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Home My WebLink AboutCT 97-02; Rancho Carrillo Village A B C and D; Rancho Carrillo Village A B C and D; 1998-01-06I I I I RICK ENGINEERING COMPANY™ DRAINAGE STUDY FOR RANCHO CARRILLO VILLAGE "A, B, C, and D" Job Number 13111 January 6,1998 DRAINAGE STUDY FOR RANCHO CARRILLO VILLAGE "A, B, C, and D" Job Number 13111 September 03, 1997 Revised January 6,1998 Roger L. Ball RCE#27678, Exp. 3/31/98 Prepared for: Continental Ranch, Inc. 12636 High Bluff Drive, Suite 300 San Diego, CA92130 (619)793-2580 Prepared By: Rick Engineering Company 5620 Friars Road San Diego, California 92110-2596 (619)291-0707 TABLE OF CONTENTS Introduction 1 Figure 1: Vicinity Map 2 Hydrologic Methodology and Criteria 3 Hydrologic Results 5 Hydraulic Methodology and Criteria 6 Hydraulic Results 7 Design of Drainage Improvements 8 Drainage Improvement Results 9 References 10 Appendices A. Rational Method Computer Output - Developed Condition 100-year, six-hour storm Basins 100A, 100B, and 200 B. Pipe Flow Hydraulic Computers Output -100-year storm Storm-Drain Systems 100-A, 100AA, 100-B, 200A, and 200B C. Inlet Design Calculations D. Desilting Basin Calculations E. County of San Diego References - Figures IV-A-9 and IV-A-14 Map Pocket 1. Hydrology Map - Developed Condition AN:kt.13111.002 1/06/98 INTRODUCTION This report presents a Drainage Study that is prepared for Rancho Carrillo Village "A, B, C, and D" subdivisions in its developed condition. This drainage study includes a Rational Method Analysis, Pipeflow Hydraulics Analysis, Inlet Design Calculations, and Brow Ditch Design Calculations. Villages "A, B, C, and D" subdivisions are located within the Rancho Carrillo development. The Villages "A, B, C, and D" development encompasses an approximate area of 65 acres. The study area is located south of Palomar Airport Road, and east of Melrose Drive in the City of Carlsbad, of San Diego County (see Figure 1). The study area consists of residential single-family and multi-family development. The study areajncludes the following two basins: 100, and 200. These basins contributes storm runoff that confluences to an existing storm drain in Melrose Drive. The existing storm drain ultimately outlets into the San Marcos Creek. The San Marcos Creek is located at the south of the project; and it is flowing northeast to southwesterly from Melrose Drive to El Fuerte Street. Basin 100 is located in Villages "A, B, and D". Basin 100 consists of two sub-basins: Basin 100A and 100B. Basin 100A encompasses a drainage area of approximately 43.5 acres which drains to the proposed Storm-Drain System 100A in Paseo Acampo Street and Rancho Bravado Street which confluences to an existing storm drain in Melrose Drive. Basin 100B encompasses a drainage area of approximately 8.6 acres which drains to the proposed Storm-Drain System 100B in Rancho Charro Street which confluences to the existing storm drain in Melrose Drive. This existing storm drain ultimately outlets to the San Marcos Creek. Basin 200 is located in Village "C". Basin 200 encompasses a drainage area of approximately 15.6 acres of a proposed single-family residential development which drains to the proposed Storm-Drain Systems 200A in Rancho Del Canon Street and 200B in Paseo Valindo Street. Storm-Drain System 200 outlets to an existing swale ultimately confluences to the San Marcos Creek. AN:kt.13111.002 1/06/98 CITY OF OCEANSIDE HIGHWAY PROJECT LOCATION CITY OF VISTA CITY OF SAN MARCOS CITY OF ENCINITAS VICINITY MAP NOT TO SCALE HYDROLOGIC METHODOLOGY AND CRITERIA Methodology Hydrology for this study used a computerized version of the Rational Method prepared by Advanced Engineering Software. The computerized Rational Method program is a computer-aided design program where the user develops a node-link model of the watershed. This program can estimate conduit sizes to accommodate design storm discharges. The node-link model is developed by creating independent node-link models of individual interior watersheds and linking them together at various confluence points. The program allows up to five streams to be confluenced at any one time. Stream entries for the confluence must be made sequentially until all streams are entered. The program has the capability of performing calculations for 15 hydrologic processes. These processes are assigned code numbers which appear in the printed results. The code numbers and their meanings are as follows: Subarea Hydrologic Processes 1: CONFLUENCE analysis at node 2: INITIAL subarea analysis 3: PIPEFLOW traveltime (COMPUTER-Estimated Pipesize) 4: PIPEFLOW traveltime ( USER-Specified Pipesize) 5: TRAPEZOIDAL channel travel time 6: STREET-FLOW analysis 7: USER-SPECIFIED information at node 8: ADDITION of subarea runoff to mainline 9: V-GUTTER flow through subarea 10: COPY MAIN-Stream data onto a memory bank 11: CONFLUENCE a memory BANK with the Main-Stream memory 12: CLEAN a memory BANK 13: CLEAR the Main-Stream memory 14: COPY a memory BANK onto the Main-Stream memory 15: DEFINE a memory BANK AN :kt. 13111.002 1/06/98 Criteria The hydrologic conditions were analyzed in accordance with the City of Carlsbad and County of San Diego's design criteria, as follows: Design Storm: Precipitation (P6): Run-off Coefficients: Existing Condition Developed Condition Soil Type: Rainfall Intensity: Landuse: 100-year, six-hour event 2.8 inches C = 0.45 C = 0.55 for single family "D" County of San Diego Drainage Design Manual Residential single-family (ultimate condition) AN:kt.13111.002 1/06/98 HYDROLOGIC RESULTS The Rational Method computer output for Basins 100A, 100B, and 200 in the developed condition for the 100-year, six-hour storm event are located in Appendix A. For the 100-year, six-hour storm event, a summary of the hydrologic results are presented in Table 1. TABLE 1 Node Number 195 180 270 Developed Condition Area (Acres) 43.5 8.6 156 100-Year Storm Discharge (CFS) 109.7 18.1 407 AN :kt. 13111.002 1/06/98 HYDRAULIC METHODOLOGY AND CRITERIA Hydraulic Methodology Hydraulic calculations were performed using a combination of charts provided in the County of San Diego Flood Control and Drainage Design Manual. Proposed storm-drain facilities shall be constructed of RCP. The Manning's roughness coefficient (n) used for hydraulic calculations for RCP is 0.013. The Pipe Flow Hydraulics Computer program calculates the hydraulic and energy grade lines for each reach of pipe using gradually varied flow and pressure flow profile computations. _ The results are provided in an incremental and summarized form and indicate reaches of open channel and pressure flow within a given reach of pipe. The program also accounts for losses which may occur due to friction, junction losses, etc. The codes and an explanation of their function are as follows: Code 1: Friction Losses Code 2: Manhole Losses Code 3: Pipe-bend Losses Code 5: Junction Losses Code 6: Angle-point Losses Code 8: Catch Basin Entrance Losses Code 9: Transition Losses The water surface elevations at the system headworks were determined using inlet control nomographs. The water surface elevations for the downstream control flow regime were determined using the pipe soffit. AN:kt.13111.002 1/06/98 HYDRAULIC RESULTS The Pipe Flow Hydraulics Computer output for Storm-Drain Systems 100A, 100AA, 100B, 200A, and 200B are located in Appendix B. AN:kt.13111.002 1/06/98 DESIGN OF DRAINAGE IMPROVEMENTS Inlet design calculations were completed using a computer program based on the following equation: Q = 0.7 L (a + yf12 Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (maximum 30 feet) Q = flow in cubic feet per second (CFS), use 100-year design storm minimum The program was used to design inlets and calculate curb depth for the 100-year, six-hour storm event. This equation is used for inlets on the continuous grades only. For inlets at a sump condition, use Chart 1-103.6C or an equation of Q/L = 1.7. AN:kt.13111.002 1/06/98 DRAINAGE IMPROVEMENT RESULTS Inlet design calculations are presented in Appendix C. Desilting Basin calculations are presented in Appendix D. AN:kt.13111.002 1/06/98 REFERENCE 1) Preliminary Drainage Study for Major Roads within the Rancho Carrillo Master Plan, Volume 2 of 3; prepared by Rick Engineering Company, September 4, 1996. 2) Preliminary Drainage Study for Major Roads within the Rancho Carrillo Master Plan, Volume 3 of 3; prepared by Rick Engineering Company, September 4, 1996. AN :kt. 13111.002 1/06/98 10 APPENDIX A RATIONAL METHOD COMPUTER OUTPUT - DEVELOPED CONDITION 100-YEAR, SIX-HOUR STORM DEVELOPED CONDITION 100-YEAR, SIX-HOUR STORM BASIN 100A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1261 ** Analysis prepared by: RICK ENGINEERING COMPANY *, WATER RESOURCES DIVISION 5620 FRIARS ROAD, SAN DIEGO, CA 92110 (619) 291-0707 "*" ************************** DESCRIPTION OF STUDY ************************** ,* RANCHO CARRILLO VILLAGES A,B,C,& D. * * BASIN 100A; J-13111; FILE: VAB1R.DAT. * -* 12-9-97 * t*********************** FILE NAME: A:VAB1R.DAT TIME/DATE OF STUDY: 14:41 12/ 9/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .66 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .66 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 441.00 DOWNSTREAM ELEVATION = 434.80 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTK(FEET) = 11.04 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.55 PRODUCT OF DEPTH&VELOCITY = .88 STREETFLOW TRAVELTIME(MIN) = 3.27 TC(MIN) = 8.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.333 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.28 SUMMED AREA(ACRES) = 1.90 TOTAL RUNOFF (CFS) = 5.94 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODWIDTK(FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY = 1.17 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 428.50 DOWNSTREAM NODE ELEVATION = 427.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.94 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 8.35 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.35 RAINFALL INTENSITY(INCH/HR) = 5.30 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.94 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" * SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 442.70 "** DOWNSTREAM ELEVATION = 441.60 ELEVATION DIFFERENCE = 1.10 ' URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.383 „ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.605 SUBAREA RUNOFF(CFS) = .25 « TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .25 FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 440.20 DOWNSTREAM ELEVATION = 434.40 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.94 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTK(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY = .66 STREETFLOW TRAVELTIME(MIN) = 3.63 TC(MIN) = 14.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.34 SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTK(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY = .93 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = «* >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« ^ >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« m, TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: «*> TIME OF CONCENTRATION (MIN.) = 14.02 ^ RAINFALL INTENSITY(INCH/HR) = 3.79 "" TOTAL STREAM AREA (ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2 5.94 3.59 8.35 14.02 5.300 3.794 1.90 1.70 •*» RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.52 8.35 2 7.85 14.02 INTENSITY (INCH/HOUR) 5.300 3.794 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.52 Tc(MIN.) = TOTAL AREA(ACRES) = 3.60 8.35 FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ,, DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION = 427.50 DOWNSTREAM NODE ELEVATION = 425.00 *"' FLOWLENGTH(FEET) = 200.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = •• TRAVEL TIME (MIN.) = .48 MANNING'S N = .013 = 18.00 NUMBER OF PIPES = 8.52 TC(MIN.) = 8.83 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY (FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 425.00 DOWNSTREAM NODE ELEVATION = 422.00 FLOWLENGTH(FEET) = 200.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .45 11.1 INCHES MANNING'S = 18.00 8.52 TC(MIN.) N = .013 NUMBER OF PIPES = 9.28 ,« FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH/HR) = 4.95 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.52 ARE: «•» FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 21 *" >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« m SOIL CLASSIFICATION IS "D" — SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 120.00 *" UPSTREAM ELEVATION = 448.70 DOWNSTREAM ELEVATION = 447.50 " ELEVATION DIFFERENCE = 1.20 * URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.477 - SUBAREA RUNOFF(CFS) = .25 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .25 *- FLOW PROCESS FROM NODE 116.00 TO NODE 118.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 446.40 DOWNSTREAM ELEVATION = 428.30 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.82 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTK(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1.04 STREETFLOW TRAVELTIME(MIN) = 2.64 TC(MIN) = 13.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.891 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 5.14 SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.38 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTK(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 4.03 DEPTH*VELOCITY = 1.40 FLOW PROCESS FROM NODE 118.00 TO NODE 120.00 IS CODE = 3 • _ ^ •_ _ «_ ^ M_ •_ •« •_ B~ •» «• — BB <~ •• «— — ••> •— ••• «— ^ •_ — —• — — — •— — ^ ^ — —• •— ^ •» ^m ^ ^ —• •» —• ^ — ^ W ^ •— ^ ^ BB ^ ^ •— ^ •• ^ ^ "^ ^ - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES ** PIPEFLOW VELOCITY(FEET/SEC.) = 13.3 ,„. UPSTREAM NODE ELEVATION = 423.00 DOWNSTREAM NODE ELEVATION = 422.00 «• FLOWLENGTH(FEET) = 10.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ~ PIPEFLOW THRU SUBAREA(CFS) = 5.38 „ TRAVEL TIME(MIN.) = .01 TC(MIN.) = 13.49 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CES) AT CONFLUENCE = 5.38 FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 448.70 DOWNSTREAM ELEVATION = 447.40 ELEVATION DIFFERENCE = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.363 SUBAREA RUNOFF(CFS) = .24 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .24 FLOW PROCESS FROM NODE 115.00 TO NODE 119.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 446.40 DOWNSTREAM ELEVATION = '428.30 „ STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 «**» DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 """ INTERIOR STREET CROSSFALL (DECIMAL) = .020 *. OUTSIDE STREET CROSSFALL (DECIMAL) = .020 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 - **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.30 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) = 5.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.29 PRODUCT OF DEPTH&VELOCITY = .76 STREETFLOW TRAVELTIME(MIN) = 2.64 TC(MIN) = 13.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.810 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.13 SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.37 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .28 HALFSTREET FLOODWIDTK(FEET) = 7.57 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY = .95 FLOW PROCESS FROM NODE 115.00 TO NODE 119.00 IS CODE = 8 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.810 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5.31 TC(MIN) = 13.93 FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 423.00 DOWNSTREAM NODE ELEVATION = 422.00 FLOWLENGTH(FEET) = 30.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 5.31 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 13.98 N = .013 NUMBER OF PIPES = FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE „ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 13.98 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.31 3 ARE; ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.52 9.28 2 5.38 13.49 INTENSITY (INCH/HOUR) 4.952 3.888 AREA (ACRE) 3.60 2.50 '*• 3 5.31 13.98 3.801 2.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO *• CONFLUENCE FORMULA USED FOR 3 STREAMS. * ** PEAK FLOW RATE TABLE ** m STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) «. 1 16.82 9.28 4.952 2 17.26 13.49 3.888 * 3 17.10 13.98 3.801 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: •i PEAK FLOW RATE(CFS) = 17.26 Tc(MIN.) = 13.49 TOTAL AREA(ACRES) = 8.40 *?*************************************************************************** ^ FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 3 — >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« >mt DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 » UPSTREAM NODE ELEVATION = 422.00 DOWNSTREAM NODE ELEVATION = 421.00 *" FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED"PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 17.26 ** TRAVEL TIME (MIN. ) = .11 TC(MIN.) = 13.60 FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 10 • ^ ^ ^ ••— —B — — ^ — ^ «• ^ W — —«• ^ ^ — ^ •— ^ — ^ — — —• ••— ^ «— ^ — ^ — •• ^ *— ^ •!• ^ •— ^ ^ •— ^ •— ^ — ^ ^ ^ ^ •— ^ —. MB ^ •— — ^ —• «• 0— 11 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 454.00 DOWNSTREAM ELEVATION = 452.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.564 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.648 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA (ACRES) = .40 TOTAL RUNOFF (CFS) = 1.58 FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION = 452.00 DOWNSTREAM NODE ELEVATION = 440.00 FLOWLENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.58 TRAVEL TIME(MIN.) = 2.11 TC(MIN.) = 9.67 FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.819 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 20.24 TOTAL AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) = 21.82 TC(MIN) = 9.67 FLOW PROCESS FROM NODE 123.00 TO NODE 128.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 433.00 DOWNSTREAM NODE ELEVATION = 429.00 FLOWLENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.82 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 10.06 FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« |J - '- ~—- —- .._-—----—-—..-—- , . —-.- .-— •— . ,_•_„_. — r_ •-. — . -— . -—-.-.-. .__——_ — ^----••—.-.-—.. TOTAL NUMBER OF STREAMS = 4 * CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: M TIME OF CONCENTRATION(MIN.) = 10.06 RAINFALL INTENSITY(INCH/HR) = 4.70 - TOTAL STREAM AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.82 FLOW PROCESS FROM NODE 123.00 TO NODE 128.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8500 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = 1.88 FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 1 "" >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 4 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ^ TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 7.38 .„ TOTAL STREAM AREA (ACRES) = .30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.88 FLOW PROCESS FROM NODE 124.00 TO NODE 124.50 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 448.30 DOWNSTREAM ELEVATION = 446.00 ELEVATION DIFFERENCE = 2.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.788 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.057 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.70 FLOW PROCESS FROM NODE 124.50 TO NODE 126.00 IS CODE = 3 " >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« ^ >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ,. ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES ** PIPEFLOW VELOCITY (FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION = 446.00 "" DOWNSTREAM NODE ELEVATION = 435.00 m FLOWLENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = - PIPEFLOW THRU SUBAREA(CFS) = 1.70 TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 8.70 FLOW PROCESS FROM NODE 124.50 TO NODE 126.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.159 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 17.70 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 19.39 TC(MIN) = 8.70 FLOW PROCESS FROM NODE 126.00 TO NODE 128.00 IS CODE = 3 _ •• v. _ _• _ —— «•• ^ ^ ^ ^ •— •_ ^ IH «_ *v — «• •_ ^ M» •_ ^ ^ •_ ^ «_ _ ^ ^ ««^ «• ^ •_ •_ •_ «• «- MB ^ _ <•• ^ _ • «_ __ _ •__ •>• w «_ «<• ^ •« ^ •_ _ «• ^ _> . >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 430.00 DOWNSTREAM NODE ELEVATION = 429.00 FLOWLENGTH(FEET)~= 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 19.39 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 8.79 FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 1 • «- -=• «• ^ ^ ^ •» «- ••• _• ^ ^ ^ —• ^ ••• ^ «— «• «• — ^ •— •>• ^ •— •» ^ -_ «• «• _• ^ •_ <^ « •_ •— •• «• •— m~ « ^ ^ n «_ ^ H — —• — — « —• «• .— — •• — ^ ••• • >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.79 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.39 FLOW PROCESS FROM NODE 125.00 TO NODE 125.50 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = 1.00 - FLOW PROCESS FROM NODE 125.50 TO NODE 127.00 IS CODE = 3 ""* >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« ,, >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ** ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =4.4 UPSTREAM NODE ELEVATION = 441.00 DOWNSTREAM NODE ELEVATION = 435.00 FLOWLENGTH(FEET) = 350.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 1.00 TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = N = .013 NUMBER OF PIPES = 6.33 FLOW PROCESS FROM NODE 125.50 TO NODE 127.00 IS CODE =8 w >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.333 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = TC(MIN) = 6.33 7.98 8.98 FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 430.00 DOWNSTREAM NODE ELEVATION = 429.00 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.98 TRAVEL TIME(MIN.) = .19 TC(MIN.) = 6.52 FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN.) = 6.52 RAINFALL INTENSITY(INCH/HR) = 6.21 TOTAL STREAM AREA (ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.98 4 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 12 3 4 RUNOFF (CFS) 21.82 1.88 19.39 8.98 Tc (MIN.) 10.06 5.00 8.79 6.52 INTENSITY (INCH/HOUR) 4.699 7.377 5.128 6.214 AREA (ACRE) 6.40 .30 5.30 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 36.82 43.07 48.11 47.58 Tc (MIN.) 5.00 6.52 8.79 10.06 INTENSITY (INCH/HOUR) 7.377 6.214 5.128 4.699 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 48.11 Tc(MIN.) = TOTAL AREA(ACRES) = 14.10 8.79 FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 27.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 429.00 DOWNSTREAM NODE ELEVATION = 421.00 FLOWLENGTH(FEET) = 190.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .19 18.2 INCHES MANNING'S = 27.00 48.11 TC(MIN.) = N = .013 NUMBER OF PIPES = 8.98 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 48.11 8.98 5.058 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 17.26 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 13.60 3.868 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 61.30 8.98 2 54.05 13.60 INTENSITY (INCH/HOUR) 5.058 3.868 AREA (ACRE) 14.10 AREA (ACRE) 8.40 '- COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: m PEAK FLOW RATE(CFS) = 61.30 Tc(MIN.) = TOTAL AREA(ACRES) = 22.50 8.98 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 421.00 DOWNSTREAM NODE ELEVATION = 417.00 FLOWLENGTH(FEET) = 360.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 61.30 TRAVEL TIME(MIN.) = .56 TC(MIN.) = 9.54 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.54 RAINFALL INTENSITY(INCH/HR) = 4.86 TOTAL STREAM AREA(ACRES) = 22.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.30 FLOW PROCESS FROM NODE 135.00 TO NODE 137.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = 1.33 FLOW PROCESS FROM NODE 137.00 TO NODE 139.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 429.10 DOWNSTREAM ELEVATION = 425.60 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.11 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTK(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 .«, PRODUCT OF DEPTH&VELOCITY = .67 STREETFLOW TRAVELTIME(MIN) = 2.49 TC(MIN) = 7.49 3SWR 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.687 *** *USER SPECIFIED(SUBAREA) : ^ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.54 ••*» SUMMED AREA (ACRES) = .50 TOTAL RUNOFF (CFS) = 2.86 END OF SUBAREA STREETFLOW HYDRAULICS: - DEPTH(FEET) = .34 HALFSTREET FLOODWIDTK(FEET) = 10.46 — FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY = .79 FLOW PROCESS FROM NODE 139.00 TO NODE 140.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 418.00 DOWNSTREAM NODE ELEVATION = 417.00 FLOWLENGTH(FEET) = 10.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 2.86 TRAVEL TIME(MIN.) = .02 TC(MIN.) 3.7 INCHES N = .013 NUMBER OF PIPES = 7.50 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ^ TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH/HR) = 5.68 ~ TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.86 m FLOW PROCESS FROM NODE 106.00 TO NODE 132.00 IS CODE = 21 - >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): . SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 INITIAL SUBAREA FLOW-LENGTH = 170.00 *• UPSTREAM ELEVATION = 442.60 DOWNSTREAM ELEVATION = 441.90 " ELEVATION DIFFERENCE = .70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.309 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.350 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = 1.14 FLOW PROCESS FROM NODE 132.00 TO NODE 138.00 IS CODE = • ^ — — •— —• M ^ ^ — ^ •— — — ^ ^ — — — —• ^ —• ^ — — — ^ ^ ^ « — «. ^ ^ ^ H «P_ «• ^ ^ ~— _ ^ ^ « «. ^ «• •_ ^ ^ . M» v— — •• ^ v— ^ - »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 441.90 DOWNSTREAM ELEVATION = 425.60 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 22.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.15 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTK(FEET) = 6.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF DEPTH&VELOCITY = .98 STREETFLOW TRAVELTIME(MIN) = 1.88 TC(MIN) = 8.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.368 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 2.01 SUMMED AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 3.16 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOODWIDTK(FEET) = 8.18 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.16 FLOW PROCESS FROM NODE 134.00 TO NODE 138.00 IS CODE = »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.368 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 4.28 TC(MIN) = 8.19 *. FLOW PROCESS FROM NODE 138.00 TO NODE 140.00 IS CODE = 3 ** »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 418.00 DOWNSTREAM NODE ELEVATION = 417.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.28 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 8.24 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« — >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.24 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 61.30 9.54 4.864 22.50 2 2.86 7.50 5.679 .50 3 4.28 8.24 5.343 1.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 59.40 7.50 5.679 2 62.79 8.24 5.343 3 67.66 9.54 4.864 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 67.66 Tc(MIN.) = 9.54 TOTAL AREA(ACRES) =• 24.00 FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION = 417.00 DOWNSTREAM NODE ELEVATION = 416.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.66 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 9.61 •«* FLOW PROCESS FROM NODE 145.00 TO NODE 181.00 IS CODE = 3 "" >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« ^ >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« „ DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 "** UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION = 413.00 FLOWLENGTH(FEET) = 320.00 MANNING'S N = .013 m ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.66 • TRAVEL TIME(MIN.) = .52 TC(MIN.) = 10.13 FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 443.40 DOWNSTREAM ELEVATION = 441.80 ELEVATION DIFFERENCE = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.523 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.081 SUBAREA RUNOFF(CFS) = .45 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .45 FLOW PROCESS FROM NODE 172.00 TO NODE 175.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« *• UPSTREAM ELEVATION = 440.60 DOWNSTREAM ELEVATION = 429.40 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6. " STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 - INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 „ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 - **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.94 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTK(FEET) = 7.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = .79 STREETFLOW TRAVELTIME(MIN) = 3.22 TC(MIN) = 15.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.521 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 6.97 SUMMED AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 7.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTK(FEET) = 9.88 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY = 1.10 ^ FLOW PROCESS FROM NODE 175.00 TO NODE 179.00 IS CODE = 3 ,» >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 UPSTREAM NODE ELEVATION = 415.00 DOWNSTREAM NODE ELEVATION = 414.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 7.42 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 15.82 FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.82 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.42 FLOW PROCESS FROM NODE 176.00 TO NODE 177.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 438.10 DOWNSTREAM ELEVATION = 436.30 ELEVATION DIFFERENCE = 1.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.282 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928 SUBAREA RUNOFF(CFS) = .43 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .43 "*"" FLOW PROCESS FROM NODE 177.00 TO NODE 179.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 434.60 DOWNSTREAM ELEVATION = 429.40 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 .„ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 ** OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .25 HALFSTREET FLOODWIDTK(FEET) = 6.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY = .59 — STREETFLOW TRAVELTIME(MIN) = 2.44 TC(MIN) = 15.72 * 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.523 ^ SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 _ SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.07 SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 4.50 ** END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .30 HALFSTREET FLOODWIDTK(FEET) = 8.73 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY = .77 FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1•***# , >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 '*"" CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: «M TIME OF CONCENTRATION(MIN.) = 15.72 RAINFALL INTENSITY(INCH/HR) =3.52 — TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.50 ,. ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.42 15.82 3.510 3.80 *" 2 4.50 15.72 3.523 2.30 "" 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 11.89 15.72 3.523 2 11.90 15.82 3.510 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.90 Tc(MIN.) = 15.82 TOTAL AREA(ACRES) = 6.10 FLOW PROCESS FROM NODE 179.00 TO NODE 181.00 IS CODE = 3 -*«** , >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 « UPSTREAM NODE ELEVATION = 414.00 DOWNSTREAM NODE ELEVATION = 413.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.90 TRAVEL TIME(MIN-) = .15 TC(MIN.) = 15.97 FLOW PROCESS FROM NODE 179.00 TO NODE 181.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.90 15.97 3.488 6.10 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 67.66 10.13 4.679 24.00 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 76.53 10.13 4.679 2 62.35 15.97 3.488 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 76.53 Tc(MIN.) = 10.13 TOTAL AREA(ACRES) = 30.10 FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 181.00 TO NODE 190.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.4 UPSTREAM NODE ELEVATION = 413.00 DOWNSTREAM NODE ELEVATION = 409.00 FLOWLENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 76.53 TRAVEL TIME(MIN.) = .51 TC(MIN.) = 10.64 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 30.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.53 _ FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 22 *• >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« """ *USER SPECIFIED (SUBAREA) : ^ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 USER SPECIFIED Tc(MIN.) = 5.000 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .66 ** TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .66 FLOW PROCESS FROM NODE 183.00 TO NODE 185.00 IS CODE = 6 ^ >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« - UPSTREAM ELEVATION = 442.00 DOWNSTREAM ELEVATION = 419.00 STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) = 6. ** STREET HALFWIDTK(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 22.50 * INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 M% im SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.30 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTK(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY = 1.01 STREETFLOW TRAVELTIME(MIN) = 5.71 TC(MIN) =10.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.514 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 5.06 SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 5.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOODWIDTK(FEET) = 12.40 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY = 1.29 FLOW PROCESS FROM NODE 185.00 TO NODE 190.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.7 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 409.00 FLOWLENGTH(FEET) = 12.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.72 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 10.72 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 4.51 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 76.53 10.64 2 5.72 10.72 INTENSITY (INCH/HOUR) 4.533 4.510 AREA (ACRE) 30.10 1.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 82.22 10.64 2 81.86 10.72 INTENSITY (INCH/HOUR) 4.533 4.510 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.22 Tc(MIN.) =10.64 TOTAL AREA(ACRES) = 31.80 k*****************************i FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 10 _ >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« 1***************************************************************i FLOW PROCESS FROM NODE 186.00 TO NODE 187.00 IS CODE = 21 ** >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 432.00 DOWNSTREAM ELEVATION = 428.00 " ELEVATION DIFFERENCE = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.331 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.353 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 2.13 FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.6 UPSTREAM NODE ELEVATION = 428.00 DOWNSTREAM NODE ELEVATION = 421.00 FLOWLENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 2.13 TRAVEL TIME(MIN.) = 2.35 TC(MIN.) = 13.68 FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.855 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 28.33 TOTAL AREA(ACRES) = 11.20 TOTAL RUNOFF(CFS) = 30.46 TC(MIN) = 13.68 FLOW PROCESS FROM NODE 188.00 TO NODE 189.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 412.00 DOWNSTREAM NODE ELEVATION = 411.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.46 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 13.73 FLOW PROCESS FROM NODE 189.00 TO NODE 189.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 3.84 TOTAL STREAM AREA(ACRES) = 11.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.46 FLOW PROCESS FROM NODE 139.00 TO NODE 188.50 IS CODE - 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 USER SPECIFIED To(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .66 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .66 — FLOW PROCESS FROM NODE 188.50 TO NODE 189.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 424.40 DOWNSTREAM ELEVATION = '419.00 •* STREET LENGTH (FEET) = 550.00 CURB HEIGHT (INCHES) = 6. STREET HALFWIDTK(FEET) = 24.00.««* DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 22.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTK(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY = .57 STREETFLOW TRAVELTIME(MIN) = 4.62 TC(MIN) = 9.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.837 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.74 SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.41 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTK(FEET) = 9.59 FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY = .74 FLOW PROCESS FROM NODE 189.00 TO NODE 189.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.62 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.41 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 30.46 13.73 2 2.41 9.62 INTENSITY (INCH/HOUR) 3.845 4.837 AREA (ACRE) 11.20 .50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 26.62 9.62 2 32.38 13.73 INTENSITY (INCH/HOUR) 4.837 3.845 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 32.38 Tc(MIN.) = TOTAL AREA(ACRES) = 11.70 13.73 FLOW PROCESS FROM NODE 189.00 TO NODE 190.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 411.00 DOWNSTREAM NODE ELEVATION = 409.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.38 TRAVEL TIME(MIN.) = .03 TC(MIN.) =13.76 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.38 13.76 3.840 11.70 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 82.22 10.64 4.533 31.80 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS)_ (MIN.) (INCH/HOUR) 1 109.65 10.64 4.533 2 102.03 13.76 3.840 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.65 Tc(MIN.) = 10.64 TOTAL AREA(ACRES) = 43.50 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 2 <«« sis*" FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 409.00 DOWNSTREAM NODE ELEVATION = 407.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 109.65 TRAVEL TIME(MIN.) = .14 TC(MIN.) = 10.78 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 109.65 Tc(MIN.) = 10.78 TOTAL AREA(ACRES) = 43.50 END OF RATIONAL METHOD ANALYSIS DEVELOPED CONDITION 100-YEAR, SIX-HOUR STORM BASIN 100B ***************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL >(- (c) Copyright 1982-97 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/97 License ID 1261 Analysis prepared by: ****• Rick Engineering Company :************ DESCRIPTION OF STUDY ************************** '* RANCHO CARRILLO VILLAGES A,B,C,& D. * * BASIN 100B; J-13111; FILE: VAB2R.DAT. * 10-27-97. - * «*"•************************************************************************** FILE NAME: A:VAB2R.DAT .-.. TIME/DATE OF STUDY: 10:44 10/27/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 * 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **% 1ciciciit1c1ciitic^iticic^i{^^^icic^^if^iticic&^if^^icic&^&&icieicicie^ic&icicicicieicic^icicif^ FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 ** INITIAL SUBAREA FLOW-LENGTH = 120.00 „ UPSTREAM ELEVATION = 447.60 DOWNSTREAM ELEVATION = 446.40 " ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 USER SPECIFIED Tc(MIN.) = 10.845 , 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = .25 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .25 ******************************************* FLOW PROCESS FROM NODE 151.00 TO NODE 153.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 446.10 DOWNSTREAM ELEVATION = 443.60 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.14 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 6.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY = .50 STREETFLOW TRAVELTIME(MIN) = 1.96 TC(MIN) = 12.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.023 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.77 SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY = .69 ****************************************************: FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.80 RAINFALL INTENSITY(INCH/HR) = 4.02 *- TOTAL STREAM AREA (ACRES) = .90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.02 ************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 445.30 DOWNSTREAM ELEVATION = 443.60 ELEVATION DIFFERENCE = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.630 USER SPECIFIED Tc(MIN.) = 11.630 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.280 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.18 :**** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.63 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.02 12.80 4.023 .90 2 1.18 11.63 4.280 .50 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 3.07 11.63 4.280 2 3.12 12.80 4.023 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.12 Tc(MIN.) = 12.80 TOTAL AREA(ACRES) = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 155.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 438.00 DOWNSTREAM NODE ELEVATION =432.00 FLOWLENGTH(FEET) = 290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 „ PIPEFLOW THRU SUBAREA(CFS) = 3.12 TRAVEL TIME(MIN.) = .75 TC(MIN.) = 13.55•«$ "**************************************************************************** t FLOW PROCESS FROM NODE 155.00 TO NODE 170.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION = 432.00 DOWNSTREAM NODE ELEVATION = 427.00 ' FLOWLENGTH(FEET) = 140.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.12 TRAVEL TIME(MIN.) = .30 TC(MIN.) = 13.84 FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 10 •fSiSir """ ™ — — _— — _ _ __ _ _ _ _ — _— _ — _ _ — __ — __ »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<« ^*************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 - INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 447.60 DOWNSTREAM ELEVATION = 445.70 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.305 USER SPECIFIED Tc(MIN.) = 9.305 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.942 " SUBAREA RUNOFF(CFS) = .27 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27 ************************************************************ "" FLOW PROCESS FROM NODE 167.00 TO NODE 169.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 445.70 DOWNSTREAM ELEVATION = 435.20 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.38 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY = .93 STREETFLOW TRAVELTIME(MIN) = 3.77 TC(MIN) = 13.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.969 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 6.11 SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 6.38 END OF SUBAREA STREETFLOW HYDRAULICS: ** DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY = 1.32 ?'«********************************************************* •- FLOW PROCESS FROM NODE 169.00 TO NODE 165.00 IS CODE = 3 *" »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« .„ »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< — ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES '" PIPEFLOW VELOCITY (FEET/SEC. ) = 8.4 « UPSTREAM NODE ELEVATION = 429.00 DOWNSTREAM NODE ELEVATION = 428.00 - FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 *"* PIPEFLOW THRU SUBAREA(CFS) = 6.38 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 13.15 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 3.95 ,. TOTAL STREAM AREA (ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.38 * *************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 '- »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 447.00 DOWNSTREAM ELEVATION = 445.80 • ELEVATION DIFFERENCE =1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845 USER SPECIFIED Tc(MIN.) = 10.845 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.477 SUBAREA RUNOFF(CFS) = .25 " TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .25 Ht **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 165.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 445.30 DOWNSTREAM ELEVATION = 435.20 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 • OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "" **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 • HALFSTREET FLOODWIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY = .76 • STREETFLOW TRAVELTIME (MIN) = 3.32 TC(MIN) = 14.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.769 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.52 SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.77 • END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 "" FLOW VELOCITY (FEET/SEC.) = 3.11 DEPTH*VELOCITY = 1.04 »:* V****************************************************^ FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.16 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.38 13.15 3.953 2.90 2 3.77 14.16 3.769 1.80 " 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 9.98 13.15 3.953 2 9.86 14.16 3.769 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.98 Tc(MIN.) = 13.15 TOTAL AREA(ACRES) = 4.70 FLOW PROCESS FROM NODE 165.00 TO NODE 170.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) .rVjiaC zz zz zz ~ = zz ~ zz zz zz zz zz ^ ™ zz zz zz ~ zz zz zz — zz zz zz zz zz zz ~ zz zz zr zr zz zz zz — = zz zz zz ^ =z zz zz z= zz zz zz ~ ^; zz ™ zz zz zz zz zz = DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 ^ UPSTREAM NODE ELEVATION = 428.00 "" DOWNSTREAM NODE ELEVATION = 427.00 „ FLOWLENGTH(FEET) = 70.00 ESTIMATED PIPE DIAMETER(INCH) '** PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .15 MANNING'S N = .013 = 18.00 NUMBER OF PIPES 9.98 TC(MIN.) = 13.31 ********************************************************* « FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 ** >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY«<« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.98 13.31 3.924 4.70 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.12 13.84 3.825 1.40 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 13.02 13.31 2 12.85 13.84 INTENSITY (INCH/HOUR) 3 .924 3.825 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 13.02 Tc(MIN.) = TOTAL AREA(ACRES) = 6.10 13 .31 ********************* FLOW PROCESS FROM NODE :************************************ 170.00 TO NODE 170.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 **************************************************************************** " FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 __ — ___ — — _ _ _ — ___ — ____ — __ _ ___ — _ _ _ —. — — __ — ___ — _ _ — ___ — ___ — _____ — _____ — — —. — — __- — — _ — __ — _____ >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 13.31 RAINFALL INTENSITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.02 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ^ SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 .„ INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 447.60 "" DOWNSTREAM ELEVATION = 446.30 ELEVATION DIFFERENCE = 1.30 * URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.288 .«• USER SPECIFIED Tc(MIN.) = 11.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.363 - SUBAREA RUNOFF(CFS) = .48 _m TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .48 r**************** *_* ******* «• FLOW PROCESS FROM NODE 157.00 TO NODE »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 446.30 DOWNSTREAM ELEVATION = 435.20 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 .. - OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.52 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .25 — HALFSTREET FLOODWIDTH(FEET) = 6.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY = .73 ,„ STREETFLOW TRAVELTIME(MIN) = 2.73 TC(MIN) = 14.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 SOIL CLASSIFICATION IS "D" """" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 .„_ SUBAREA ARE A (ACRES) = 1.00 SUBAREA RUNOFF (CFS) = 2.09 SUMMED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.57 *"• END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15 ~" FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY = .95 >-*» FLOW PROCESS FROM NODE 157.00 TO NODE 160.00 IS CODE = 8**** ______ »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.28 TC(MIN) = 14.02 !- ************************************************************ FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 3• >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« £ . _ . . ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 428.00 DOWNSTREAM NODE ELEVATION = 427.00 FLOWLENGTH(FEET) = 10.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.28 TRAVEL TIME (MIN.-) = .01 TC(MIN.) = 14.03 ~a :*************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: . TIME OF CONCENTRATION(MIN.) = 14.03 RAINFALL INTENSITY(INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.02 13.31 3.924 6.10 2 5.28 14.03 3.792 2.50 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 18.12 13.31 3.924 2 17.86 14.03 3.792 „. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.12 Tc(MIN.) = 13.31 TOTAL AREA(ACRES) = 8.60 ******************************************: FLOW PROCESS FROM NODE 170.00 TO NODE 178.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) < DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = 427.00 DOWNSTREAM NODE ELEVATION = 423.00 FLOWLENGTH(FEET) = 350.00 MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 18.12 TRAVEL TIME(MIN.) = .72 TC(MIN.) = 14.03 .013 NUMBER OF PIPES = ************************ "" FLOW PROCESS FROM NODE 178.00 TO NODE :***************** 178.50 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) << ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.4 UPSTREAM NODE ELEVATION = 423.00 DOWNSTREAM NODE ELEVATION = 394.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 18.12 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 14.09 __* ******************************************************* FLOW PROCESS FROM NODE 178.50 TO NODE 180.00 IS CODE = 3 •i >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« "* >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES - PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 394.00 " DOWNSTREAM NODE ELEVATION = 390.50 FLOWLENGTH(FEET) = 90.00 MANNING'SESTIMATED PIPE DIAMETER(INCH) = is.oo PIPEFLOW THRU SUBAREA(CFS) = 18.12 TRAVEL TIME(MIN.) = .12 TC(MIN.) = N = .013 NUMBER OF PIPES 14.21 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 18.12 TOTAL AREA(ACRES) = 8.60 Tc(MIN.) = 14.21 END OF RATIONAL METHOD ANALYSIS DEVELOPED CONDITION 100-YEAR, SIX-HOUR STORM BASIN 200 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT ..m 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-96 Advanced Engineering Software (aes) - Ver. 1.5A Release Date: 01/01/96 License ID 1261 **" Analysis prepared by: RICK ENGINEERING COMPANY *• WATER RESOURCES DIVISION 5620 FRIARS ROAD, SAN DIEGO, CA 92110 (619) 291-0707 Of************************** DESCRIPTION OF STUDY ************************** 4 RANCHO CARRILLO, VILLAGES A,B,C,&D. * BASIN 200; J-13111; FILE: VC200R.DAT * * 10-27-97 * t************************ FILE NAME: A-.VC200R.DAT TIME/DATE OF STUDY: 10:54 12/18/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 448.80 DOWNSTREAM ELEVATION = 446.90 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.654 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.179 SUBAREA RUNOFF(CFS) = .57 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .57 FLOW PROCESS FROM NODE 201.00 TO NODE 205.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 446.90 —STREET LENGTH(FEET) = 320.00 STREET HALFWIDTK(FEET) = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6, 443.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = " INTERIOR STREET CROSSFALL(DECIMAL) = .020 m OUTSIDE STREET CROSSFALL(DECIMAL) = .020 18.50 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 — HALFSTREET FLOODWIDTK(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28 PRODUCT OF DEPTH&VELOCITY = .71 m STREETFLOW TRAVELTIME(MIN) = 2.34 TC(MIN) = 10.99 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.439 SOIL CLASSIFICATION IS "D" - SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = — END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTK(FEET) = 11.62 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY = 4.49 7.81 8.38 1.02 FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 436.33 DOWNSTREAM NODE ELEVATION = 432.69 FLOWLENGTH(FEET) = 182.06 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.38 TRAVEL TIME(MIN.) = .36 TC(MIN.) = 11.36 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 MB ^ >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 11.36 RAINFALL INTENSITY(INCH/HR) = 4.35 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.38 1 ARE: FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 443.00 DOWNSTREAM ELEVATION = 441.20 ELEVATION DIFFERENCE = 1.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.894 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.816 SUBAREA RUNOFF(CFS) = .42 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) =.42 „ FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = — >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE-VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 13.89 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = .20 PEAK FLOW RATE(CFS) AT CONFLUENCE = .42 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF • Tc NUMBER (CFS) (MIN.) 1 8.38 11.36 2 .42 13.89 INTENSITY (INCH/HOUR) 4.346 3.816 AREA (ACRE) 3.40 .20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO •« CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.75 11.36 2 7.78 13.89 INTENSITY (INCH/HOUR) 4.346 3.816 w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.75 Tc(MIN.) = •» TOTAL AREA (ACRES) = 3.60 11.36 FLOW PROCESS FROM NODE 210.00 TO NODE 225.00 IS CODE = »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 432.36 DOWNSTREAM NODE ELEVATION = 424.63 FLOWLENGTH(FEET) = 336.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = — PIPEFLOW THRU SUBAREA(CFS) = 8.75 TRAVEL TIME(MIN-) = .63 TC(MIN.) = 11.99 *» FLOW PROCESS FROM NODE 210.00 TO NODE 225.00 IS CODE = 10 - >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ~~" "——— — — — — —~SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 443.40 DOWNSTREAM ELEVATION = 440.90 ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.077 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.022 SUBAREA RUNOFF(CFS) = .83 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .83 FLOW PROCESS FROM NODE 212.00 TO NODE 215.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 440.90 DOWNSTREAM ELEVATION = 437.40 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTK(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME(MIN) = 1.89 TC(MIN) = 10.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.444 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.69 SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - .35 HALFSTREET FLOODWIDTK(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY = .91 FLOW PROCESS FROM NODE 241.00 TO NODE 215.00 IS CODE = J """ >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« al*==============================:===============================:== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.444 - SOIL CLASSIFICATION IS "D" m SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.67 ,«, TOTAL AREA (ACRES) = 2.90 TOTAL RUNOFF (CFS) = 7.18 TC(MIN) = 10.97 - FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 3 - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« „ DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 — UPSTREAM NODE ELEVATION = 426.18 DOWNSTREAM NODE ELEVATION = 425.76 FLOWLENGTH(FEET) = 41.80 MANNING'S N = .013 .,„ ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.18 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 11.08 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 _ _» ^ «• _• ^ __ _• _ _• •_ ^ __ ^ «-. ••» ^ •• _• ^ ^ «. ^ ^ •« •_ ^ •_ ^ «• «~ ^ •« « «• — ^ — a~ — — ^ —• ^ •-• — ^ —• ^ —• ^ — ••— •— ~~ — — ow — —. ^ —' — - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.08 RAINFALL INTENSITY(INCH/HR) = 4.41 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.18 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" - SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 130.00 "" UPSTREAM ELEVATION = 443.30 «. DOWNSTREAM ELEVATION = 440.90 ELEVATION DIFFERENCE = 2.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.202 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.978 SUBAREA RUNOFF(CFS) = .82 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .82 FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 440.90 DOWNSTREAM ELEVATION = 435.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.05 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET. FLOODWIDTK (FEET) = 7.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.97 PRODUCT OF DEPTH&VELOCITY = .82 STREETFLOW TRAVELTIME(MIN) = 1.57 TC(MIN) = 10.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.496 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.47 SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 3.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.30 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY = 1.05 FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 8 •- _> ^ •• ^ ^ —I ^ KM •— «• _H -» VM *B — IB — ^ •— «• ^ _» ^ K «» «• «• *H •_ •— «B — <» — •— ^ — •— •— — — —I ^ — ^ — ^ — —• — — ••— — — «^ ^ •— ^ — ^ —• — • >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.496 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5.77 TC(MIN) =10.77 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 10.77 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 7.18 11.08 2 5.77 10.77 INTENSITY (INCH/HOUR) 4.415 4.496 AREA (ACRE) 2.90 2.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 12.82 10.77 2 12.85 11.08 INTENSITY (INCH/HOUR) 4.496 4.415 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.85 Tc(MIN.) = TOTAL AREA(ACRES) = 5.20 11.08 FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 425.43 DOWNSTREAM NODE ELEVATION = 424.63 FLOWLENGTH(FEET) = 39.96 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .07 TC(MIN.) = 11.16 MANNING'S = 18.00 12.85 TC(MIN.) N = .013 NUMBER OF PIPES = FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.85 11.16 4.396 ** MEMORY BANK # 1 STREAM RUNOFF NUMBER (CFS) 1 8.75 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 11.99 4.197 AREA (ACRE) 5.20 AREA (ACRE) 3.60 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 21.20 11.16 2 21.01 11.99 INTENSITY (INCH/HOUR) 4.396 4.197 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.20 Tc(MIN.) =11.16 TOTAL AREA(ACRES) = 8.80 "**s ***************************************************************************** ^ FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 12 m, »>»CLEAR MEMORY BANK # 1 <«« w FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 3 I— ••_ «— _l •» B— «• l~ BM WB V. ^ «- — B~ —• —> BM ^ MB —• BK •— BK «• BV BK B» <• BH ^ «, BH MM B_ •*• ^ ^ B^ ^ •» ^ M ^ •_ •_ ^ ^ ^ _M ^ •« KB •_• » •_• «- _•• BM _• BH _• W ^ • *• >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««mm «. DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 ••*- UPSTREAM NODE ELEVATION = 424.13 DOWNSTREAM NODE ELEVATION = 422.21 *" FLOWLENGTH(FEET) = 192.05 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.20 TRAVEL TIME(MIN.) = .41 TC(MIN.) = 11.57 FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 421.88 DOWNSTREAM NODE ELEVATION = 420.71 FLOWLENGTH(FEET) = 116.27 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.20 TRAVEL TIME(MIN.) = .25 TC(MIN.) = 11.82 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.82 RAINFALL INTENSITY(INCH/HR) = 4.24 TOTAL STREAM AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.20 FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" -*SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 170.00 *" UPSTREAM ELEVATION = 447.00 DOWNSTREAM ELEVATION = 445.20"'ELEVATION DIFFERENCE = i.so *» URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.664 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.051 - SUBAREA RUNOFF(CFS) = .45 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .45 FLOW PROCESS FROM NODE 232.00 TO NODE 233.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 445.20 DOWNSTREAM ELEVATION = 442.60 -STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH^EET) = 20.00 , DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 *- OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .25 HALFSTREET FLOODWIDTK(FEET) = 6.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99 PRODUCT OF DEPTH&VELOCITY = .51 « STREETFLOW TRAVELTIME(MIN) = 1.59 TC(MIN) = 14.26 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.753 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 .... SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF (CFS) = 3.30 SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.75 '" END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOODWIDTK(FEET) = 8.15 FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH*VELOCITY = .69 FLOW PROCESS FROM NODE 233.00 TO NODE 235.00 IS CODE = •**? „, »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« * UPSTREAM ELEVATION = 442.60 DOWNSTREAM ELEVATION = 430.60 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.52 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF DEPTH&VELOCITY = 1.25 - STREETFLOW TRAVELTIME(MIN) = 2.01 TC(MIN) = 16.27 ~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.446 m *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 ,„ SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.55 SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5.30 *** END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 "" FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY = 1.38 FLOW PROCESS FROM NODE 235.00 TO NODE 250.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION = 421.55 DOWNSTREAM NODE ELEVATION = 420.71 FLOWLENGTH(FEET) = 35.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.30 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 16.34 ^ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: „ TIME OF CONCENTRATION(MIN.) = 16.34 RAINFALL INTENSITY(INCH/HR) =3.44 •- TOTAL STREAM AREA (ACRES) = 2.30 ^ PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.30 „ ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA *• NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.20 11.82 4.236 8.80 2 5.30 16.34 3.436 2.30 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 25.50 11.82 4.236 2 22.50 16.34 3.436 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.50 Tc(MIN.) = 11.82 TOTAL AREA(ACRES) = 11.10 — FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 10 ,„ >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 236.00 TO NODE 237.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .66 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .66 FLOW PROCESS FROM NODE 237.00 TO NODE 238.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 455.60 DOWNSTREAM ELEVATION = 430.80 STREET LENGTH (FEET) = 480.00 CURB HEIGHT (INCHES) = 6. STREET HALFWI DTK (FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 22.50 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 2.00 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 6.07 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.11 PRODUCT OF DEPTH&VELOCITY = 1.02 STREETFLOW TRAVELTIME (MIN) = 1.94 TC(MIN) = 6.94 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.968 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 2.69 SUMMED AREA (ACRES) = .60 TOTAL RUNOFF (CFS) = 3.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .29 HALFSTREET FLOODWI DTK (FEET) = 8.18 FLOW VELOCITY (FEET/SEC.) = 4.26 DEPTH*VELOCITY = 1.23 FLOW PROCESS FROM NODE 241.00 TO NODE 238.00 IS CODE = 8i >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<«k , 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.968 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 6.04 TC(MIN) = 6.94 FLOW PROCESS FROM NODE 238.00 TO NODE 240.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 „., DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 'UPSTREAM NODE ELEVATION = 423.00DOWNSTREAM NODE ELEVATION = 421.17FLOWLENGTH(FEET) = 48.00 MANNING'S N = .013„,, ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = "PIPEFLOW THRU SUBAREA(CFS) = 6.04, TRAVEL TIME(MIN.) = .08 TC(MIN.) = 7.03 FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 • ^ ^ ^ «. •_ «p » «• ^ «» ^ « ^ ^ ^ ^ ^ ^ *• H> ^ ^ •» ^ IM ^ •—• ^ V ^ •« _• •» » ^ BH ^ •*• ^ —• ^ — ^ •• —• ^ «• ^ •-• ^ ••— ^ — — —» — ^ — — •— ^ V - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.03 RAINFALL INTENSITY(INCH/HR) = 5.92 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.04 FLOW PROCESS FROM NODE 236.00 TO NODE 237.00 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): *• SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 *. SUBAREA RUNOFF (CFS) = .66 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .66 *4 *************************************************************************** FLOW PROCESS FROM NODE 237.00 TO NODE 240.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 455.60 DOWNSTREAM ELEVATION = 430.80 **STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 24.00 -DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 22.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 -OUTSIDE STREET CROSSFALL(DECIMAL) = .020 "** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 -'*W» **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.73 *•* STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) = 5.37 .*, AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.26 PRODUCT OF DEPTH&VELOCITY = .99 - STREETFLOW TRAVELTIME(MIN) = 1.96 TC(MIN) = 6.96 *"" 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.961 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000 '- SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 2.15 SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.81 END OF SUBAREA STREETFLOW HYDRAULICS: „„ DEPTH(FEET) = .28 HALFSTREET FLOODWIDTK(FEET) = 7.48 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 1.14 FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.96 RAINFALL INTENSITY(INCH/HR) = 5.96 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 FLOW PROCESS FROM NODE 239.00 TO NODE 240.00 IS CODE = ' 7 _ •_ _> •_ •_ «* __ •» •_» _ turn _ «_• ^ «_ ^ «. •— —• — ^ •— •— ^ — ^ — ^ *— ^ m— •• — —» 1— —> —* — •— — ••— — ••• ^ •— ^ — — —• •— —• v— — w — ^ — •_ — — — — I— m >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.80 RAIN INTENSITY(INCH/HOUR) = 4.24 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 9.90 FLOW PROCESS FROM NODE 239.00 TO NODE 239.50 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.0 UPSTREAM NODE ELEVATION = 456.00 DOWNSTREAM NODE ELEVATION = 437.16 FLOWLENGTH(FEET) = 323.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 9.90 TRAVEL TIME(MIN.) = .42 TC(MIN.) = 12.22 N = .013 NUMBER OF PIPES = FLOW PROCESS FROM NODE 239.50 TO NODE 240.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 436.83 DOWNSTREAM NODE ELEVATION = 421.17 FLOWLENGTH(FEET) = 319.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.90 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 12.65 FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 12.65 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.90 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 6.04 2.81 9.90 Tc (MIN.) 7.03 6.96 12.65 INTENSITY (INCH/HOUR) 5.923 5.961 4.053 AREA (ACRE) 1.10 .50 2.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 15.54 15.60 15.94 Tc (MIN.) 6.96 7.03 12.65 INTENSITY (INCH/HOUR) 5.961 5.923 4.053 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.94 Tc(MIN.) = TOTAL AREA(ACRES) = 4.50 12.65 FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVEL/TIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.5UPSTREAM NODE ELEVATION = 421.57 DOWNSTREAM NODE ELEVATION = 420.38 FLOWLENGTH(FEET) = 48.01 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.94 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 12.73 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.94 12.73 4.038 4.50 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.50 11.82 4.236 11.10 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.69 11.82 4.236 2 40.25 12.73 4.038 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.69 Tc(MIN.) = 11.82 TOTAL AREA(ACRES) = 15.60 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.9 UPSTREAM NODE ELEVATION = 420.38 DOWNSTREAM NODE ELEVATION = 418.23 FLOWLENGTH(FEET) = 44.77 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 40.69 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 11.86 N = .013 NUMBER OF PIPES = FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION = 417.73 DOWNSTREAM NODE ELEVATION = 417.00 FLOWLENGTH(FEET) = 33.52 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA(CFS) = 40.69 TRAVEL TIME(MIN.) = .05 TC(MIN.) = N = .013 NUMBER OF PIPES 11.91 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 40.69 TOTAL AREA(ACRES) = 15.60 Tc(MIN.) = 11.91 END OF RATIONAL METHOD ANALYSIS APPENDIX B PIPE FLOW HYDRAULIC COMPUTERS OUTPUT *» 100-YEAR STORM STORM-DRAIN SYSTEM 100-A 4,**************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.6B Release Date: 08/01/95 License ID 1261 48 Analysis prepared by: Rick Engineering Company "* 5620 Friars Road San Diego, CA 92110-2596 (619) 291-0707 MM ************************** DESCRIPTION OF STUDY ************************** ~ VILLAGES A,B,C,D; STORM DRAIN SYSTEM 100A. * J-13111; FILE: VAB100A.PIP. * "* 12-16-97 * FILE NAME: A:VAB100A.PIP <TIME/DATE OF STUDY: 10:26 12/17/1997 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*"indicates nodal point UPSTREAM RUN ' NODE MODEL PRESSURE NUMBER PROCESS HEAD (FT) "" 195.00- 7.47* } FRICTION 194.00- 7.48* } FRICTION+BEND 190.00- 7.71* } JUNCTION 190.00- 9.34* } FRICTION > 181.00- 8.00* } JUNCTION 181.00- 8.11* } FRICTION 145.00- 7.23* } JUNCTION 145.00- 7.37* } FRICTION+BEND 140.00- 7.27* } JUNCTION . 140.00- 6.58* } FRICTION 130.00- 6.73* } JUNCTION 130.00- 6.59* } FRICTION 120.00- 6.31* 1 } JUNCTION 120.00- 6.52* } FRICTION PRESSURE+ MOMENTUM ( POUNDS ) 5857.96 5861.34 6003.72 5733.29 4928.24 4742.49 4212.34 4295.49 4234.52 3270.64 3335.16 1280.26 1225.15 715.58 data used. ) DOWNSTREAM RUN FLOW PRESSURE+ DE PTH ( FT ) MOMENTUM 2.91 2.99 3.17 DC 2.33 2.73 DC 2.35 2.58 DC 2.25 2.09 2.52 DC 2.52 DC 1.33 1.50 DC .82 (POUNDS) 3440.48 3419.94 3401.73 2102.18 2027.67 1734.54 1714.15 1758.74 1821.49 1607.61 1607.61 342.49 335.36 163.00 110 *•> 110am 105 — 105 ••- 104 .00- } .00- } .00- } .00- } .00- ^MAXIMUM JUNCTION FRICTION JUNCTION FRICTION NUMBER OF 4 5 4 4 4 .81* .23* .50* .76* .38* ENERGY BALANCES 527 573 493 480 438 USED IN .35 .08 .01 .33 .90 EACH 1. 1. 1. . • PROFILE 13 03 13 82 94 = DC DC DC 10 143 144 143 89 87 .15 .80 .15 .97 .58 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 = 195.00 FLOWLINE ELEVATION = 407.53 -PIPE FLOW = 109.70 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 415.000 NODE 195.00 : HGL = < 415.000>;EGL= < 417.019>;FLOWLINE= < 407.530> FLOW PROCESS FROM NODE UPSTREAM NODE 194.00 195.00 TO NODE 194.00 IS CODE = 1 ELEVATION = 408.63 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 109.70 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 93.00 FEET MANNING'S N = .01300 'SF=(Q/K)**2 = (( 109.70)/( 1006.095))**2 = .01189 HF=L*SF = ( 93.00)*( .01189) = 1.106 .NODE 194.00 : HGL = < 416.106>;EGL= < 418.124>;FLOWLINE= < 408.630> FLOW PROCESS FROM NODE "UPSTREAM NODE 190.00 194.00 TO NODE 190.00 IS CODE = 3 ELEVATION = 408.95 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): •-PIPE FLOW = 109.70 CFS CENTRAL ANGLE = 21.000 DEGREES PIPE LENGTH = 26.36 FEET <M,FLOW VELOCITY = 11.40 FEET/SEC. PIPE DIAMETER = 42.00 INCHES MANNING'S N = .01300 BEND COEFFICIENT(KB) = .12076 VELOCITY HEAD = 2.019 FEET HB=KB*(VELOCITY HEAD) = ( .121)*( 2.019) = .244 •SF=(Q/K)**2 = (( 109.70)/( 1006.110))**2 = .01189 HF=L*SF = ( 26.36)*( .01189) = .313 'TOTAL HEAD LOSSES = HB + HF = ( .244)+( .313) = .557 NODE 190.00 : HGL = < 416.663>;EGL= < 418.682>;FLOWLINE= < 408.950> FLOW PROCESS FROM NODE UPSTREAM NODE 190.00 190.00 TO NODE 190.00 IS CODE = 5 ELEVATION = 409.28 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 76.50 42.00 .00 409.28 2.74 7.951 DOWNSTREAM 109.70 42.00 - 408.95 3.17 11.402 LATERAL #1 LATERAL #2 Q5 27.70 24.00 80.00 410.45 5.50 18.00 70.00 410.95 .00===Q5 EQUALS BASIN INPUT=== 1.82 .90 8.817 3.112 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 = .01300; FRICTION SLOPE = -DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00883 "JUNCTION LENGTH = FRICTION LOSSES = 4.00 FEET .035 FEET 00578 01189 ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) —JUNCTION LOSSES = ( .917)+( .000) =.917 -NODE 190.00 : HGL = < 418.616>;EGL= < 419.598>;FLOWLINE= < 409.280> .FLOW PROCESS FROM NODE UPSTREAM NODE iai.00 190.00 TO NODE ELEVATION = 181.00 IS CODE = 1 412.46 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): "PIPE FLOW = 76.50 CFS PIPE DIAMETER = .PIPE LENGTH = 318.09 FEET MANNING'S N = SF=(Q/K)**2 = (( 76.50)/( 1006.096))**2 = .00578 HF=L*SF = ( 318.09)*( .00578) = 1.839 42.00 INCHES .01300 NODE 181.00 : HGL = < 420.455>;EGL= < 421.437>;FLOWLINE= < 412.460> •FLOW PROCESS FROM NODE UPSTREAM NODE 181.00 181.00 TO NODE ELEVATION = 181.00 IS CODE = 5 412.79 (FLOW IS UNDER PRESSURE) „„CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 67.70 76.50 8.80 .00 .00== 42.00 .00 412.79 42.00 - 412.46 18.00 90.00 414.46 .00 .00 .00 ;=Q5 EQUALS BASIN INPUT=== FLOWLINE CRITICAL VELOCITY (FT/SEC) 7.037 7.951 4.980 .000 2.58 2.74 1.15 .00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: WDY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES -.UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = "•"AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00515 JUNCTION LENGTH = FRICTION LOSSES = 4.00 FEET .021 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .233)+( .000) = .233 ,00453 00578 .000 FEET NODE 181.00 : HGL = < 420.902>;EGL= < 421.671>;FLOWLINE= < 412.790> FLOW PROCESS FROM NODE UPSTREAM NODE 145.00 181.00 TO NODE ELEVATION = 145.00 IS CODE = 1 415.07 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 67.70 CFS PIPE DIAMETER = 42.00 INCHES -PIPE LENGTH = 308.52 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 67.70)/( 1006.100))**2 = .00453 'HF=L*SF = ( 308.52)*( .00453) = 1.397 NODE 145.00 : HGL = < 422.299>;EGL= < 423.068>;FLOWLINE= < 415.070> —FLOW PROCESS FROM NODE UPSTREAM NODE 145.00 145.00 TO NODE ELEVATION = 145.00 IS CODE = 5 415.40 (FLOW IS UNDER PRESSURE) ,,, CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 67.70 42.00 45.00 415.40 67.70 42.00 - 415.07 .00 .00 .00 .00 .00 .00 .00 .00 .00===Q5 EQUALS BASIN INPUT=== 2.58 2.58 .00 .00 (FT/SEC) 7.037 7.037 .000 .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 = .01300; FRICTION SLOPE = . DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = . AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00453 .JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .018 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .468)+( .000) = .468 00453 00453 .000 FEET NODE 145.00 : HGL = < 422.767>;EGL= < 423.536>;FLOWLINE= < 415.400> FLOW PROCESS FROM NODE UPSTREAM NODE 140.00 145.00 TO NODE 140.00 IS CODE = 3 ELEVATION = 415.95 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 67.70 CFS CENTRAL ANGLE = 21.000 DEGREES PIPE LENGTH = 78.54 FEET FLOW VELOCITY = 7.04 FEET/SEC. HB=KB*(VELOCITY HEAD) = ( .121)*( SF=(Q/K)**2 = (( 67.70)/( 1006.113))**2 = .00453 HF=L*SF = ( 78.54)*( .00453) = .356 TOTAL HEAD LOSSES = HB + HF = ( .093)+( .356) = .448 PIPE DIAMETER = 42.00 INCHES MANNING'S N = .01300 BEND COEFFICIENT(KB) = .12076 VELOCITY HEAD = .769 FEET 769) = .093 NODE 140.00 HGL = < 423.216>;EGL= < 423.984>;FLOWLINE= < 415.950> FLOW PROCESS FROM NODE UPSTREAM NODE 140.00 140.00 TO NODE ELEVATION = 140.00 IS CODE = 5 416.45 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 FLOW (CFS) 61.30 67.70 3.90 2.50 DIAMETER (INCHES) 36.00 42.00 18.00 18.00 ANGLE (DEGREES) .00 - 90.00 60.00 FLOWLINE ELEVATION 416.45 415.95 416.45 416.45 CRITICAL DEPTH (FT.) 2.52 2.58 .76 .60 VELOCITY (FT/SEC) 8.672 7.037 2.207 1.415 Q5 .00===Q5 EQUALS BASIN INPUT=== 00845 00453 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: "£>¥= (Q2*V2-Q1*V1*COS (DELTA1) -Q3*V3*COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES "UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = ^DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00649 -JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .026 FEET ENTRANCE LOSSES = .000 FEET ""JUNCTION LOSSES = (DY+Hvi-HV2) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( .213)+( .000) = .213 •"NODE 140.00 : HGL = < 423.029>;EGL= < 424.197>;FLOWLINE= < 416.45O JFLOW PROCESS FROM NODE "UPSTREAM NODE 130.00 140.00 TO NODE 130.00 IS CODE = 1 ELEVATION = 419.16 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): "PIPE FLOW = 61.30 CFS PIPE DIAMETER = PIPE LENGTH = 338.15 FEET MANNING'S N = "SF=(Q/K)**2 = (( 61.30)/( 666.985))**2 = .00845 _HF=L*SF = ( 338.15)*( .00845) = 2.856 36.00 INCHES .01300 NODE 130.00 : HGL = < 425.886>;EGL= < 427.054>;FLOWLINE= < 419.160> FLOW PROCESS FROM NODE UPSTREAM NODE 130.00 130.00 TO NODE 130.00 IS CODE = 5 ELEVATION = 420.16 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 17.30 24.00 90.00 420.16 61.30 36.00 - 419.16 44.00 30.00 .00 419.66 .00 .00 .00 .00 .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 = .01300; FRICTION SLOPE = "DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00715 JUNCTION LENGTH = 4.00 FEET 'FRICTION LOSSES = .029 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)"JUNCTION LOSSES = ( .iee)+( .000) = .166 1.50 2.52 2.21 .00 (FT/SEC) 5.507 8.672 8.964 .000 00585 00845 .000 FEET NODE 130.00 : HGL = < 426.749>;EGL= < 427.220>;FLOWLINE= < 420.160> FLOW PROCESS FROM NODE UPSTREAM NODE 120.00 130.00 TO NODE ELEVATION = 120.00 IS CODE = 1 420.83 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.30 CFS PIPE LENGTH = 66.50 FEET PIPE DIAMETER = MANNING'S N = 24.00 INCHES .01300 "SF=(Q/K)**2 = 4iF=L*SF = ( 17.30)/( 226.219))**2 = .00585 66.50)*( .00585) = .389 ""NODE 120.00 HGL = < 427.138>;EGL= < 427.609>;FLOWLINE= < 420.830> PROCESS FROM NODE 120.00 TO NODE UPSTREAM NODE 120.00 ELEVATION = 120.00 IS CODE = 5 421.33 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 8.50 18.00 .00 421.33 1.13 17.30 24.00 - 420.83 1.50 5.70 18.00 90.00 421.33 .92 3.10 18.00 90.00 421.33 .67 .00===Q5 EQUALS BASIN INPUT=== (FT/SEC) 4.810 5.507 3.226 1.754 AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*CQS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = . ""DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = . -AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00620 JUNCTION LENGTH = 4.00 FEET —FRICTION LOSSES = .025 FEET ENTRANCE LOSSES = ^JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ""JUNCTION LOSSES = ( .eoi) + ( .000) = .eoi 00655 00585 .000 FEET NODE 120.00 : HGL = < 427.851>;EGL= < 428.210>;FLOWLINE= < 421.330> FLOW PROCESS FROM NODE UPSTREAM NODE 110.00 120.00 TO NODE ELEVATION = 110.00 IS CODE = 1 423.76 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.50 CFS PIPE DIAMETER = *PIPE LENGTH = 110.43 FEET MANNING'S N = SF=(Q/K)**2 = (( 8.50)/( 105.043))**2 = .00655 HF=L*SF = ( 110.43)*( .00655) = .723 18.00 INCHES .01300 NODE 110.00 : HGL = < 428.574>;EGL= < 428.933>;FLOWLINE= < 423.760> FLOW PROCESS FROM NODE -UPSTREAM NODE 110.00 110.00 TO NODE ELEVATION = 110.00 IS CODE = '5 424.09 (FLOW IS UNDER PRESSURE) '"CALCULATE JUNCTION LOSSES: PIPEwras - UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2>=*->•» Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 8.50 18.00 90.00 424.09 8.50 18.00 - 423.76 .00 .00 .00 .00 .00 .00 .00 .00 .00===Q5 EQUALS BASIN INPUT=== FLOWLINE CRITICAL VELOCITY (FT/SEC) 1.13 4.810 1.13 4.810 .00 .000 .00 .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 = .01300; FRICTION SLOPE =.00655 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00655 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00655 JUNCTION LENGTH = 4.00 FEET ""FRICTION LOSSES = .026 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) "JUNCTION LOSSES = ( .745)+( .000) = .745 NODE 110.00 HGL = < 429.319>;EGL= < 429.678>;FLOWLINE= < 424.090> """FLOW PROCESS FROM NODE 110.00 TO NODE JJPSTREAM NODE 105.00 ELEVATION = 105.00 IS CODE = 1 426.20 (FLOW IS UNDER PRESSURE) ••CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 8.50 CFS PIPE DIAMETER = '""PIPE LENGTH = 211.35 FEET MANNING'S N = ,J3F=(Q/K)**2 = (( 8.50)/( 105.043))**2 = .00655 HF=L*SF = ( 211.35)*( .00655) = 1.384 18.00 INCHES .01300 NODE 105.00 : HGL = < 430.702>;EGL= < 431.062>;FLOWLINE= < 426.200> FLOW PROCESS FROM NODE -UPSTREAM NODE 105.00 105.00 TO NODE ELEVATION = 105.00 IS CODE = 5 426.53 (FLOW IS UNDER PRESSURE) -CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 5.90 18.00 50.00 426.53 8.50 18.00 - 426.20 .00 .00 .00 .00 .00 .00 .00 .00 2.60===Q5 EQUALS BASIN INPUT=== .94 1.13 .00 .00 (FT/SEC) 3.339 4.810 .000 .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 = .01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00485 ,00315 00655 JUNCTION LENGTH = FRICTION LOSSES = 4.00 FEET .019 FEET ENTRANCE LOSSES =.072 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) .JUNCTION LOSSES = ( .329)+( .072) = .401 -NODE 105.00 : HGL = < 431.290>;EGL= < 431.463>;FLOWLINE= < 426.53O FLOW PROCESS FROM NODE UPSTREAM NODE 104.00 105.00 TO NODE ELEVATION = 104.00 IS CODE = 1 427.08 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 55.25 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 5.90)/( 105.048))**2 = .00315 HF=L*SF = ( 55.25)*( .00315) = .174 NODE 104.00 : HGL = < 431.464>;EGL= < 431.637>;FLOWLINE= < 427.080> UPSTREAM PIPE FLOW CONTROL DATA:JJODE NUMBER = 104.00 FLOWLINE ELEVATION = 427.08 \SSUMED UPSTREAM CONTROL HGL = 428.02 FOR DOWNSTREAM RUN ANALYSIS •• """END OF GRADUALLY VARIED FLOW ANALYSIS 100-YEAR STORM STORM-DRAIN SYSTEM 100-AA *• PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) ^ (c) Copyright 1982-95 Advanced Engineering Software (aes) m Ver. 5.6B Release Date: 08/01/95 License ID 1261 — Analysis prepared by: *" Rick Engineering Company ^ 5620 Friars Road "" San Diego, CA 92110-2596 *• (619) 291-0707 -"************************** DESCRIPTION OF STUDY ************************** ^ STORM DRAIN SYSTEM 100AA. * * J-13111; FILE: VAB100AA.PIP. * * 12-18-97. * .FILE NAME: A:VAB100AA.PIP TIME/DATE OF STUDY: 8: 7 12/18/1997 fc***********************; 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) 140. 130. 130. 128. 128. 124. „ 124. * 123. 00- } 00- } 00-} 00-} 00-} 00-} 00-} 00- " MAXIMUM FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION NUMBER OF 6. 6. 6. 4. 6. 6. 7. 7. 75* 90* 74* 81* 24* 12* 32* 27* ENERGY BALANCES 3345 3410 2595 2002 1320 1297 1532 1521 USED IN .86 .38 .98 .72 .43 .14 .89 .69 EACH 2. 2. 1. 2. 1. 1. 1. 1. PROFILE 52 DC 38 66 27 DC 58 67 DC 59 67 DC = 10 1607 1615 1454 1271 464 462 464 462 .61 .72 .62 .19 .58 .82 .53 .82 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. b&±*±±±&* + ± + * + + ±*± + ±*±±±±±±±±±*±*&±*&*&*& + &&&& + &^^4?±^^^&^&±&&&±'it-]e'ie-it*if-ie'i^TC««w««7C««^««W«rt^««K«7vrt««^W^««^*V«««^««^^ft^K«K«^«ftft«ft7*KK^W7*rtW«rt^R^«7v7*^* DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 140.00 FLOWLINE ELEVATION = 416.45 PIPE FLOW = 61.30 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 423.200 NODE 140.00 : HGL = < 423.200>;EGL= < 424.368>;FLOWLINE= < 416.450> ""FLOW PROCESS FROM NODE 140.00 TO NODE 130.00 is CODE = i JJPSTREAM NODE 130.00 ELEVATION = 419.16 (FLOW IS UNDER PRESSURE) -CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 61.30 CFS PIPE DIAMETER = 36.00 INCHES -PIPE LENGTH = 338.15 FEET MANNING'S N = .01300 i-BSF=(Q/K)**2 = (( 61.30)/( 666.985))**2 = .00845 HF=L*SF = ( 338.15)*( .00845) = 2.856 NODE 130.00 : HGL = < 426.056>;EGL= < 427.224>;FLOWLINE= < 419.160> FLOW PROCESS FROM NODE -UPSTREAM NODE 130.00 130.00 TO NODE ELEVATION = 130.00 IS CODE = 5 419.66 (FLOW IS UNDER PRESSURE) -CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM - LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 48.10 61.30 13.20 .00 DIAMETER (INCHES) 30.00 36.00 24.00 .00 ANGLE (DEGREES) .00 - 88.00 .00 FLOWLINE ELEVATION 419.66 419.16 420.16 .00 CRITICAL DEPTH (FT.) 2.27 2.52 1.31 .00 VELOCITY (FT/SEC) 9.799 8.672 4.202 .000 ,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 = .01300; FRICTION SLOPE = .01375 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00845 "AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01110 .JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .044 FEET ENTRANCE LOSSES = .000 FEET 'JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .670)+( .000) = .670 NODE 130.00 : HGL = < 426.403>;EGL= < 427.894>;FLOWLINE= < 419.66O FLOW PROCESS FROM NODE UPSTREAM NODE 128.00 130.00 TO NODE ELEVATION = 128.00 IS CODE = 1 423.84 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 48.10 CFS PIPE DIAMETER = PIPE LENGTH = 163.12 FEET MANNING'S N = SF=(Q/K)**2 = (( 48.10)/( 410.171))**2 = .01375 HF=L*SF = ( 163.12)*( .01375) = 2.243 30.00 INCHES .01300 NODE 128.00 : HGL = < 428.646>;EGL= < 430.137>;FLOWLINE= < 423.840> FLOW PROCESS FROM NODE UPSTREAM NODE 128.00 128.00 TO NODE ELEVATION = 128.00 IS CODE = 5 424.34 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 21.80 24.00 .00 424.34 CRITICAL DEPTH(FT.) 1.67 VELOCITY (FT/SEC) 6.939 DOWNSTREAM LATERAL #1 LATERAL #2 Q5 48.10 30.00 - 423.84 8.00 24.00 90.00 424.34 18.30 24.00 45.00 424.34 .00===Q5 EQUALS BASIN INPUT=== 2.27 1.01 1.54 00929 01375 9.799 2.546 5.825 ^ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: m>Y=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES "•UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = , DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = . AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01152 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .046 FEET ENTRANCE LOSSES = »«!JUNCTION LOSSES = (DY+HV1-HV2) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.191)+( .000) = 1.191 .JJODE 128.00 : HGL = < 430.580>;EGL= < 431.328>;FLOWLINE= < 424.340> .000 FEET FLOW PROCESS FROM-NODE "1JPSTREAM NODE 124.00 128.00 TO NODE ELEVATION = 124.00 IS CODE = 1 426.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : .PIPE FLOW = PIPE LENGTH = •SF=(Q/K)**2 = ,HF=L*SF = ( 21.80 CFS PIPE DIAMETER = 165.97 FEET MANNING'S N = ( 21.80)/( 226.223))**2 = .00929 165.97)*( .00929) = 1.541 24.00 INCHES .01300 NODE 124.00 : HGL = < 432.121>;EGL= < 432.869>;FLOWLINE= < 426.000> FLOW PROCESS FROM NODE "UPSTREAM NODE 124.00 124.00 TO NODE ELEVATION = 124.00 IS CODE = 5 426.33 (FLOW IS UNDER PRESSURE) # CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 21.80 21.80 .00 .00 DIAMETER (INCHES) 24.00 24.00 .00 .00 ANGLE (DEGREES) 90.00 - .00 .00 FLOWLINE ELEVATION 426.33 426.00 .00 .00 CRITICAL DEPTH (FT.) 1.67 1.67 .00 .00 VELOCITY (FT/SEC) 6.939 6.939 .000 .000 . 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 = .01300; FRICTION SLOPE = 'DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00929 .00929 .00929 JUNCTION LENGTH = FRICTION LOSSES = 4.00 FEET .037 FEET ENTRANCE LOSSES =.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.533)+( .000) = 1.533 NODE 124.00 : HGL = < 433.654>;EGL= < 434.402>;FLOWLINE= < 426.330> FLOW PROCESS FROM NODE UPSTREAM NODE 123.00 124.00 TO NODE ELEVATION = 123.00 IS CODE = 1 427.13 (FLOW IS UNDER PRESSURE) "tALCULATE FRICTION LOSSES(LACFCD): JPIPE FLOW = 21.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH - 80.00 FEET MANNING'S N = .01300 *BF=(Q/K)**2 = (( 21.80)/( 226.224))**2 = .00929 HF=L*SF = ( 80.00)*( .00929) = .743 ***- _ — — — _^ — _^ — — — _ — — _—..— — --.— — — — _-. — —. — — -. — — .- — — .— .— — — — — — — .— — — — — — — .— — — -.-- — — ,— — — ,_- — —.__._„..____ —TODE 123.00 : HGL = < 434.397>;EGL= < 435.145>;FLOWLINE= < 427.130> ^t******************************* JPSTREAM PIPE FLOW CONTROL DATA: *kODE NUMBER = 123.00 FLOWLINE ELEVATION = 427.13 ASSUMED UPSTREAM CONTROL HGL = 428.80 FOR DOWNSTREAM RUN ANALYSIS 1P END OF GRADUALLY VARIED FLOW ANALYSIS 100-YEAR STORM STORM-DRAIN SYSTEM 100-B ************************************************************ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE «. (Reference: LACFCD, LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY ************************** DESCRIPTION OF STUDY ************************** -* VILLAGES A,B,C,D; STORM DRAIN SYSTEM 100B. * •' J-13111; FILE: VAB100B.PIP. * '"* 9-08-97. * ************************************************************************** "FILE NAME: A:VAB100B.PIP ,w TIME/DATE OF STUDY: 8:20 9/ 7/1997 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER • 178 178 178 176 .50- } .00- } .00- } .00- MODEL PROCESS FRICTION JUNCTION FRICTION UPSTREAM RUN PRESSURE PRESSURE+ HEAD ( FT ) MOMENTUM ( POUNDS ) 5. 1. 1. 1. 72* } HYDRAULIC 53 DC 53 DC 53 DC 1127. JUMP 356. 356. 356. 37 84 84 84 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH ( FT ) MOMENTUM ( POUNDS ) .58 1.28* 1.36* 1.35* 850 372 364 364 .20 .60 .39 .57 } FRICTION+BEND 174 170 170 155 8 155 154 .00- } .00- } .00- } .00- } .00- } .00- FRICTION JUNCTION FRICTION JUNCTION FRICTION 1. 1. 1. . . . 53 DC 53*Dc 91* } HYDRAULIC 67*Dc 67 DC 67 DC 356. 356. 138. JUMP 37. 37. 37. 84 84 89 82 82 82 1.35* 1.53*Dc .46 .67*Dc .46* .48* 364 356 46 37 45 44 .58 .84 .14 .82 .50 .64 ) FRICTION+BEND 153 .00- ' MAXIMUM NUMBER OF •67*Dc 37. ENERGY BALANCES USED IN 82 EACH .67*Dc PROFILE = 10 37 .82 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 = 178.50 FLOWLINE ELEVATION = 392.28 ""PIPE FLOW = 18.10 CFS PIPE DIAMETER = 24.00 INCHES a*ASSUMED DOWNSTREAM CONTROL HGL = 398.000 -NODE 178.50 : HGL = < 398.000>;EGL= < 398.515>;FLOWLINE= < 392.280> ****** *********************************************** wFLOW PROCESS FROM NODE 178.50 TO NODE 178.00 IS CODE = 1 UPSTREAM NODE 178.00 ELEVATION = 423.42 (HYDRAULIC JUMP OCCURS) -4Hg|_ — — — — _ — — — — — ________________ CALCULATE FRICTION LOSSES(LACFCD): """PIPE FLOW = 18.10 CFS PIPE DIAMETER = 24.00 INCHES ^ PIPE LENGTH = 92.99 FEET MANNING'S N = .01300 -HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS *" NORMAL DEPTH(FT) = .50 CRITICAL DEPTH(FT) = 1.53 "UPSTREAM CONTROL .ASSUMED FLOWDEPTH(FT) = 1.28 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 1 2 4 6 10 16 30 92 .000 .312 .786 .486 .516 .049 .393 .154 .760 .912 .990 FLOW DEPTH (FT) 1.282 1.204 1.126 1.048 .970 .892 .814 .736 .658 .580 .580 VELOCITY (FT/SEC) 8 9 9 10 11 13 15 17 20 23 23 .505 .156 .928 .853 .973 .347 .060 .240 .083 .910 .910 SPECIFIC ENERGY 2 2 2 2 3 3 4 5 6 9 9 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .406 .507 .658 .878 .198 .660 .338 .354 .925 .463 .463 372 385 403 427 458 500 553 624 719 850 850 .60 .45 .31 .27 .82 .05 .94 .96 .98 .20 .20 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5.72 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) .000 11.325 PRESSURE HEAD (FT) 5.720 2.000 VELOCITY (FT/SEC) 5.761 5.761 SPECIFIC ENERGY (FT) 6.235 2.515 PRESSURE+ MOMENTUM ( POUNDS ) 1127.37 398.12 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 11.325 11.449 11.556 11.651 11.735 11.809 FLOW DEPTH (FT) 2.000 1.953 1.906 1.860 1.813 1.766 VELOCITY (FT/SEC) 5.760 5.795 5.859 5.943 6.045 6.163 SPECIFIC ENERGY (FT) 2.515 2.475 2.440 2.408 2.381 2.356 PRESSURE+ MOMENTUM ( POUNDS ) 398.12 390.20 383.39 377.39 372.15 367.64 11.873 1.719 6.297 11.924 1.673 6.448 11.963 1.626 6.616 11.987 1.579 6.801 11.996 1.532 7.006 92.990 1.532 7.006 END OF HYDRAULIC JUMP ANALYSIS- PRESSURE+MOMENTUM BALANCE OCCURS AT 4.30 FEET UPSTREAM OF NODE 178.50 DOWNSTREAM DEPTH = 4.306 FEET, UPSTREAM CONJUGATE DEPTH = .580 FEET 2 2 2 2 2 2 c .336 .319 .306 .298 .295 .295 TG 363 360 358 357 356 356 .87 .87 .67 .31 .84 .84 NODE 178.00 : HGL = < 424.702>;EGL= < 425.826>;FLOWLINE= < 423.420> **% *******: m FLOW PROCESS FROM NODE UPSTREAM NODE 178.00 ************************* 178.00 TO NODE 178.00 IS CODE = 5 ELEVATION = 423.75 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE » UPSTREAM » DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) JL8.10 18.10 .00 .00 DIAMETER (INCHES) 24.00 24.00 .00 .00 ANGLE (DEGREES) 25.00 - .00 .00 FLOWLINE ELEVATION 423.75 423.42 .00 .00 CRITICAL DEPTH (FT. ) 1.53 1.53 .00 .00 VELOCITY (FT/SEC) 7.989 8.507 .000 .000 .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 = .01300; FRICTION SLOPE = "DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = «• AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01080 00996 01164 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = 4.00 FEET .043 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( .270)+( .000) = .270 .000 FEET NODE 178.00 : HGL = < 425.105>;EGL= < 426.096>;FLOWLINE= < 423.750> ********************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 176.00 IS CODE = 1 UPSTREAM NODE 176.00 ELEVATION = 425.04 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.8.10 CFS PIPE LENGTH =129.47 FEET PIPE DIAMETER = MANNING'S N = 24.00 INCHES .01300 NORMAL DEPTH(FT) = 1.36 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35 1.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) .000 3 .374 7.141 11.407 16.327 22.139 FLOW DEPTH (FT) 1.353 1.353 1.353 1.354 1.354 1.354 VELOCITY (FT/SEC) 7.999 7.998 7.997 7.995 7.994 7.993 SPECIFIC ENERGY (FT) 2.347 2.347 2.347 2.347 2.347 2.347 PRESSURE+ MOMENTUM ( POUNDS ) 364.57 364.56 364.54 364.52 364.50 364 .48 29.246 38.397 51.284 73 .328 129.470 1.354 1.354 1.355 1.355 1.355 7. 991 7.990 7.989 7.987 7.986 2 .347 2.346 2.346 2.346 2.346 364.47 364.45 364.43 364.41 364.39 MNODE 176.00 : HGL = < 426.393>;EGL= < 427.387>;FLOWLINE= < 425.040> ******************************************************* FLOW PROCESS FROM NODE UPSTREAM NODE 174.00 176.00 TO NODE 174.00 IS CODE = 3 ELEVATION = 425.56 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 18.10 CFS CENTRAL ANGLE = 30.000 DEGREES PIPE LENGTH = 51.98 FEET PIPE DIAMETER = 24.00 MANNING'S N = .01300 INCHES NORMAL DEPTH(FT) = 1.35 CRITICAL DEPTH(FT) = UPSTREAM CONTROL .ASSUMED FLOWDEPTH(FT) = 1.35 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.53 , DISTANCE FROM CONTROL (FT) .000 3.366 7.129 11.396 16.323 22.148 29.276 38.470 51.435 51.980 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 .353 .353 .353 .353 .353 .353 .353 .353 .353 .353 VELOCITY (FT/SEC) 8 8 8 8 8 8 7 7 7 7 .000 .000 .000 .000 .000 .000 .999 .999 .999 .999 SPECIFIC ENERGY 2 2 2 2 2 2 2 2 2 2 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .347 .347 .347 .347 .347 .347 .347 .347 .347 .347 364 364 364 364 364 364 364 364 364 364 .58 .58 .58 .58 .58 .58 .58 .58 .57 .57 NODE 174.00 : HGL = < 426.913>;EGL= < 427.907>;FLOWLINE= < 425.560> m "FLOW PROCESS FROM NODE 174.00 TO NODE 170.00 IS CODE = 1 ..UPSTREAM NODE 170.00 ELEVATION = 427.43 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.8.10 CFS PIPE LENGTH = 186.89 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N = .01300 NORMAL DEPTH(FT) = 1.35 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.53 DISTANCE FROM CONTROL (FT) .000 1 3 6 .174 .751 .836 .582 .232 FLOW DEPTH (FT) 1.532 1 1 1 1 1 .514 .496 .478 .461 .443 VELOCITY (FT/SEC) 7.006 7 7 7 7 7 .090 .177 .267 .361 .458 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 2.295 356.84 2 2 2 2 2 .295 .297 .299 .302 .307 356 357 357 358 358 .91 .12 .49 .00 .68 10.187 1.425 7.558 2.312 16.206 1.407 7.663 2.319 25.988 1.389 7.771 2.327 • 44.995 1.371 7.883 2.337 186.890 1.353 8.000 2.347 * 359.51 360.52 361.69 363 .04 364.58 . NODE 170.00 : HGL = < 428 . 962> ;EGL= < 429 . 725> ; FLOWLINE= < 427.430> _***************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 5 •UPSTREAM NODE 170.00 ELEVATION = 427.93 (FLOW is AT CRITICAL DEPTH) * CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. UPSTREAM 3.10 18.00 .00 427.93 .67 DOWNSTREAM 18.10 24.00 - 427.43 1.53 LATERAL #1 9.80 18.00 .00 427.93 1.21 LATERAL #2 5.20 18.00 65.00 427.93 .88 Q5 _ .00===Q5 EQUALS BASIN INPUT=== 0 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 = .01300; FRICTION SLOPE = .00087 •DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00734 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00410 "JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .016 FEET ENTRANCE LOSSES = .000 JUNCTION LOSSES = (DY+HV1-HV2) + (ENTRANCE LOSSES) -JUNCTION LOSSES = ( .167)+( .000) = .167 VELOCITY ) (FT/SEC) 1.754 7.008 5.568 2.955 FEET NODE 170.00 : HGL = < 429.844>;EGL= < 429.892>;FLOWLINE= < 427.930> ***************************************************************************** ™ FLOW PROCESS FROM NODE 170.00 TO NODE 155.00 IS CODE = 1 UPSTREAM NODE 155.00 ELEVATION = 430.67 (HYDRAULIC JUMP OCCURS). «•» CALCULATE FRICTION LOSSES(LACFCD): "*PIPE FLOW = 3.10 CFS PIPE DIAMETER = 18.00 INCHES ** PIPE LENGTH = 129.32 FEET MANNING'S N = .01300 * HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ""NORMAL DEPTH(FT) = .46 CRITICAL DEPTH(FT) =' .67 ""UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .67 jjgtt_, . _ _ ___ _._ ___ ._ _ _ r__ . __ __ __ . .. - - _ _ __ _ —- _ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: •m •:<m .** »«8 DISTANCE FROM CONTROL (FT) .000 .086 .376 .931 1.838 3.239 5.366 8.659 FLOW DEPTH (FT) .670 .649 .627 .606 .585 .564 .543 .522 VELOCITY (FT/SEC) 4.059 4.234 4.423 4.630 4.855 5.102 5.373 5.672 SPECIFIC ENERGY (FT) .926 .927 .931 .939 .951 .968 .991 1.021 PRESSURE+ MOMENTUM ( POUNDS ) 37.82 37.88 38.08 38.41 38.90 39.56 40.41 41.46 14.108 .500 6.002 1.060 42.75 24.890 .479 6.370 1.110 44.29 129.320 .458 6.780 1.172 46.14 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.91 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 1.914 1.754 1.962 138.89 20.375 1.500 1.754 1.548 93.24 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: " DISTANCE FROM CONTROL (FT) 20 24 28 31 35 39 42 45 48 50 51 129 .375 .343 .201 .977 .661 .227 .631 .795 .582 .731 .681 .320 PRESSURE+MOMENTUM DOWNSTREAM FLOW DEPTH VELOCITY (FT) (FT/SEC) 1. 1. 1. 1. 1. 1. 1. m . f m . T7TJFItLDtU BALANCE DEPTH = 500 417 334 251 168 085 002 919 836 753 670 670 1. 1. 1. 1. 2. 2. 2. 2. 3. 3. 4. 4. 754 793 866 968 099 264 471 731 062 491 059 059 OF HYDRAULIC OCCURS AT .932 FEET, SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 . r , . f f . , m t . r JUMP ANALYSI 45.29 FEET 548 467 388 311 236 165 097 035 982 942 926 926 UPSTREAM OF UPSTREAM CONJUGATE DEPTH 93 84 76 68 61 54 49 44 41 38 37 37 NODE .24 .40 .06 .28 .16 .78 .23 .60 .03 .68 .82 .82 170.00 = .467 FEET •"NODE 155.00 : HGL = < 431.340>;EGL= < 431.596>;FLOWLINE= < 430.670> '""** ************************************************************** « FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 5 UPSTREAM NODE 155.00 ELEVATION = 431.00 (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 DEPTH(FT.) (FT/SEC) •- UPSTREAM 3.10 18.00 60.00 431.00 .67 6.644 DOWNSTREAM 3.10 18.00 - 430.67 .67 4.060 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .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 = .01300; FRICTION SLOPE = .02001 *. DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00516 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01259 • JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .050 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .555)+( .000) = .555 NODE 155.00 : HGL = < 431.465>;EGL= < 432.150>;FLOWLINE= < 431.000> ************************************************** " FLOW PROCESS FROM NODE 155.00 TO NODE 154.00 IS CODE = 1 .UPSTREAM NODE 154.00 ELEVATION = 435.55 (FLOW IS SUPERCRITICAL) • CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.10 CFS PIPE DIAMETER = 18.00 INCHES * PIPE LENGTH = 227.40 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = .46 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: .67 DISTANCE FROM CONTROL (FT) .000 1.851 3.933 6.307 9.063 12.343 16.380 21.615 29.037 41.822 227.400 FLOW DEPTH (FT) .475 .474 .473 .472 .471 .470 .469 .468 .467 .466 .465 VELOCITY (FT/SEC) 6.449 6 6 6 6 6 6 6 6 6 6 .468 .487 .506 .525 .544 .564 .583 .603 .622 .642 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1.121 44.64 1 1 1 1 1 1 1 1 1 1 .124 .127 .130 .133 .135 .138 .141 .144 .147 .150 44 44 44 44 45 45 45 45 45 45 .73 .81 .89 .98 .06 .15 .24 .33 .42 .50 NODE 154.00 : HGL = < 436.025>;EGL= < 436.671>;FLOWLINE= < 435.550> r********************************************************************* - FLOW PROCESS FROM NODE UPSTREAM NODE 153.00 154.00 TO NODE 153.00 IS CODE = 3 ELEVATION = 436.60 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 3 .10 CFS CENTRAL ANGLE = 45.000 DEGREES PIPE LENGTH = 47.59 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = .01300 NORMAL DEPTH(FT) = .45 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .67 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: .67 DISTANCE FROM CONTROL (FT) .000 .086 .374 .924 1.826 3.220 5.337 FLOW DEPTH (FT) .670 .648 .627 .605 .583 .562 .540 VELOCITY (FT/SEC) 4.059 4.238 4.432 4.644 4.877 5.131 5.412 SPECIFIC ENERGY (FT) .926 .927 .932 .940 .953 .971 .995 PRESSURE+ MOMENTUM ( POUNDS ) 37.82 37.89 38.09 38.44 38.96 39.65 40.54 8.619 14.054 24 .819 47.590 .518 .497 .475 .475 5.722 6.066 6.449 6.449 1.027 1.068 1.121 1.121 41.65 43.01 44.64 44.64 -NODE 153.00 : HGL = < 437.270>;EGL= < 437.526>;FLOWLINE= < 436.600> *** ****************************************************** „ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 153.00 FLOWLINE ELEVATION = 436.60 ••ASSUMED UPSTREAM CONTROL HGL = 437.27 FOR DOWNSTREAM RUN ANALYSIS to END OF GRADUALLY VARIED FLOW ANALYSIS 100-YEAR STORM STORM-DRAIN SYSTEM 200A r ***•:************* «. PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) — (c) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.6B Release Date: 08/01/95 License ID 1261*mi Analysis prepared by: •** Rick Engineering Company 5620 Friars Road San Diego, CA 92110-2596 (619) 291-0707 ,,************************** DESCRIPTION OF STUDY ************************** " STORM DRAIN 200A. * *"* J-13111; FILE: VCD200.PIP. * * 4-21-98. * ************************************************************************** —FILE NAME: A:VCD200.PIP TIME/DATE OF STUDY: 6:46 4/20/1998 (•****•*•*** NODE NUMBER 270 260 • 260 250 250 230 *«* 230 — 225 " 225 211 .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 FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION HEAD ( FT ) MOMENTUM ( POUNDS ) 3. 3 . 2. 2. 6. 4. 4. 4. 4. 1. 00* 00* 07* 99* 54* 37* 68* 45* 63* } HYDRAULIC 15 DC 1189. 1190. 1231. 1412. 1363. 938. 998. 952. 513. JUMP 150. 99 00 90 07 51 33 74 98 30 14 DEPTH 1 1 1 1 1 1 1 1 ( FT ) MOMENTUM ( POUNDS ) .78 .67 .96 DC .96 DC .13 .65 DC ' .55 .65 DC .80 .83* 1043 . 1079. 1214. 1214. 530. 444. 447. 444. 177. 171. 94 95 89 89 20 86 49 86 25 61 } FRICTION+BEND 210 !,«« 210 , 205 .00- } .00- } .00- - MAXIMUM JUNCTION FRICTION NUMBER OF 1. 1. 1. 15*Dc 53* } HYDRAULIC 12*Dc 150. 163. JUMP 140. ENERGY BALANCES USED IN 14 78 85 EACH 1 1 .15*Dc .84 .12*Dc 150. 157. 140. 14 83 85 PROFILE = 10 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST ""CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA— DESIGN MANUALS. ***************************************************************************** -DOWNSTREAM PIPE FLOW CONTROL DATA: ^ NODE NUMBER = 270.00 FLOWLINE ELEVATION = 417.00 *"* PIPE FLOW = 40.70 CFS PIPE DIAMETER = 30.00 INCHES .ASSUMED DOWNSTREAM CONTROL HGL = 420.000 -NODE 270.00 : HGL = < 420.000>;EGL= < 421.067>;FLOWLINE= < 417.000> "k**************************************************************************** .« FLOW PROCESS FROM NODE 270.00 TO NODE 260.00 IS CODE = 1 UPSTREAM NODE 260.00 ELEVATION = 417.33 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): """ PIPE FLOW = 40.70 CFS PIPE DIAMETER = 30.00 INCHES „ PIPE LENGTH = 33.52 FEET MANNING'S N = .01300 SF=(Q/K)**2 = ((_ 40.70)/( 410.165))**2 = .00985 - HF=L*SF = ( 33.52)*( .00985) = .330 "NODE 260.00 : HGL = < 420.330>;EGL= < 421.398>;FLOWLINE= < 417.330> ******************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 5 UPSTREAM NODE 260.00 ELEVATION = 417.83 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 40.70 40.70 .00 .00 DIAMETER (INCHES) 24.00 30.00 .00 .00 ANGLE (DEGREES) 40.00 - .00 .00 FLOWLINE ELEVATION 417.83 417.33 .00 .00 CRITICAL DEPTH (FT. ) 1.96 2.14 .00 .00 VELOCITY (FT/SEC) 12.955 8.291 .000 .000 . 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 = .01300; FRICTION SLOPE = .03237 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00985 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02111 JUNCTION LENGTH = 4.00 FEET "FRICTION LOSSES = .084 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.110)+( .000) = 1.110 NODE 260.00 : HGL = < 419.902>;EGL= < 422.508>;FLOWLINE= < 417.830> ************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 250.00 IS CODE = 1 UPSTREAM NODE 250.00 ELEVATION = 418.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.70 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 44.77 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 40.70)/( 226.224))**2 = .03237 HF=L*SF = ( 44.77)*( .03237) = 1.449 NODE 250.00 : HGL = < 421.351>;EGL= < 423.957>;FLOWLINE= < 418.360> if******************************************************************- FLOW PROCESS FROM NODE UPSTREAM NODE 250.00 250.00 TO NODE ELEVATION = 250.00 IS CODE = 5 418.69 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER (CFS) (INCHES) 21.20 24.00 40.70 24.00 15.00 24.00 4.50 18.00 ANGLE (DEGREES) .00 - 90.00 90.00 FLOWLINE ELEVATION 418.69 418.36 419.19 419.19 CRITICAL DEPTH (FT. ) 1.65 1.96 1.40 .81 VELOCITY (FT/SEC) 6.748 12.955 4.775 2.546 .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 = .01300; FRICTION SLOPE = .00878 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .03237 -AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02057 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .082 FEET ENTRANCE LOSSES = .000 FEET „ JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.981)+( .000) = 1.981 NODE 250.00 : HGL = < 425.231>;EGL= < 425.938>;FLOWLINE= < 418.690> ***************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 230.00 250.00 TO NODE ELEVATION = 230.00 IS CODE = 1 421.88 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.20 CFS PIPE DIAMETER = PIPE LENGTH = 116.27 FEET MANNING'S N = SF=(Q/K)**2 = (( 21.20)/( 226.224))**2 = .00878 HF=L*SF = ( 116.27)*( .00878) = 1.021 24.00 INCHES .01300 NODE 230.00 : HGL = < 426 . 252>;EGL= < 426.959>;FLOWLINE= < 421.880> ***************** FLOW PROCESS FROM NODE UPSTREAM NODE 230.00 230.00 TO NODE ELEVATION = :********** 230.00 IS CODE = 5 422.21 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 21.20 21.20 .00 .00 DIAMETER (INCHES) 24.00 24.00 .00 .00 ANGLE (DEGREES) 55.00 - .00 .00 FLOWLINE ELEVATION 422.21 421.88 .00 .00 CRITICAL DEPTH (FT. ) 1.65 1.65 .00 .00 VELOCITY (FT/SEC) 6.748 6.748 .000 .000 . 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 = .01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00878 JUNCTION LENGTH = 4.00 FEET 00878 00878 'FRICTION LOSSES = .035 FEET ENTRANCE LOSSES = .000 FEET ,JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .638)+( .000) = .638 NODE 230.00 : HGL = < 426.890>;EGL= < 427.598>;FLOWLINE= < 422.210> *********************************************************************** ""FLOW PROCESS FROM NODE 230.00 TO NODE 225.00 is CODE = i -UPSTREAM NODE 225.00 ELEVATION = 424.13 (FLOW IS UNDER PRESSURE) -CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.20 CFS PIPE DIAMETER = 24.00 INCHES ""PIPE LENGTH = 192.05 FEET MANNING'S N = .01300 —SF=(Q/K)**2 = (( 21.20)/( 226.224))**2 = .00878 HF=L*SF = ( 192.05)*( .00878) = 1.687 NODE 225.00 : HGL = < 428.577>;EGL= < 429.284>;FLOWLINE= < 424.130>•MT ****************************************************: FLOW PROCESS FROM-NODE - UPSTREAM NODE 225.00 225.00 TO NODE 225.00 IS CODE = 5 ELEVATION = 424.63 (FLOW IS UNDER PRESSURE) "CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM ' LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 8.80 21.20 12.40 .00 DIAMETER (INCHES) 18.00 24.00 18.00 .00 ANGLE (DEGREES) 82.00 - 12.00 .00 FLOWLINE ELEVATION 424.63 424.13 424.63 .00 CRITICAL DEPTH (FT. ) 1.15 1.65 1.33 .00 VELOCITY (FT/SEC) 4.980 6.748 7.017 .000 . 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 = .01300; FRICTION SLOPE = «, DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00790 00702 00878 *" JUNCTION LENGTH = FRICTION LOSSES = "JUNCTION LOSSES = « JUNCTION LOSSES = 4.00 FEET .032 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( .366)+( .000) = .366 .000 FEET - NODE 225.00 : HGL = < 429.265>;EGL= < 429.650>;FLOWLINE= < 424.630> ******************** „FLOW PROCESS FROM NODE UPSTREAM NODE 211.00 r***************** 225.00 TO NODE 211.00 IS CODE = 1 ELEVATION = 431.10 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.80 CFS PIPE LENGTH = 280.92 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = .01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = .80 CRITICAL DEPTH(FT) = 1.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .83 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 3 6 10 15 21 28 37 50 73 280 .000 .114 .639 .687 .418 .084 .104 .266 .340 .003 .920 FLOW DEPTH (FT) .831 .828 .824 .821 .817 .814 .810 .806 .803 .799 .799 VELOCITY (FT/SEC) 8 8 8 8 8 8 9 9 9 9 9 .750 .796 .844 .891 .940 .988 .038 .088 .138 .189 .198 SPECIFIC ENERGY 2 2 2 2 2 2 2 2 2 2 2 PRESSURE+ (FT) MOMENTUM (POUNDS) .021 .030 .039 .049 .059 .069 .079 .090 .100 .111 .113 171 172 172 173 173 174 175 175 176 177 177 .61 .18 .76 .35 .96 .57 .19 .83 .48 .13 .25 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS **""*- — — ~ -— — ^ ~ — ~:rr = =^ — ~ = rr:= — — — r: — ~ = =: — — — •= — —- — -=~ — — = — — — = — — — = — :: ^DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = „ PRESSURE FLOW PROFILE COMPUTED INFORMATION: 4.63 DISTANCE FROM CONTROL (FT) .000 195.761 PRESSURE HEAD (FT) 4.635 1.500 VELOCITY (FT/SEC) 4.980 4.980 SPECIFIC ENERGY (FT) 5.020 1.885 PRESSURE+ MOMENTUM ( POUNDS ) 513 .30 167.62 -ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM * CONTROL (FT) 195.761 197.619 199.186 200.577 201.815 202.906 203.848 204 .626 205.223 205.611 205.751 280.920 * PRESSURE+MOMENTUM DOWNSTREAM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) 1.500 1.465 1.430 1.394 1.359 1.324 1.289 1.254 1.218 1.183 1.148 1.148 •r-, -KJ-p, f\ T71 (FT/SEC) ENERGY (FT) MOMENTUM ( POUNDS ) 4.978 5.009 5.064 5.138 5.226 5.329 5.445 5.576 5.722 5.883 6.061 6.061 TTVTIDTVTTT TO TTTlVm 7\ BALANCE OCCURS AT 190.37 DEPTH = 1.586 FEET, UPSTREAM 1.885 1.855 1.828 1.805 1.784 1.765 1.750 1.737 1.727 1.721 1.719 1.719 KTZVT VCJTC!INrvLl X O J- O FEET UPSTREAM OF CONJUGATE DEPTH 167.62 164.27 161.39 158.85 156.63 154 .72 153 .12 151.85 150.91 150.33 150.14 150.14 NODE 225.00 .799 FEET *" NODE 211.00 : HGL = < 431.931>;EGL= < 433.121>;FLOWLINE= < 431.100> ******************************************************* , FLOW PROCESS FROM NODE 211.00 TO NODE 210.00 IS CODE = 3 UPSTREAM NODE 210.00 ELEVATION = 432.36 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): * PIPE FLOW = 8.80 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 31.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 54.87 FEET NORMAL DEPTH(FT) =.80 CRITICAL DEPTH(FT) =1.15 •"UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.15 ""GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ,*m DISTANCE FROM - CONTROL (FT) 1 ,*, 3 5 9 15 25 44 54 ?<«*-* .000 .161 .698 .717 .375 .918 .764 .696 .478 .784 .870 FLOW DEPTH (FT) 1. 1. 1. 1. 1. . . m t . . 148 113 078 043 007 972 937 902 867 832 831 VELOCITY (FT/SEC) 6 6 6 6 6 7 7 7 8 8 8 .061 .257 .473 .710 .971 .259 .576 .927 .316 .748 .750 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1. 1. 1. 1. 1. 1. 1. 1. 1. 2. 2. 719 721 729 742 762 791 829 878 941 021 021 150 150 150 152 153 155 158 162 166 171 171 .14 .34 .99 .10 .73 .92 .73 .22 .47 .59 .61 NODE 210.00 : HGL = < 433.508>;EGL= < 434.079>;FLOWLINE= < 432.360> „************************************: FLOW PROCESS FROM NODE 'UPSTREAM NODE 210.00 210.00 TO NODE ELEVATION = r************ 210.00 IS CODE = 5 432.69 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 8.40 8.80 .00 .00 DIAMETER (INCHES) 18.00 18.00 .00 .00 ANGLE (DEGREES) 50.00 - .00 .00 FLOWLINE ELEVATION 432.69 432.36 .00 .00 CRITICAL DEPTH (FT.) 1.12 1.15 .00 .00 VELOCITY (FT/SEC) 4.753 6.063 .000 .000 .40===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 = .01300; FRICTION SLOPE = •DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00723 00639 00806 'JUNCTION LENGTH = ,FRICTION LOSSES = JUNCTION LOSSES = •JUNCTION LOSSES = 4.00 FEET .029 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( .381)+( .114) = .495 .114 FEET NODE 210.00 : HGL = < 434.224>;EGL= < 434.574>;FLOWLINE= < 432.690> FLOW PROCESS FROM NODE UPSTREAM NODE 205.00 *********************** 210.00 TO NODE 205.00 IS CODE = 1 ELEVATION = 436.33 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW = 8.40 CFS PIPE LENGTH = 182.06 FEET PIPE DIAMETER = MANNING'S N = 18.00 INCHES .01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = .81 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.12 1.12 """GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: "DISTANCE FROM - CONTROL (FT) .000 *** 1 „ 3 5 9 15 24 43 182 .158 .684 .681 .303 .788 .537 .306 .798 .478 .060 FLOW DEPTH (FT) 1.122 1.091 1.059 1.028 .996 .965 .933 .902 .870 .839 .835 VELOCITY (FT/SEC) 5.921 6 6 6 6 6 7 7 7 8 8 .099 .294 .506 .737 .989 .264 .566 .896 .260 .306 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1.667 140.85 1 1 1 1 1 1 1 1 1 1 .669 .675 .686 .702 .724 .753 .791 .839 .899 .907 141 141 142 143 145 147 150 153 157 157 .01 .51 .39 .65 .35 .52 .20 .45 .32 .83 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS«ur ..DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 1.53 -PRESSURE FLOW PROFILE COMPUTED INFORMATION: ""DISTANCE FROM „. CONTROL (FT) .000 2.467 PRESSURE HEAD (FT) 1.534 1.500 VELOCITY (FT/SEC) 4.753 4.753 SPECIFIC ENERGY (FT) 1.884 1.851 PRESSURE+ MOMENTUM ( POUNDS ) 163.78 160.08 "ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 'GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 2 4 6 8 10 11 12 13 14 15 15 182 it** .467 .826 .832 .625 .235 .666 .913 .955 .764 .297 .492 .060 PRES SURE +MOMENTUM FLOW DEPTH VELOCITY (FT) (FT/SEC) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. TT'NTT*JliJN JJ BALANCE DOWNSTREAM DEPTH = 500 462 424 387 349 311 273 236 198 160 122 122 4 . 4. 4. 4. 5. 5. 5. 5. 5. 5. 5. 5. 752 784 843 921 016 125 251 392 550 726 921 921 OF HYDRAULIC OCCURS AT 1.476 FEET, SPECIFIC PRESSURE+ ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 JUMP ANALYS 3 . 94 FEET ( FT ) MOMENTUM ( POUNDS ) .851 .818 .789 .763 .740 .719 .702 .687 .677 .670 .667 .667 TC-Lo UPSTREAM OF UPSTREAM CONJUGATE DEPTH 160 156 153 150 148 145 144 142 141 141 140 140 NODE .08 .45 .31 .52 .07 .96 .18 .76 .72 .07 .85 .85 210 .00 .835 FEET NODE 205.00 : HGL = < 437.452>;EGL= < 437.997>;FLOWLINE= < 436.330> **************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 205.00 FLOWLINE ELEVATION = 436.33 "ASSUMED UPSTREAM CONTROL HGL = 437.45 FOR DOWNSTREAM RUN ANALYSIS *************** ..END OF GRADUALLY VARIED FLOW ANALYSIS 100-YEAR STORM STORM-DRAIN SYSTEM 200B r**************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-95 Advanced Engineering Software (aes) m Ver. 5.6B Release Date: 08/01/95 License ID 1261 Analysis prepared by: ** Rick Engineering Company 5620 Friars Road San Diego, CA 92110-2596 (619) 291-0707 *************************** DESCRIPTION OF STUDY ************************** J VILLAGES A,B,C,D; STORM DRAIN SYSTEM 20OB. * ** J-13111; FILE: VC200B.PIP. * .* 4-21-98. * ************************************************************************** . FILE NAME TIME /DATE w : A:VC200B.PIP OF STUDY : 6:38 4/20/1998 GRADUALLY VARIED FLOW ANALYSIS FOR NODAL POINT STATUS (Note:M * ii indicates nodal TABLE point UPSTREAM RUN NODE ' NUMBER , 270. 260. 260. 250. 250. 240. 240. ' 239. 239. 239. 239. 239. 00- } 00- } 00- } 00- } 00- } 00- } 00- } 50- } 50- } 30- } 30- } 00- MODEL PROCESS FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION MANHOLE FRICTION JUNCTION FRICTION MAXIMUM NUMBER OF PRESSURE HEAD 3 3 2 2 6 6 6 1 1 1 2 2 (FT) .00* .00* .07* .99* .69* .55* .71* } .21 .21 PRESSURE+ ***** PIPE ********^ SYSTEM t************** data used. ) DOWNSTREAM FLOW MOMENTUM ( POUNDS ) 1189. 1190. 1231. 1412. 1277. 1249. 764. HYDRAULIC JUMP DC 176. DC 176. .21*Dc 176. .12* .10* 259. 256. ENERGY BALANCES USED IN 99 00 90 07 22 04 52 83 83 83 04 52 DEPTH 1 1 1 1 1 1 1 1 1 RUN PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .78 .67 .96 DC .96 DC .36 .45 DC .61 .67* .69* .21*Dc .21 DC .21 DC 1043 1079 1214 1214 308 306 293 262 252 176 176 176 .94 .95 .89 .89 .58 .61 .90 .17 .16 .83 .84 .83 EACH PROFILE = 10 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA .„ DESIGN MANUALS. f^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^-DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 270.00 FLOWLINE ELEVATION = 417.00 "PIPE FLOW = 40.70 CFS PIPE DIAMETER = 30.00 INCHES ^ASSUMED DOWNSTREAM CONTROL HGL = 420.000 ... NODE 270.00 : HGL = < 420.000>;EGL= < 421.067>;FLOWLINE= < 417.000> ••It**************************************************************************** _FLOW PROCESS FROM NODE 270.00 TO NODE 260.00 IS CODE = 1 "UPSTREAM NODE 260.00 ELEVATION = 417.33 (FLOW is UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.70 CFS PIPE DIAMETER = PIPE LENGTH = 33.52 FEET MANNING'S N = SF=(Q/K)**2 = (( 40.70)/( 410.165))**2 = .00985 HF=L*SF = ( 33.52)*( .00985) = .330 30.00 INCHES .01300 NODE 260.00 : HGL = < 420.330>;EGL= < 421.398>;FLOWLINE= < 417.330> ***************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 5 UPSTREAM NODE 260.00 ELEVATION = 417.83 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 40.70 40.70 .00 .00 DIAMETER (INCHES) 24.00 30.00 .00 .00 ANGLE (DEGREES) 40.00 - .00 .00 FLOWLINE ELEVATION 417.83 417.33 .00 .00 CRITICAL DEPTH (FT. ) 1.96 2.14 .00 .00 VELOCITY (FT/SEC) 12.955 8.291 .000 .000 . 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 = .01300; FRICTION SLOPE = .03237 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00985 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02111 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .084 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.110)+( .000) = 1.110 NODE 260.00 : HGL = < 419.902>;EGL= < 422.508>;FLOWLINE= < 417.830> *********************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 250.00 260.00 TO NODE ELEVATION = 250.00 IS CODE = 1 418.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 40.70 CFS PIPE DIAMETER = 44.77 FEET MANNING'S N = ( 40.70)/( 226.224))**2 = .03237 44.77)*( .03237) = 1.449 24.00 INCHES .01300 NODE 250.00 : HGL = < 421.351>;EGL= < 423.957>;FLOWLINE= < 418.360> ************************************************************ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 5 UPSTREAM NODE 250.00 ELEVATION = 418.69 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER (CFS) (INCHES) 16.20 24.00 40.70 24.00 20.00 24.00 4.50 18.00 ANGLE (DEGREES) 90.00 - .00 90.00 FLOWLINE ELEVATION 418.69 418.36 419.19 418.69 CRITICAL DEPTH (FT. ) 1.45 1.96 1.61 .81 VELOCITY (FT/SEC) 5.156 12.955 6.366 2.546 . 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 = .01300; FRICTION SLOPE = .00513 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .03237 --,AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01875 JUNCTION LENGTH =- 4.00 FEET -FRICTION LOSSES = .075 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.835)+( .000) = 1.835 NODE 250.00 : HGL = < 425.379>;EGL= < 425.792>;FLOWLINE= < 418.690> :******************** FLOW PROCESS FROM NODE UPSTREAM NODE 240.00 250.00 TO NODE 240.00 IS CODE = 1 ELEVATION = 419.08 (FLOW IS UNDER PRESSURE) -CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 16.20 CFS PIPE DIAMETER = 24.00 INCHES "PIPE LENGTH = 48.01 FEET MANNING'S N = .01300 ^SF=(Q/K)**2 = (( 16.20)/( 226.216))**2 = .00513 HF=L*SF = ( 48.01)*( .00513) = .246 NODE 240.00 : HGL = < 425.626>;EGL= < 426.039>;FLOWLINE= < 419.080> ******************************************: FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = UPSTREAM NODE 240.00 ELEVATION = 419.58 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES : PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 9.90 16.20 4.80 .00 DIAMETER (INCHES) 18.00 24.00 18.00 .00 ANGLE (DEGREES) 44.00 - 90.00 .00 FLOWLINE ELEVATION 419.58 419.08 419.58 .00 CRITICAL DEPTH (FT. ) 1.21 1.45 .84 .00 VELOCITY (FT/SEC) 5.602 5.157 2.716 .000 1.50===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 = .01300; FRICTION SLOPE = .00888 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00513 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00701 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .028 FEET ENTRANCE LOSSES = .083 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) '"*JUNCTION LOSSES = ( . 655) + ( .083) = .737 NODE 240.00 : HGL = < 426.288>;EGL= < 426.776>;FLOWLINE= < 419.580> •,*» ********************************************************* "FLOW PROCESS FROM NODE 240.00 TO NODE 239.50 IS CODE = 1 ^UPSTREAM NODE 239.50 ELEVATION = 436.83 (HYDRAULIC JUMP OCCURS) -CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.90 CFS PIPE DIAMETER = 18.00 INCHES ***PIPE LENGTH = 222.14 FEET MANNING'S N = .01300 "HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = .60 CRITICAL DEPTH(FT) = 1.21 ^UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .67 ..GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) .000 2.683 5.741 9.278 13.440 18.460 24.724 32.957 44 .790 65.449 222 .140 FLOW DEPTH (FT) .670 .663 .656 .649 .642 .636 .629 .622 .615 .608 .607 VELOCITY (FT/SEC) 12 13 13 13 13 13 14 14 14 14 14 .961 .137 .318 .504 .694 .890 .091 .298 .511 .729 .761 SPECIFIC ENERGY 3 3 3 3 3 3 3 3 3 3 3 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .280 .345 .412 .483 .556 .633 .714 .798 .886 .979 .992 262 265 268 271 274 278 281 285 289 293 293 .17 .23 .37 .62 .97 .42 .97 .64 .43 .33 .90 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 6.71 PRESSURE FLOW PROFILE COMPUTED INFORMATION: •DISTANCE FROM CONTROL (FT) .000 75.736 PRESSURE HEAD (FT) 6.708 1.500 VELOCITY (FT/SEC) 5.602 5.602 SPECIFIC ENERGY (FT) 7.196 1.987 PRESSURE+ MOMENTUM ( POUNDS ) 764.52 190.18 ™ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 "GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: " DISTANCE FROM , CONTROL (FT) 75.736 76.089 76.384 76.642 76.867 77.061 77.224 77.355 77.452 FLOW DEPTH (FT) 1.500 1.471 1.443 1.414 1.385 1.357 1.328 1.299 1.271 VELOCITY (FT/SEC) 5.601 5.626 5.672 5.732 5.804 5.887 5.981 6.085 6.200 SPECIFIC ENERGY (FT) 1.987 1.963 1.942 1.924 1.909 1.895 1.884 1.875 1.868 PRESSURE+ MOMENTUM ( POUNDS ) 190.18 187.51 185.26 183.30 181.62 180.19 179.00 178.07 177.39 77.513 1.242 6.326 1.864 176.98 77.534 1.213 6.463 1.862 176.83 222.140 1.213 6.463 1.862 176.83 '«* END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 62.09 FEET UPSTREAM OF NODE 240.00 DOWNSTREAM DEPTH = 2.439 FEET, UPSTREAM CONJUGATE DEPTH = .607 FEET ""NODE 239.50 : HGL = < 437.500>;EGL= < 440.110>;FLOWLINE= < 436.830> ***************************************************************** ***FLOW PROCESS FROM NODE 239.50 TO NODE 239.50 IS CODE = 2 ^UPSTREAM NODE 239.50 ELEVATION = 437.16 (FLOW IS SUPERCRITICAL) —CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 9.90 CFS PIPE DIAMETER = 18.00 INCHES "AVERAGED VELOCITY HEAD = 2.495 FEET (>HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 2.495) = .125 ,NODE 239.50 : HGL = < 437.854>;EGL= < 440.235>;FLOWLINE= < 437.160> T* **************************************************************************** FLOW PROCESS FROM NODE 239.50 TO NODE 239.30 IS CODE = 1 UPSTREAM NODE 239.30 ELEVATION = 455.89 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 322.85 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = .65 CRITICAL DEPTH(FT) = 1.21 -UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.21 "GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ^^ . ._ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ ~ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 1.212 6.469 1.862 176.83 .132 1.156 6.773 1.869 177.42 .563 1.100 7.126 1.889 179.23 1.387 1.044 7.538 1.927 182.41 2.747 .988 8.018 1.987 187.17 4.874 .932 8.579 2.075 193.75 8.162 .876 9.237 2.202 202.50 ^ 13.363 .820 10.016 2.379 213.85 *""* 22.192 .764 10.946 2.625 ' 228.38 40.182 .708 12.067 2.970 246.88 322.850 .694 12.378 3.075 252.16 «L NODE 239.30 : HGL = < 457.102>;EGL= < 457.752>;FLOWLINE= < 455.890> W» **************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 239.30 239.30 TO NODE 239.30 IS CODE = 5 ELEVATION = 456.22 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 9.90 18.00 90.00 456.22 9.90 18.00 - 455.89 .00 .00 .00 .00 CRITICAL DEPTH(FT.) 1.21 1.21 .00 VELOCITY (FT/SEC) 5.602 6.465 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .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 mUPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00888 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00910 -AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00899 JUNCTION LENGTH = 4.00 FEET "FRICTION LOSSES = .036 FEET ENTRANCE LOSSES = .000 FEET mJUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) "JUNCTION LOSSES = ( i.oso)+( .000) = i.oso NODE 239.30 : HGL = < 458.344>;EGL= < 458.832>;FLOWLINE= < 456.220> ****************************************************************************** "FLOW PROCESS FROM NODE 239.30 TO NODE 239.00 is CODE = i UPSTREAM NODE 239.00 ELEVATION = 456.97 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 81.86 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 9.90)/( 105.044))**2 = .00888 HF=L*SF = ( 81.86)*( .00888) = .727 NODE 239.00 : HGL = < 459.072>;EGL= < 459.559>;FLOWLINE= < 456.970> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: "NODE NUMBER = 239.00 FLOWLINE ELEVATION = 456.97 ASSUMED UPSTREAM CONTROL HGL = 458.18 FOR DOWNSTREAM RUN ANALYSIS S* END OF GRADUALLY VARIED FLOW ANALYSIS APPENDIX C INLET DESIGN CALCULATIONS JOB NO. 13111 AUGUST 13, 1997 REVISED January 06,1998 File: vabtab.002 RANCHO CARRILLO NORTHWEST VILLAGES A, B, C & D SUMMARY OF INLET DESIGN NODE NO. 104 105 118 119 138 139 175 179 185 189 153 169 165 160 205 215 220 235 238 240 STATION 12+40 12+00 10+57.65 10+57.50 14+68.11 14+64.62 10+61. 50 LT. 10+61. 50 RT. 10+96.32 RT. 1 0+96.32 LT. 13+82.85 14+17.59 14+22.61 15+22.32 CUL-DE-SAC 21+62 21+56 28+60 10+65LT. 10+65RT. STREET NAME RANCHO DEL CANON RANCHO DEL CANON PASEO HERMOSA PASEO HERMOSA PASEO ACAMPO PASEO ACAMPO RANCHO LATIGO RANCHO LATIGO RANCHO BRAVADO RANCHO BRAVADO PASEO TAPAJOS RANCHO LATIGO RANCHO LATIGO RANCHO CHARRO RANCHO LA PRESA PASEO AIROSO PASEO AIROSO RANCHO BRAVADO PASEO VALINDO PASEO VALINDO STREET SLOPE ON GRADE/ SUMP CONDITION 1% 1% SUMP CONDITION 1% SUMP CONDITION SUMP CONDITION 4% 4% 1% 1% SUMP CONDITION 1% 1% SUMP CONDITION SUMP CONDITION SUMP CONDITION SUMP CONDITION 4.8% SUMP CONDITION SUMP CONDITION Q100 CFS 5.9 3.6 6.0 5.3 4.3 2.6 7.4 4.5 5.4 2.2 3.1 6.4 3.8 5.3 8.4 7.2 6.8 5.3 .5.4 2.5 INLET LENGTH FT 15 11 5 14 5 5 20 15 14 8 5 16 11 5 6 6 5 17 5 5 J-13111 08/13/97; Revised 12-09-97 VABCD.INL CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY***4tttt444**t**tttt***t****t4tt**4*t****t**t***4***tt***44************* NODE 104 DISCHARGE = 5.9 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .39 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 13.7 FT LENGTH OF INLET OPENING = 14 FT LENGTH OF INLET TO BE USED = 15 FT ttt*t******tt******4*****t****t**t*****t*****************t*tt*****t***t* CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY ************************************************************************ NODE 105 DISCHARGE = 3.6 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .34 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 9.4 FT LENGTH OF INLET OPENING = 10 FT LENGTH OF INLET TO BE USED = 11 FT ************************************************************************ CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY t*****4***t*********************t****************t****t***4*********444* NODE 118 DISCHARGE = 6 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 3.5 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT *t*t*tt44*****t*******************t********************4**************** CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY **********************4******4*****************4************44**********NODE 119 DISCHARGE = 5.3 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .38 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 12.7 FT LENGTH OF INLET OPENING = 13 FT LENGTH OF INLET TO BE USED = 14 FT ************************************************************************ CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 138 DISCHARGE = 4.3 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 2.5 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY************************************************************************ NODE 139 DISCHARGE = 2.6 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 1.5 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT ************************************************************************CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY************************************************************************ NODE 175 DISCHARGE = 7.4 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .04 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .34 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)^3/2 =19.3 FT LENGTH OF INLET OPENING = 19 FT LENGTH OF INLET TO BE USED = 20 FT BYPASS = 0.1 CFS TO NODE 185 ************************************************************************ CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 179 DISCHARGE = 4.5 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .04 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .29 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 13.1 FT LENGTH OF INLET OPENING = 14 FT LENGTH OF INLET TO BE USED = 15 FT CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY************************************************************************ NODE 185 DISCHARGE = 5.3 + 0.1 = 5.4 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .38 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 12.8 FT LENGTH OF INLET OPENING = 13 FT LENGTH OF INLET TO BE USED = 14 FT 444**************************************************4******************CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY ************************************************************************ NODE 189 DISCHARGE = 2.2 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .29 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 6.4 FT LENGTH OF INLET OPENING = 7 FT LENGTH OF INLET TO BE USED = 8 FT CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 153 DISCHARGE = 3.1 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 1.8 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY************************************************************************ NODE 169 DISCHARGE = 6.4 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .4 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 14.6 FT LENGTH OF INLET OPENING = 15 FT LENGTH OF INLET TO BE USED = 16 FT ************************************************************************ CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY************************************************************************ NODE 165 DISCHARGE = 3.8 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .01 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .34 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 9.8 FT LENGTH OF INLET OPENING = 10 FT LENGTH OF INLET TO BE USED = 11 FT CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 160 DISCHARGE = 5.3 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 3.1 FT LENGTH OF INLET OPENING USED = 4 IT- LENGTH OF INLET TO BE USED = 5 FT CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY««*$*******************************************»*************«********* NODE 205 DISCHARGE = 8.4 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 4.9 FT LENGTH OF INLET OPENING USED = 5 FT LENGTH OF INLET TO BE USED = 6 FT CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 215 DISCHARGE = 7.2 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C (Q/L=1.7) = 4.2 FT LENGTH OF INLET OPENING USED = 5 FT LENGTH OF INLET TO BE USED = 6 FT CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY *********»t**t»******«t*tt***t******t*****t***t************************* NODE 220 DISCHARGE = 5.8 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 3.4 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT CAPACITY OF TYPE B INLETS ON A GRADE COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 235 DISCHARGE = 5.3 CFS STREET CROSS SLOPE = .02 FT/FT STREET SLOPE = .048 FT/FT COMPUTED DEPTH OF FLOW AT THE CURB = .3 FT LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING THE FOLLOWING EQUATION Q=0.7L(A+Y)A3/2 = 15.2 FT LENGTH OF INLET OPENING = 16 FT LENGTH OF INLET TO BE USED = 17 FT ************************************************************************ CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY $ttt#ttt4:$$t;t£44$##$$t#t$4£#44t4t4444444444t44$$t4f444t4$tt4£444t4|fctt4;t1 NODE 238 DISCHARGE = 5.4 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7)= 3.2 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT it***************************************************************CAPACITY OF TYPE B INLETS IN A SUMP COPYRIGHT 1992 RICK ENGINEERING COMPANY NODE 240 DISCHARGE = 2.5 CFS LENGTH OF INLET REQUIRED TO INTERCEPT 100% OF FLOW USING CHART 1-103.6C(Q/L=1.7) = 1.5 FT LENGTH OF INLET OPENING USED = 4 FT LENGTH OF INLET TO BE USED = 5 FT APPENDIX D DESILTING BASIN CALCULATIONS ; DESILTING BASIN CAPACITY TABLE ESTIMATED QUANTITIES OF SILT AND DEBRIS (Cubic Yards) DRAINAGE TRACT AREA (Acres) SOIL CONDITIONS AVERAGE STREET SLOPE 2% 596 8% 10% 12% I5°6 10 15 20 • 80- 100 150 200 NOTE: Loose Granular Compacted Loose Granular Compacted Loose Granular Compacted Loose Granular Compacted Loose Granular Compacted Loose Granular Compacted Loose Granular Compacted Loose Granular Compacted Always use the value for granular material unless the project is finisV-i and the utility trenches are filled with soil which has been compacted to' •909o relative compaction. h-^icj iu The capacity required by the above table shall be in a pit or basin At tVlower end of the basin there shall be constructed an outlet dike with TnS^S-aS-Per in^™ctions--.-irhe.size of the desilting basin max- bereduced by constructing more than one basin. However, the total volume.* • of basmscpnsjr^t^^^be^qual^to^he, estimated volume of runoff l:^:' V-'i}'H£Si;^'-*KV-V<ieH<jH'y£.ri:r.>>.. .••?>-'.' •'.:••'. .'•-.. : .. .. .. .V '.. •;,-:.' ...-' . •.,•.."'•* -v^iJi 270 100 ' 400:. 150 540 200 10SO 400 2160 800 2700 1000 4000 1500 5400. 2000 350 270 420 255 700 340 1400 680 2SOO 1360 3500 1700 4200 2550 7000 3400 370 200 460 300 740 400 14SO 800 2960 T600 3700 2000 4600 3000 7400 4000 400 240 600 360 800 480 1600 960 3200 1920 4000 2400 6000 3600 8000 4SOO 450 270 675 400 900' 540 1800 1080 3600 2160 4500 2700 6750 4000 9000 5400 500 300 750 450 1000 600 2000 1200 4000 2400 5000 3000 7500 4500 10000 fin no CDCO <D * 0)-aCD in ODC I CM COO ICO QC CL O D) o-gcoti I UJ OCC ?:O CD •-CO Qs QLU CC Z)oUJCC CO CC.UJ CO CC u_o CO COoCvJ CMO5 CD 1 CD dr- m COin CD CO o iriCO ^. iriOvi co ovi ^ CO do CO CO £ in 8 ^ ^•<*• o CDco ^iri Ovi CD iri 1 Y-^ CM CO CM OviIs- ^•(2T" ,_ Cvim ^ CO ^. CviCO CO ^CM Y— cq cq Y— O 0 Ovi 05 CO 00 O5- to"CD CO iri CM "*" Ovi co ^ ^CM O5 COY-: dCO cviin ^• 5 *" CO iriCO Is- cdCM 00 00 Y— ^O5o O5 00 05 CO Y—O5 CO Cvico o CviIs- co••& Is- Oviin oo,_: "* ^ovi CO „_ CVJ Ovi CO ^ CM Y-" COcvi iniri CO Tf CM Y— ^O5 *~ in co o CO ^05 i co dCO co 05 8 O5 toin 00 oi ^d "*" q co CO dCM ,3.' ^T- mCM ^ — CO Y— Y~ CD JZ T~ ^irio o 06O5 00 05 00 ^> oo CD 00 in cvi iriCD ^_ COin O5 din q ^iriCO Is- od CM ^dOvi in CO 0 Y- co 0 O5 O Y~ CO05 CO O500 COs Is-coIs- O5 CNJtv- CD Is-; T~co m COm o din ^ 5 O5 co ^Ovi CO ocoCM ^O5 CO Ovi 05 d Ol 00 ^iri CO 05 dCO CD S q co m CMco cq in O5 CMm O5 ^ m CO ^COco m coco ^ fx^CM ^COOvi in *~ 00,J COd CO CO O5 05co CO COCD CD OviCD 05 COm co iri CM T—in cq 05 CO CM O5CO ^iriCO ^CMco op CM q Ovi in O5 ^iri^~ CO d rid COm m irim CD CMin CD O5 Is- CD 00 CO O5 d COCO o iriCO CMCO O5 COCM O5 iriCM ^Ovi CM O) O5 ^CD O5 ovi ••a- O5 J,d 5 CM ovi "* o d cq CO m irico CM COCO Y-_ T—CO O5 COOvi *vt CDCM 05 co J^ CM in 05 £ CO ^^~ ^CM CM d Is; in d CO CO CM dCO CD CO CM q CM iriCM 00 COCM co oviCvl f- dCM Y- O5 in T~ 05 iri Y^ •^J-ovi T~ a> d CM O5 cq "^ co iri 1 d CO dCM CD 05T~ CD COT~ CD ^ in CD Y— in iri in^> ••" CO ^J" OviT~ 2 *~ CO d co 05 o 00 q ^ o CD Oiri O5 CO 00 d CM Y— ^s-d '" ... . Y— d co 05 o 05 ^j- 00 O5 ^ CO **; CD CM CO CO iri iri m q "*" rr co CO CM' o cvi 1CM d .Pin in-IS m m jo- h* co .inco m-CM CO co jo- IS- Cvi in 'CM in- CMcvi .q CVJ O in m• CM h- cc Date: Job Number: Job Title:CWKILLO. , Desilting Basin A, &'L, .(1) Silt Production From the Desilting Basin Capacity Table: Estimated Quantities of Silt and Debris (Reference, City of San Diego Hydrology Manual- attached) . TftPLG I . area = £'/ acres average slope = 2. % amount of silt produced = /f?.3/. cf. ^ /1122_J (?J-££. ) (2) Bctein Radius Required for Silt Volume F/6-UK.G "FT V .. height of riser, h = ' $ fT ) \f - //f££_±_l/lj 3- = ^/^ CF. > /53/ ^ 2 ^ (3) Basin Radius Required to Pass Discharge ^total = "^t = £'! ^^ • ^see Node /2-7 of rational method) See Table 2 Radius of Riser vs. Head for given Discharge. Qout = ;/?-5GPS > &l CFS. required head = Ho = / ' FT radius of riser = Rs = / Pr =^? KSe 24" Ptfir, (4) Trapezoidal Spillway Calculation (if applicable) Discharge over weir = Q. Qt =CH5/2;= 3.0, C = 2z (Reference: HEC-1 Flood Hydrograph Package, Users Manual 1987; p. 57) . See Table 3 Length vs. Head for given Discharge. length of weir, L = ___^ required head above weir, H = (F&) ^*\± j H ' H J (5) Calculation of Total Basin Diameter Required Total Diameter of Desilting Basin = Dt = 2 R = I FT FT Date: Job Number: Job Title:'A Desilting Basin \ 2 (1) Silt Production From the Desilting Basin Capacity Table: Estimated Quantities of Silt and Debris (Reference, City of San Diego Hydrology Manual- attached) . TflpLG I. area = 6.^- acres average slope = 2 % amount of silt produced = 466.6 cf. ^ /' inO}(21.c? \ ^^J (2) Ba*sin Radius Required for Silt Volume, S££ F/6-UK.e &EL.OW. ; 'fa •"' " ' '';' height of riser, h = ' E? FT ;7^7 )^3J D CF. > 46£& CP-. (3) Basin Radius Required to Pass Discharge Qtotal = % = Z/. 8 ops . (see Node /25 of rational method) See Table 2 Radius of Riser vs. Head for given Discharge. Qout = ;^.7 CPS > 21, S c^5 . required head = Ho = I FT radius of riser = Rs = /,? FT ==? (4) Trapezoidal Spillway Calculation (if applicable) Discharge over weir = Qt Qt =cH5/2;= 3.0,= 2z (Reference: HEC-1 Flood Hydrograph Package, Users Manual 1987; p. 51). See Table 3 Length vs. Head for given Discharge. length of weir, L = required head above weir, H = (F&)• H (5) Calculation of Total Basin Diameter Required Total Diameter of Desilting Basin = Dt - 2 R = / FT * 3 FT Date: Job Number: Job Title: . /- Desilting Basin f (1) Silt Production From the Desilting Basin Capacity Table: Estimated Quantities of Silt and Debris (Reference, City of San Diego Hydrology Manual- attached) . Tf{pL£ I. area = -5v3 acres average slope = 2. % amount of silt produced = 38<£4- cf. -z i',?1Q. I (21 Cf } A~~ "' }\ /o / ^ i c-Y/ I-"-'' (2) Ba'sin Radius Required for Silt Volume , $66 Ft<$-U£e &£l,OW. p. = 40" fr ' • " :~ - '-~ height of riser, h V-r -CP. (3) Basin Radius Required to Pass Discharge Qtotal = Qt ~ /9,4oFS> . (see Node /2<£ of rational method) See Table 2 Radius of Riser vs. Head for given Discharge. Qout = -:^'4o-s > I&4- c^5. required head = Ho = / FT radius of riser = Rs **/.?? FT =$> KSe 2o" JP/A-. (4) Trapezoidal Spillway Calculation (if applicable) Discharge over weir = Qt Qt =+ CH5/2;= 3.0, C = 2z (Reference: HEC-1 Flood Hydrograph Package, Users Manual 1987; p. 57). See Table 3 Length vs. Head for given Discharge. length of weir, L = required head above weir. H = (F&j^f- , SL_—. ; x ^H (5) Calculation of Total Basin Diameter Required Total Diameter of Desilting Basin = Dt = 2 R = / FT. Date : Job Number: Job Title:c/if</*- I Ho- , //LL*:£(. I. Desilting Basin # - (1) Silt Production From the Desilting Basin Capacity Table: Estimated Quantities of Silt and Debris (Reference, City of San Diego Hydrology Manual- attached) . TftPLG I . area = /A 2 acres average slope = 2. % amount of silt produced = £76? cf. -z ;' 2-70 \f21_cf )^ /o M / c.y/ (2) Bdsin Radius Required for Silt Volume , 5£"<fc~ F16-UX.5 height of riser, h = ' ; Y= ; V-r = /&4&OC?.5 CP-. (3) Basin Radius Regiiired to Pass Discharge Qtotal ~ ^t. ~ '"^'^ °^2 • ^see Node rational method) See Table 2 Radius of Riser vs. Head for given Discharge. Qout = 3£T,7 GPS > ?A5-U=5. required head = Ho = /FT radius of riser = Rs = /75"Pr =^? ^J"<? ^2'" ^/A. R.ISER (4) Trapezoidal Spillway Calculation (if applicable) Discharge over weir = Q^ Qt = C1LH3/2 + c2H5/2; C^ = 3.0, C2 = 2z (Reference: HEC-1 Flood Hydrograph Package, Users Manual 1987; p. 57). See Table 3 Length vs. Head for given Discharge. length of weir, L = required head above weir, H = (P&) t^f^^n&fr^ X H (5) Calculation of Total Basin Diameter Required Total Diameter of Desilting Basin = Dt = 2 R FT Date: _ Job Number: Job Title: '3-M-7'7 Bouyancy Calculations Basin # / Bouyant Weight of Riser Without Concrete Anchor = Fb riser = vriser x X w = * ^ (H+x) 8 w riser i ASSUME: ^conc = 15° ?cf Vwater =62.4 pcf r = radius of riser = / H = height of riser = X = distance from pipe invert to bottom of basin = ^ FT Bouyant Weight of Concrete Anchor = Fb Fb anchor = vconc ' " cone " w) Let: Fb anchor — Fb riser vconc ^15° Pcf - 62-4 Pcf) - TTr2(H+X) (62.4 pcf) vconc - Vcone cy cy Date: _ g-IA- Job Number: /3' / / Job Title: Bouyancy Calculations Basin # Bouyant Weight of Riser Without Concrete Anchor = Fb riser = v • yriser vriser = Tr2(H+X)w H ASSUME: V water = 62'4 Pcf r = radius of riser = />% H = height of riser = > . X = distance from pipe invert to bottom of basin = ^ FT Bouyant Weight of Concrete Anchor = Fb Fb anchor = vconc ( 0 cone " w^ Let: Fb anchor — Fb riser Vconc (150 pcf - 62.4 pcf)^: -7Tr2(H+X) (62.4 pcf) vconc •• Vconc = 2' Date: Job Number: Job Title: Bouyancy Calculations Basin # 3 Bouyant Weight of Riser Without Concrete Anchor = Fj., riser •El __ TT V" N/ ._ -TT* -w-b riser riser 0 w w i ASSUME: Vwater = 62'4 Pcf r = radius of riser = /'-- H = height of riser = • 3 X = distance from pipe invert to bottom of basin = 4 FT Bouyant Weight of Concrete Anchor = F^ anchor Fb anchor = vconc ( 0 cone " w^ Let: Fb anchor — Fb riser vconc Pcf ~ 62'4 - TTr2(H+X) (62.4 pcf) v >- ? 54vconc - t'*1* Vcone '<?.*} cy Date: _ Job Number: Job Title: Bouyancy Calculations Basin # -f Bouyant Weight of Riser Without Concrete Anchor = F b riser = vriser x r (H+X) Bouyant Weight of Concrete Anchor = Fb anchor vconc ' $ cone Let: Fb anchor — Fb riser ASSUME: = 150 pcf Vwater =62.4 pcf r = radius of riser = /'7S H = height of riser = 3 F X = distance from pipe invert to bpttom of basin = 4- FT Vcone Vcone (150 pcf - 62.4 pcf) r: Tfr2(H+X) (62.4 pcf) 5: 2.24 r2(H+X) vconc cy C Y '<&—^ APPENDIX E COUNTY OF SAN DIEGO REFERENCES FIGURES IV-A-9 AND IV-A-14 RUNOFF COEFFICIENTS (RATIONAL METHOD) V DEVELOPED AREAS (URBAN) Coefficient. C Soil Group m Land Use A B C. D Residential: /*~*\Single Family .40 .45 .50 (.55) Multi-Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial '*' 80% Impervious .70 .75 .80 .85 Industrialia 90% Impervious .80 .85 .90 .95 NOTES: 111 Soil Group maps are available at the offices of the Department of Public Works. 121 Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50_ x 0.85 = 0.53 80 IV-A-9 APPENDIX IX o f Q to 2CUJ O-o «— c: C • O'<~tQ >,1~o-o -a tl o»:n -a.C 3 3cr>,.— tO <U 4-» O i. C C c o "~ E 0> C. 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