.767>;FLOWLINE= < 45.200> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2310.00 FLOWLINE ELEVATION = 45.20 ASSUMED UPSTREAM CONTROL HGL = 45.87 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ******** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS * STORM DRAIN LINE 24 * FILE: LINE24.DAT FILE NAME: C:\2068\LINE24.DAT TIME/DATE OF STUDY: 10:22 11/12/2001 ****************************************************************************** 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) 2400.00- 0.78 DC 54.67 0.66* 56.96 } FRICTION 2405.00- 0.78*Dc 54.67 0.78*Dc 54.67 } JUNCTION 2410.00- 1.00* 41.27 0.43 25.73 } FRICTION 2415.00- 0.63* 24.10 0.55 DC 23.36 } CATCH BASIN 2415.00- 0.80* 15.03 0.55 DC 8.42 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2400.00 FLOWLINE ELEVATION = 46.66 PIPE FLOW = 4.12 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 46.062 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.60 FT.) IS LESS THAN CRITICAL DEPTH) 0.78 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2400.00 : HGL = < 47.318>;EGL= < 47.791>;FLOWLINE= < 46.660> FLOW PROCESS FROM NODE UPSTREAM NODE 2405.00 2400.00 TO NODE ELEVATION = 2405.00 IS CODE = 1 47.29 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.12 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 63.35 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.65 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.78 0.78 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.018 0.065 0.144 0.257 0.409 0 . 604 0.846 1.140 1.493 1.914 2.410 2.994 3.680 4.485 5.434 6.555 7.890 9.497 11.461 13.910 17.066 21.339 27.651 38.963 63.350 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .777 .772 .767 .762 .757 .752 .747 .742 .737 .732 .727 .722 .718 .713 .708 .703 .698 .693 .688 .683 .678 .673 .668 .663 .658 .658 VELOCITY (FT/ SEC) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 .460 .496 .533 .570 .608 .646 .685 .725 .765 .806 .848 .890 .933 .977 .022 .068 .114 .161 .209 .258 .308 .359 .410 .463 .517 .519 SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .086 .086 .086 .086 .087 .087 .088 .089 .090 .091 .093 .094 .096 .098 .100 .102 .104 .107 .110 .113 .116 .119 .123 .127 .131 .131 54 54 54 54 54 54 54 54 54 54 55 55 55 55 55 55 55 55 55 56 56 56 56 56 56 56 .67 .67 .69 .70 .73 .76 .80 .85 .91 .97 .04 .12 .21 .31 .41 .52 .64 .77 .91 .06 .22 .39 .57 .76 .95 .96 NODE 2405.00 : HGL = < 48.067>;EGL= < 48.376>;FLOWLINE= < 47.290> FLOW PROCESS FROM NODE UPSTREAM NODE 2410.00 2405.00 TO NODE ELEVATION = 2410.00 IS CODE = 5 47.62 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTHfFT.) (FT/SEC) 2.13 18.00 90.00 47.62 0.55 4.12 18.00 - 47.29 0.78 1.99 18.00 90.00 47.62 -0.53 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 1.702 4.456 2.357 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00306 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.289)+( 0.000) = 0.289 NODE 2410.00 : HGL = < 48.620>;EGL= < 48.665>;FLOWLINE= < 47.620> ****************************************************************************** 0.00067 0.00546 0.000 FEET FLOW PROCESS FROM NODE 2410.00 TO NODE UPSTREAM NODE 2415.00 ELEVATION = 2415.00 IS CODE = 1 47.92 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.13 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.41 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.55 DISTANCE FROM CONTROL (FT) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 19 20 .000 .138 .269 .393 .508 .614 .710 .795 .867 .926 .968 .994 .999 .983 .941 .870 .765 .622 .434 .194 .890 .250 FLOW DEPTH (FT) 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .000 .982 .964 .946 .928 .910 .892 .874 .856 .838 .820 .802 .785 .767 .749 .731 .713 .695 .677 .659 .641 .630 VELOCITY (FT/SEC) 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 .701 .737 .774 .813 .854 .898 .943 .991 .042 .096 .153 .213 .277 .344 .416 .492 .573 .660 .752 .851 .956 .021 SPECIFIC ENERGY 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PRESSURE* ( FT ) MOMENTUM ( POUNDS ) .045 .029 .013 .997 .982 .966 .951 .936 .921 .907 .892 .879 .865 .852 .839 .827 .815 .805 .794 .785 .777 .772 41 40 38 37 36 35 34 33 32 31 30 29 28 28 27 26 26 25 25 24 24 24 .27 .02 .82 .65 .51 .42 .37 .35 .38 .44 .56 .71 .91 .15 .45 .79 .18 .62 .12 .68 .29 .10 NODE 2415.00 : HGL = < 48.550>;EGL= < 48.692>;FLOWLINE= < 47.920> FLOW PROCESS FROM NODE 2415.00 TO NODE 2415.00 IS CODE = 8 UPSTREAM NODE 2415.00 ELEVATION = 47.92 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.13 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.02 FEET/SEC. VELOCITY HEAD = 0.142 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.142) = 0.028 NODE 2415.00 : HGL = < 48.721>;EGL= < 48.721>;FLOWLINE= < 47.920> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2415.00 FLOWLINE ELEVATION = 47.92 ASSUMED UPSTREAM CONTROL HGL = 48.47 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA PROPERTIES PA 2, 3 AND 4 HYDRAULIC ANALYSIS i * STORM DRAIN LINE 24A i * FILE: LINE24A.DAT * FILE NAME: C:\2068\LINE24A.DAT TIME/DATE OF STUDY: 10:25 11/12/2001 ********************************************************* 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) 2450.00- 1.00* 40.74 0.34 29.60 } FRICTION } HYDRAULIC JUMP 2455.00- 0.54*Dc 22.24 0.54*Dc 22.24 } CATCH BASIN 2455.00- 0.78* 11.85 0.54 DC 8.02 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2450.00 FLOWLINE ELEVATION = 47.62 PIPE FLOW = 2.05 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 48.620 FEET NODE 2450.00 : HGL = < 48.620>;EGL= < 48.662>;FLOWLINE= < 47.620> FLOW PROCESS FROM NODE 2450.00 TO NODE 2455.00 IS CODE = 1 UPSTREAM NODE 2455.00 ELEVATION = 48.06 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.05 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 6.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.006 0.026 0.062 0.114 0.186 0.279 0.398 0.544 0.724 0.941 1.202 1.515 1.889 2.337 2.875 3.523 4.310 5.277 6.250 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS 0.28 ASSUMED FLOWDEPTH (FT) FLOW PROFILE FLOW DEPTH (FT) 0.540 0.529 0.519 0.508 0.498 0.487 0.477 0.466 0.455 0.445 0.434 0.424 0.413 0.402 0.392 0.381 0.371 0.360 0.349 0.341 COMPUTED VELOCITY (FT/ SEC) 3.578 3.675 3.778 3.886 4.000 4.120 4.246 4.380 4.522 4.672 4.831 5.000 5.180 5.372 5.577 5.796 6.031 6.283 6.555 6.789 RESULTS CRITICAL DEPTH (FT) 0.54 INFORMATION: SPECIFIC ENERGY (FT) 0.739 0.739 0.741 0.743 0.746 0.751 0.757 0.764 0.773 0.784 0.797 0.812 0.830 0.851 0.875 0.903 0.936 0.973 1.017 1.057 0.54 PRESSURE* MOMENTUM ( POUNDS ) 22.24 22.26 22.30 22.38 22.48 22.63 22.81 23.02 23.28 23.58 23.93 24.33 24.78 25.28 25.85 26.48 27.19 27.97 28.84 29.60 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 1.00 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.238 0.474 0.708 0.940 1.170 1.397 1.621 1.842 2.059 2.272 2.481 2.684 2.883 3.074 3.259 3.436 3.603 FLOW PROFILE FLOW DEPTH (FT) 1.000 0.982 0.963 0.945 0.926 0.908 0.890 0.871 0.853 0.834 0.816 0.798 0.779 0.761 0.742 0.724 0.706 0.687 COMPUTED VELOCITY (FT/ SEC) 1.638 1.672 1.709 1.748 1.789 1.832 1.877 1.925 1.976 2.029 2.086 2.146 2.210 2.278 2.350 2.426 2.508 2.596 INFORMATION : SPECIFIC ENERGY (FT) 1.042 1.025 1.009 0 .992 0.976 0.960 0.944 0.929 0.913 0.898 0.884 0.869 0.855 0.841 0.828 0.816 0.803 0.792 PRESSURE* MOMENTUM ( POUNDS ) 40.74 39.46 38.21 37 .00 35.83 34.71 33.62 32.57 31.56 30.60 29.68 28.81 27.98 27.20 26.47 25.79 25.16 24.59 3.760 0.669 2.689 0.781 24.07 3.905 0.650 2.790 0.771 23.61 4.036 0.632 2.897 0.762 23.21 4.151 0.614 3.013 0.755 22.87 4.248 0.595 3.138 0.748 22.60 4.322 0.577 3.273 0.743 22.41 4.370 0.558 3.419 0.740 22.28 4.388 0.540 3.578 0.739 22.24 6.250 0.540 3.578 0.739 22.24 END OF HYDRAULIC JUMP ANALYSIS | PRESSURE+MOMENTUM BALANCE OCCURS AT 2.95 FEET UPSTREAM OF NODE 2450.00 | | DOWNSTREAM DEPTH = 0.754 FEET, UPSTREAM CONJUGATE DEPTH = 0.374 FEET | NODE 2455.00 : HGL = < 48.600>;EGL= < 48.799>;FLOWLINE= < 48.060> FLOW PROCESS FROM NODE 2455.00 TO NODE 2455.00 IS CODE = 8 UPSTREAM NODE 2455.00 ELEVATION = 48.06 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.05 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.58 FEET/SEC. VELOCITY HEAD = 0.199 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.199) = 0.040 NODE 2455.00 : HGL = < 48.839>;EGL= < 48.839>;FLOWLINE= < 48.060> ********************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2455.00 FLOWLINE ELEVATION = 48.06 ASSUMED UPSTREAM CONTROL HGL = 48.60 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 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY * POINSETTIA PROPERTIES PLANNING AREAS 2, 3 & 4 * STORM DRAIN LINE 25 * FILE: LINE25.DAT FILE NAME: C:\2068\LINE25.DAT TIME/DATE OF STUDY: 10:43 11/12/2001 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) 2500.00- 1.02 DC 107.70 0.71* 126.43 } FRICTION 2505.00- 1.02 DC 107.70 0.72* 125.08 } FRICTION+BEND 2510.00- 1.02 DC 107.70 0.79* 117.06 } FRICTION 2515.00- 1.02*Dc 107.70 1.02*Dc 107.70 } CATCH BASIN 2515.00- 1.56* 89.43 1.02 DC 35.49 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 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 = 2500.00 FLOWLINE ELEVATION = 49.50 PIPE FLOW = 6.89 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 49.100 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.40 FT.) IS LESS THAN CRITICAL DEPTH( 1.02 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2500.00 : HGL = < 50.215>;EGL= < 51.283>;FLOWLINE= < 49.500> FLOW PROCESS FROM NODE 2500.00 TO NODE 2505.00 IS CODE = 1 UPSTREAM NODE 2505.00 ELEVATION = 49.71 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.89 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 9.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.69 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.72 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.02 DISTANCE FROM CONTROL (FT) 0.000 1.059 2.168 3.333 4.558 5.849 7.214 8.659 9.250 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 .724 .723 .721 .720 .719 .718 .716 .715 .715 VELOCITY (FT/ SEC) 8 8 8 8 8 8 8 8 8 .156 . .174 .193 .212 .230 .249 .268 .287 .294 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 .758 .761 .764 .768 .771 .775 .778 .782 .783 125 125 125 125 125 125 126 126 126 .08 .26 .44 .62 .80 .99 .17 .36 .43 NODE 2505.00 : HGL = < 50.434>;EGL= < 51.468>;FLOWLINE= < 49.710> FLOW PROCESS FROM NODE 2505.00 TO NODE 2510.00 IS CODE = 3 UPSTREAM NODE 2510.00 ELEVATION = 50.40 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 6.89 CFS CENTRAL ANGLE = 40.000 DEGREES PIPE LENGTH = 31.45 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) =0.70 CRITICAL DEPTH(FT) =1.02 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =0.79 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 3 4 5 6 8 9 11 12 .000 .805 .660 .570 .539 .573 .680 .867 .143 .520 .009 .628 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 .793 .789 .785 .782 .778 .774 .770 .767 .763 .759 .755 .752 VELOCITY (FT/SEC) 7 7 7 7 7 7 7 7 7 7 7 7 .267 .311 .355 .399 .444 .490 .536 .582 .630 .678 .726 .775 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 .613 .619 .626 .632 .639 .646 .653 .660 .667 .675 .683 .691 117 117 117 118 118 118 119 119 120 120 121 121 .06 .42 .78 .16 .54 .94 .34 .75 .17 .60 .04 .48 14 16 18 20 23 26 30 31 .396 .335 .477 .860 .536 .573 .069 .450 0 0 0 0 0 0 0 0 .748 .744 .740 .736 .733 .729 .725 .724 7 7 7 7 8 8 8 8 .825 .876 .927 .978 .031 .084 .138 .156 1 1 1 1 1 1 1 1 .699 .708 .716 .726 .735 .744 .754 .758 121. 122, 122. 123, 123, 124. 124, 125. .94 .41 .89 .37 .87 .38 .90 ,08 NODE 2510.00 : HGL = < 51.193>;EGL= < 52.013>;FLOWLINE= < 50.400> FLOW PROCESS FROM NODE UPSTREAM NODE 2515.00 2510.00 TO NODE ELEVATION = 2515.00 IS CODE = 1 50.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.89 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 13.46 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.70 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.02 DISTANCE FROM CONTROL (FT) 0.000 0.021 0.086 0.200 0.367 0.594 0.886 1.253 1.702 2.244 2.893 3.665 4.577 5.654 6.926 8.431 10.221 12.365 13.460 FLOW DEPTH (FT) 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .016 .003 .990 .978 .965 .952 .939 .926 .914 .901 .888 .875 .862 .849 .837 .824 .811 .798 .793 VELOCITY (FT/SEC) 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 7 7 7 .407 .484 .565 .648 .734 .824 .916 .013 .112 .216 .324 .435 .551 .672 .798 .928 .064 .206 .267 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .470 .470 .471 .473 .476 .479 .483 .488 .494 .501 .509 .519 .529 .541 .555 .570 .586 .605 .613 107 107 107 107 108 108 108 109 109 109 110 111 111 112 113 114 115 116 117 .70 .73 .80 .93 .12 .36 .66 .02 .45 .94 .50 .13 .83 .61 .47 .41 .44 .56 .06 NODE 2515.00 : HGL = < 51.716>;EGL= < 52.170>;FLOWLINE= < 50.700> FLOW PROCESS FROM NODE UPSTREAM NODE 2515.00 2515.00 TO NODE ELEVATION = 2515.00 IS CODE = 8 50.70 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 6.89 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 5.41 FEET/SEC. VELOCITY HEAD = 0.454 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*{ 0.454) = 0.091 NODE 2515.00 : HGL = < 52.261>;EGL= < 52.261>;FLOWLINE= < 50.700> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2515.00 FLOWLINE ELEVATION = 50.70 ASSUMED UPSTREAM CONTROL HGL = 51.72 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS