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HomeMy WebLinkAboutTechDrainageStudyAppendixD(Oct.2001) APPENDIX D TO THE TECHNICAL DRAINAGE STUDY FOR CROWNE HILL TRACTS 23143-F-6-7-8-9-10-11 15-100245.001 October 20001 Prepared for: Communities Southwest, Inc. 181 Old Springs Road Anaheim, Ca. 92808 Phone: (714) 279-6555 Fax: (714) 279-6556 . . . CONSULTING \ RECEIVED ~ OCT IJ 8 2001 CITY OF TEMECULA ENGINEERING DEPARTMENT . APPENDIX D Ie . 't- e REVISED RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 100 . LINE M e ~ **************************************************************************** ~ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 197B HYDROLOGY MANUAL (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** " BASIN 100 " lD-YEAR " LOWER FINISHED SURFACE " " " ************************************************************************** FILE NAME: 1010DR.DAT TIME/DATE OF STUDY: 16:26 09/18/2001 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----------------------------------------------------------------------._--- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 _-'O-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 0.880 O-YEAR STORM 10-M1NUTE INTENSITY(INCH/HOUR) = 3.480 lDO-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF lD-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 10D-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES "USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-af-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." *******************************************************.******************** ~ PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ~._.._--------------~---------------_._._------------_________________w_ CccccRATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 129.9B UPSTREAM ELEVATION = 1297.B3 ~STREAM ELEVATION = 1296.53 ~ATION DIFFERENCE = 1.30 TC = 0.393*[( 129.9B**3)/( 1.3D)J**.2 = 6.910 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.921 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B4D6 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREACACRES) = 0.30 TOTAL RUNOfF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1296.03 DOWNSTREAM ELEVATIONCfEET) = 1293.49 STREET LENGTHCFEET) = 340.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ninglS FRICTION FACTOR for Streetflow SectionCcurb-to.curb) = ~ing/s fRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.28 HALFSTREET FLOOD WIDTHCFEET) = 3.01 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.13 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIMECMIN.) = 2.66 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.442 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8307 SOIL CLASSIFICATION IS non SUBAREA AREACACRES) 1.00 TOTAL AREACACRES) = 1.30 1.M 9.57 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.03 2.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.64 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITYCFT*FT/SEC.) 0.78 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 469.9B FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = C(CttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .L NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.57 RAINFALL INTENSITYCINCH/HR) 2.44 TOTAL STREAM AREACACRES) = 1.30 ~ PEAK FLOW RATECCFS) AT CONFLUENCE = 2.77 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 .---------------:------------------------------------------------------- ..RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) Te = K*[(lENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1297.73 DOWNSTREAM ELEVATION = 1296.53 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[C 120.00**3)/( 1.20)J**.2 6.693 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.973 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8415 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.75 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFFCCFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 103.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.03 DOWNSTREAM ELEVATIONCFEET) = 1293.49 STREET LENGTHCFEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 tlllfEET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = lB.OO INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) = 4.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIMECMIN.) = 1.89 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.592 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 1.00 TOTAL AREACACRES) = 1.30 1.83 8.59 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 2.16 2.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.42 HALF STREET FLOOD WIDTHCFEET) = 4.83 ~ VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 .....GEST FLOWPATH FROM NODE 104.00 TO NODE 103.00 = 420.00 FEET. .....................................................................*...... FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = <e ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~L NUMBER OF STREAMS = 2 1IIIIFLUENCE VALUES USED FOR INDEPENDENT. STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = B.59 RAINFALL INTENSITYCINCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.91 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 2.n 2 2.91 INTENSITY (INCH/HOUR) 2.442 2.592 AREA CACRE) 1.30 1.30 Tc CMIN.) 9.57 B.59 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) (INCH/HOUR) .~ 5.39 8.59 2.592 5.51 9.57 2.442 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 5.39 Tc(MIN.) = B.59 TOTAL AREACACRES) = 2.60 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 469.9B FEET. ********************************************.*.***************************** FLOW PROCESS FROM NODE 103.00 TO NODE 106.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1293.49 DOWNSTREAM ELEVATIONCFEET) = 1291.54 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ~.TRAVEL TIME COMPUTE~ USING ESTIMATED FLOWCCFS) = 5.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = ~ 9.69 I ~r'~ .,k O.~7~L~ ~ 5>>-u ~ ~ ,vfN "- AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/S5C.) = 1.71 STREET FLOW TRAVEL TIMECMIN.) = 1.65 TcCMIN.) = 10.23 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.354 eMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 L CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.30 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 2.90 PEAK FLOW RATECCFS) = 0.63 6.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.57 HALFSTREET FLOOD WIDTHCFEET) = 10.31 FLOW VELOCITYCFEET/SEC.) = 3.05 DEPTH*VELOCITYCFT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 769.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1291.54 DOWNSTREAM ELEVATIONCFEET) = 12B1.09 STREET LENGTH(FEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~REET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ning/S FRICTION FACTOR for Streetflow Section(curb-to~curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIDTHCFEET) = 5.14 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.2B PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.Bl STREET FLOW TRAVEL TIMECMIN.) = 0.80 TcCMIN.) = 11.03 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.259 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8260 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 3.90 6.95 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 1.~ 7.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 5.41 FLOW VELOCITYCFEET/SEC.) = 6.46 DEPTH*VELOCITY(FT*FT/SEC.) = 3.03 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1D69.9B FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = ~=:~::::;;:~;:;;:;::;:::=;:::~:=:~:=~~::~~::~:~===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.03 RAINFALL INTENSITY(INCH/HR) = 2.26 ~ TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.BB **************************************************************************** ew PROCESS FROM NODE 1DB.OD TO NODE 109.00 IS CODE = 21 4____________________:_______________________________________._________ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]*..2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1297.25 DOWNSTREAM ELEVATION = 1295.85 ELEVATION DIFFERENCE = 1.40 TC = 0.393*[( 14D.DO**3)/C 1.40)]**.2 = 7.119 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.B74 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8397 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFSJ = 0.39 TOTAL AREACACRES) = 0.16 TOTAL RUNOFFCCFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 107.00 IS CODE = 61 -------------------------------------------------------------------------.-. .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1295.35 DOWNSTREAM ELEVATION(FEET) = 1281.09 ~EET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 ....,EET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = O.OBO 1B.OD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back.of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.19 HALFSTREET FLOOD WIDTHCFEET) = 1.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.88 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIMECMIN.) = 0.82 TcCMIN.) = 7.94 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.707 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B365 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) 0.50 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 0.66 PEAK FLOW RATECCFS) 0.95 1.13 1.52 END OF SUBAREA STREET FLOW HYDRAULICS: eTHCFEET) = 0.23 HALFSTREET FLOOD WIDTHCFEET) = 2.41 W VELOCITYCFEET/SEC.) = 5.36 DEPTH*VELOCITYCFT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 380.00 FEET. **********************************************..**.*****.....*...*********** ~ FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== t~~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== tIIIf::=::::::=~:=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 7.94 RAINFALL INTENSITYCINCH/HR) = 2.71 TOTAL STREAM AREACACRES) = 0.66 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) CACRE) 1 7.BB 11.03 2.259 3.90 2 1.52 7.94 2.707 0.66 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM ~B~R FLOW RATE RUNOFF CCFS) 7.19 9.15 TABLE ** Tc (MIN. ) 7.94 11.03 INTENSITY (INCH/HOUR) 2.707 2.259 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.15 TcCMIN.) = 11.03 TOTAL AREACACRES) = 4.56 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1069.9B FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) = 4.56 TC(MIN.) = 9.15 11.03 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . \Q *******************************************~******************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:36 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 103 106 * 1D-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== CONSTANT STREET GRADECFEET/FEET) = 0.006500 CONSTANT STREET FLOWCCFS) = 6.02 .VERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 ON STANT SYMMETRICAL STREET HALF-WIDTHCFEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 1B.DD INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: STREET FLOW DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.78 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.2B PRODUCT OF DEPTH&VELOCITY = 0.99 ============================================================================ . ~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCD) 197B HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 100 * l00-YEAR * LOWER FINISHED SURFACE * * * ************************************************************************** FILE NAME: 1010DR.DAT TIME/DATE OF STUDY: 16:26 D9/1B/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 1B.OD SPECIFIED PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE = 0.95 .-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 -YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 10D-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.4BO lDO-YEAR STORM 6D-MINUTE INTENSITYCINCH/HOUR) = 1.300 SLOPE OF lD-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = . 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) CFT) SIDE / SIDE/ WAY CFT) CFT) CFT) CFT) Cn) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** .OW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 --_....---.-...-----------------------------------._----------------~---- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM "'\,I\A DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 129.9B UPSTREAM ELEVATION = 1297.B3 ~NSTREAM ELEVATION = 1296.53 ~VATION DIFFERENCE = 1.30 TC = D.393*[C 129.9B**3)/C 1.30)]**.2 = 6.910 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.264 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8575 SOIL CLASSIFICATION IS non SUBAREA RUNOFFCCFS) = 1.10 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) 1.10 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1296.03 DOWNSTREAM ELEVATIONCFEET) = 1293.49 STREET LENGTHCFEET) = 340.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 1B.00 INSIDE STREET CROSSFALLCDECIMALJ = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 .ning/S FRICTION FACTOR for Streetflow Section(curb-to-curb) = nlng's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIDTHCFEET) = 3.58 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.34 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 0.76 STREET FLOW TRAVEL TIMECMIN.) = 2.42 TcCMIN.) = 9.33 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.615 SINGLE.FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8507 SOIL CLASSIFICATION IS non SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.30 2.64 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.08 4.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = D.3B HALFSTREET FLOOD WIDTHCFEET) = 4.32 FLOW VELOCITYCFEET/SEC.) = 2.62 DEPTH*VELOCITYCFT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 469.98 FEET. ********************..****************************************************** FLOW PROCESS FROM' NODE 103.00 TO NODE 103.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ~:~::~~:;~~~~:~;:~:~;~~~-~:::::::::~-:~~:::--~-~~:~--------------------- TIME OF CONCENTRATIONCMIN.) =. 9.33 RAINFALL INTENSITYCINCH/HR) = 3.62 TOTAL STREAM AREACACRES) = 1.30 ,,'? ~K fLOW R~lE(CFSl AT CONFLUENCE = 4.17 ~*********************************************************************** .OW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 .--e--------------.-------------------------------------------------- ... N~L METHOD INITIAL SUBAREA ANALYSIS ========================================================================= ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) .C = K*(CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 JPSTREAM ELEVATION = 1297.73 DOWNSTREAM ELEVATION = 1296.53 ELEVATION DIFFERENCE = 1.20 TC = 0.393*(( 120.00**3)/( 1.20)J**.2 = 6.693 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.339 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B5B2 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.12 rw*__..**..*-*-_.*---**-*.****._**-*-**.***--**-**---*********************** -.-------------------------------------------------------------------------- FLOW PROCESS FROM NODE 105.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED) UPSTREAM ELEVATIONCFEET) = 1296.03 DOWNSTREAM ELEVATION(FEET) = 1293.49 STREET LENGTHCFEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 IT HALFWIDTH(FEET) = 30.00 01 TANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = lB.OD INSIDE STREET CROSSFALLCDEClMAL) 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = O.OBD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLlDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEETl = 0.41 H~LFSTREET FLOOD WIDTHCFEET) = 4.71 AVERAGE FLOW VELOCITY(FEET/SEC.l = 2.94 PROCUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 1.70 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.B31 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B532 SOIL CLASSIFICATION IS nOn SUBAREA AREACACRES) = 1.00 TOTAL AREA(ACRESl = 1.30 2.75 B.40 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 3.27 4.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 5.67 .OW VELOCITY(FEET/SEC.) = 3_28 DEPTH*VELOCITYCFT*FT/SEC.) = ONGEST FLOWPATH FROM NODE 104.00 TO NODE 103.00 = 420.00 1.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS COCE = '\.~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~AL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = B.4D RAINFALL INTENSITYCINCH/HR) = 3.B3 TOTAL STREAM AREACACRES) = 1.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.39 ** CONFLUENCE DATA *. STREAM RUNOFF NUMBER CCFS) 1 4.17 2 4.39 Tc CMIN.) 9.33 8.40 INTENSITY (INCH/HOUR) 3.615 3.831 AREA CACRE) 1.30 1.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) (I NCH/HOUR) .~ B.14 B.4D 3.831 B.31 9.33 3.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 8.14 TcCMIN.) = B.4D TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 469.9B FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 106.00 IS CODE = 61 et((tCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1293.49 DOWNSTREAM ELEVATIONCFEET) = 1291.54 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = D.DBD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ~*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.60 STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 14.51 ,I:> AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.06 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.96 STREET FLOW TRAVEL TIMECMIN.) = 1.63 TcCMIN.) = 10.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.474 ~MERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B898 ~L CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.30 SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 2.90 PEAK FLOW RATE(CFS) = 0.93 9.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.65 HALFSTREET FLOOD WIDTHCFEET) = 15.23 FLOW VELOCITYCFEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.9B LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 769.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 ((t(tCOMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATIONCFEET) = 1291.54 DOWNSTREAM ELEVATIONCFEET) = 1281.09 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 .EET PARKWAY CROSSFALLCDECIMAL) = 0.020 ning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 *'TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 10.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.52 HALFSTREET FLOOD WIDTHCFEET) = 7.02 AVERAGE FLOW VELOCITYCFEET/SEC.) 6.89 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 3.5B STREET FLOW TRAVEL TIMECMIN.) = 0.73 TcCMIN.) = 10.75 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.344 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8472 SOIL CLASSIFICATION IS Hon SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 1.00 3.90 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 2.83 11,90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTHCFEET) = 8.46 FLOW VELOCITYCFEET/SEC.) = 7.01 DEPTH*VELOCITYCFT*FT/SEC.) 3.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1069.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = .-...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ======================================================================= AL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATIONCMIN.) = 10.75 RAINFALL INTENSITYCINCH/HR) = 3.34 ~ TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.90 **************************************************************************** .w PROCESS FROM NODE lDB.OO TO NODE 109.00 IS CODE = 21 .~------------_.-~----------------~--._--------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1297.25 DOWNSTREAM ELEVATION = 1295.B5 ELEVATION DIFFERENCE = 1.40 TC = 0.393*[C 140.00**3)/( 1.4D)J**.2 = 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B569 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFFCCFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 107.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1295.35 DOWNSTREAM ELEVATIONCFEET) = 1281.09 ~EET LENGTH(FEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 ~EET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of.Walk Flow Section = 0.0200 .*TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALF STREET FLOOD WIDTHCFEET) = 2.33 AVERAGE FLOW VELOCITYCFEET/SEC.) 5.31 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.18 STREET FLOW TRAVEL TIMECMIN.) = 0.75 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.969 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B547 SOIL CLASSIFICATION IS nOn SUBAREA AREACACRES) = 0.50 TOTAL AREACACRES) = 0.66 1.42 7.87 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1. 70 2.27 ~D OF SUBAREA STREET FLOW HYDRAULICS: THCFEET) = 0.27 HALFSTREET FLOOD WIDTHCFEET) = 2.BB OW VELOCITYCFEET/SEC.) = 5.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 380.00 FEET. ..******...*..*.**.*......**.*.....******.*...**...**..**.............*..... -(\ FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 44444DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~::::~::::~::;;::::;::~~;:~~:~~:~=::::::=~:~~::======================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OFCONCENTRATION(MIN.) 7.87 RAINFALL INTENSITY(INCH/HR) = 3.97 TOTAL STREAM AREACACRES) = 0.66 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.27 ** CONFLUENCE DATA .* STREAM RUNOFF NUMBER CCFS) 1 11.90 2 2.27 Te (MIN.) 10.75 7.87 INTENSITY (INCH/HOUR) 3.344 3.969 AREA (ACRE) 3.90 0.66 *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE -* STREAM RUNOFF Tc INTENSITY .B~R CCFS) (MIN.) (INCH/HOUR) 10.98 7.B7 3.969 2 13.81 10.75 3.344 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 13.Bl TcCMIN.) = 10.75 TOTAL AREACACRES) = 4.56 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 1069.98 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) 4.56 TCCMIN.) = 13.81 10.75 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . '\~ .. REVISED CATCH BASIN CALCULATIONS DRAINAGE BASIN 100 . LINE M . ,0.... **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:29 09/1B/2DD1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * BASIN 100 * NODE 107 * lDO-YEAR * * * ************************************************************************** **************************************************************************** ~~~~SUMP TYPE BASIN INPUT INFORMATION _urb InLet Capacities are approximated based on the ~ureau of ublic Roads nomograph plots for flowby basins and sump basins. BASIN INFLOWCCFS) = BASIN OPENINGCFEETl DEPTH OF WATERCFEETl = 13.80 0.83 0.83 ~~~~CALCULATED ESTIMATED SUMP BASIN WIDTH(FEETl = 5.91 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 1P . WSPG OUTPUT: . DRAINAGE BASIN 100 LINE M . ",. \ Ii Revm.wsp Pag~i . e . -- -= _:_- o T1 LINE M T2 BASIN 100 13 6/21/01 rev 9/20/01 FPG FILE: REVMWSP Q FILE = REVQMWSP SO 1000.001249.20 1 .013 1250.7 R 1068.021263.20 1 .013 R 1072.001263.29 1 .0131 R 1080.751263.50 1 .013 R 1122.711264.50 1 .013 54. R 1270.001268.00 1 .013 R 1333.091275.00 1 .013 SH 1 CD 1 4 1.5 'V-'Y' . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- L1NEM HEADING LINE NO 2 IS - BASIN 100 HEADING LINE NO 3 IS- 6/21/01 rev 9/20/01 FPG FILE: REVM.wSP Q FILE = REVQM.wSP . . "v~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 1000.001249.20 1 ELEMENT NO 2 is A REACH U/S DATA STATION iNVERT SECT 106B.02 1263.20 1 0.013 ELEMENT NO 3 IS A REACH . . U/S DATA STATION INVERT SECT 1072.001263.29 1 0.013 ELEMENT NO 4 is A REACH U/S DATA STATION INVERT SECT 1080.751263.50 1 0.013 ELEMENT NO 5 is A REACH U1S DATA STATION INVERT SECT 1122.711264.50 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1270.0D126B.OD 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1333.091275.00 1 0.013 W S ELEV 1250.70 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0:00 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 54.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 8 is A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1333.091275.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC /'j.-b.... . LICENSEE: R.B.F. & ASSOC. _ SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING L1NEM BASIN 100 6/21/01 rev 9/20/01 FPG FILE: REVM.WSP Q FILE = REVQMWSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.El. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ---*-*---------**---------- ~.~-----*--* "~W_______* 1000.00 1249.20 0.570 1249.770 13.8 22.37 7.76B 1257.538 0.00 1.376 1.50 0.00 0.00 0 0.00 4.23 0.205B2 .lBl017 0.77 0.550 0.00 1004.23 1250.07 0.573 1250.644 13.8 22.19 7.643 125B.2B7 0.00 1.376 1.50 0.00 0.00 0 0.00 17.79 0.20582 .16791B 2.99 0.550 0.00 1022.02 1253.73 0.594 1254.327 13.8 21.17 6.956 1261.2B3 0.00 1.376 1.50 0.00 0.00 0 0.00 10.45 0.205B2 .147423 1.54 0.550 0.00 1032.47 1255.B8 0.616 1256.499 13.8 20.1B 6.321 1262.820 0.00 1.376 1.50 0.00 0.00 0 0.00 7.23 0.20582 .129420 0.94 0.550 0.00 1039.70 1257.37 0.638 1258.010 13.B 19.25 5.752 1263.762 0.00 1.376 1.50 0.00 0.00 0 0.00 5.41 0.205B2 .113662 0.B1 0.550 0.00 I . 1045.11 1258.48 0.662 1259.147 13.8 1B.35 5.229 1264.37B 0.00 1.376 1.50 0.00 0.00 0 0.00 4.26 0.20582 .099880 0.43 0.550 0.00 , 1049.37 1259.36 0.6B6 1260.047 13.8 17.49 4.750 12B4.797 0.00 1.376 1.50 0.00 0.00 0 0.00 3.43 0.205B2 .087B02 0.30 0.550 0.00 1052.80 1260.07 0.712 1260.780 13.B 16.67 4.313 1265.093 0.00 1.376 1.50 0.00 0.00 0 0.00 2.85 0.20582 .07726B 0.22 0.550 0.00 1055.B5 1260.65 0.739 1261.392 13.B 15.90 3.925 1265.317 0.00 1.376 1.50 0.00 0.00 0 0.00 2.38 0.20582 .068020 0.16 0.550 0.00 1058.03 1261.14 0.767 12Bl.911 13.8 15.16 3.571 1265.482 0.00 1.37B 1.50 0.00 0.00 0 0.00 2.02 0.205B2 .059935 0.12 0.550 0.00 1060.05 1261.56 0.797 12B2.357 13.8 14.45 3.242 1265.599 0.00 1.376 1.50 0.00 0.00 0 0.00 1.73 0.20582 .052B60 0.09 0.550 0.00 . rJP . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING L1NEM BASIN 100 6/21/01 rev 9120/01 FPG FILE: REVMWSP o FILE = REVOMWSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **1>11'*___*****_ *_.*---****-*-**-**********....--********.._*-*_.....- 1061.7B 1261.91 0.828 1262.743 13.B 13.79 2.951 1265.694 0.00 1.376 1.50 0.00 0.00 0 0.00 1.47 0.20582 .046660 0.07 0.550 0.00 1063.25 1262.22 0.B61 1263.080 13.B 13.14 2.682 1265.762 0.00 1.376 1.50 0.00 0.00 0 0.00 1.27 0.205B2 .041245 0.05 0.550 0.00 1064.52 1262.48 0.B96 1263.376 13.B 12.52 2.435 1265.811 0.00 1.376 1.50 0.00 0.00 0 0.00 1.09 0.205B2 .036510 0.04 0.550 0.00 1065.B1 1262.70 0.933 1263.637 13.B 11.95 2.217 1265.B54 0.00 1.376 1.50 0.00 0.00 0 0.00 0.94 0.20582 .032363 0.03 0.550 0.00 106B.55 1262.90 0.972 1263.869 13.B 11.39 2.013 1265.8B2 0.00 1.376 1.50 0.00 0.00 0 0.00 O.BO 0.20582 .02B729 0.02 0.550 0.00 . 1067.35 12B3.06 1.013 1264.075 13.B 10.B6 1.831 1265.90B 0.00 1.376 1.50 0.00 0.00 0 0.00 0.67 0.20582 .025572 0.02 0.550 0.00 1068.02 1263.20 1.058 1264.25B 13.8 10.35 1.664 1265.922 0.00 1.376 1.50 0.00 0.00 0 0.00 3.9B 0.02261 .024193 0.10 1.090 0.00 1072.00 1263.29 1.056 1264.346 13.8 10.38 1.674 1266.020 0.00 1.37B 1.50 0.00 0.00 0 0.00 B.75 0.02400 .024328 0.21 1.060 0.00 1080.75 1263.50 1.054 1264.554 13.B 10.40 1.B79 1266.233 0.00 1.376 1.50 0.00 0.00 0 0.00 41.96 0.023B3 .024954 1.05 1.060 0.00 1122.71 1264.50 1.036 1265.536 13.B 10.60 1.744 1267.2BO 0.00 1.376 1.50 0.00 0.00 0 0.00 23.B2 0.02376 .026209 0.62 1.060 0.00 1146.53 1265.07 1.015 1266.DB1 13.8 10.B3 1.822 1267.903 0.00 1.376 1.50 0.00 0.00 0 0.00 29.22 0.02376 .02B565 0.83 1.060 0.00 . /};.v . LICENSEE: R.B.F._& ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING L1NEM BASIN 100 6/21/01 rev 9/20/01 FPG FILE: REVMWSP Q FILE = REVQMWSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -****--**-------*--****-- --*-----*-*-****-***************-****.* 1175.75 1265.76 0.973 1266.733 13.8 11.37 2.006 126B.739 0.00 1.376 1.50 0.00 0.00 0 0.00 19.23 0.02376 .0321 B3 0.62 1.060 0.00 1194.98 1266.22 0.934 1267.151 13.8 11.92 2.205 1269.356 0.00 1.376 1.50 0.00 0.00 0 0.00 14.66 0.02376 .036285 0.53 1.060 0.00 1209.64 1266.57 0.B97 1267.463 13.8 12.50 2.42B 1269.889 0.00 1.376 1.50 0.00 0.00 0 0.00 12.09 0.02376 .041015 0.50 1.060 0.00 1221.73 1266.B5 0.B63 1267.716 13.B 13.11 2.667 1270.383 0.00 1.376 1.50 0.00 0.00 0 0.00 10.32 0.0237B .046424 0.48 1.060 0.00 1232.05 1267.10 0.B30 1267.92B 13.8 13.75 2.934 1270.862 0.00 1.376 1.50 0.00 0.00 0 0.00 9.09 0.02376 .052563 0.48 1.060 0.00 . 1241.14 1267.31 0.798 1268.112 13.8 14.42 3.229 1271.341 0.00 1.376 1.50 0.00 0.00 0 0.00 B.20 0.02376 .059605 0.49 1.060 0.00 1249.34 1267.51 0.769 126B.27B 13.8 15.13 3.555 1271.833 0.00 1.376 1.50 0.00 0.00 0 0.00 7.43 0.02376 .OB7643 0.50 1.060 0.00 1256.77 1267.69 0.740 126B.426 13.8 15.86 3.907 1272.333 0.00 1.376 1.50 0.00 0.00 0 0.00 6.86 0.02376 .076799 0.53 1.060 0.00 1263.63 1267.85 0.713 126B.562 13.8 16.65 4.303 1272.865 0.00 1.376 1.50 0.00 0.00 0 0.00 6.37 0.0237B .087331 0.56 1.0BO 0.00 1270.00 1268.00 0.688 1268.688 13.8 17.45 4.726 1273.414 0.00 1.376 1.50 0.00 0.00 0 0.00 0.34 0.11095 .092B21 0.03 0.650 0.00 1270.34 1268.04 0.6B8 126B.726 13.8 17.42 4.714 1273.440 0.00 1.376 1.50 0.00 0.00 0 0.00 16.90 0.11095 .OB7105 1.47 0.650 0.00 . "v~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING L1NEM BASIN 100 6/21/01 rev 9/20/01 FPG FILE: REVM.wSP Q FILE = REVQM.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D1A IDNO. PIER L1ELEM SO SF AVE HF NORM DEPTH ZR **--******-********- *--***-****-*-----******--****************--**- 1287.24 1269.91 0.714 127M27 13.B 16.63 4.293 1274.920 0.00 1.376 1.50 0.00 0.00 0 0.00 10.58 0.11095 .076647 0.81 0.650 0.00 1297.82 1271.09 0.741 1271.82B 13.8 15.84 3.B9B 1275.726 0.00 1.376 1.50 0.00 0.00 0 0.00 7.51 0.11095 .067472 0.51 0.650 0.00 1305.33 1271.92 0.769 1272.689 13.8 15.12 3.54B 1276.237 0.00 1.376 1.50 0.00 0.00 0 0.00 5.68 0.11095 .059449 0.34 0.650 0.00 1311.01 1272.55 0.799 1273.349 13.8 14.41 3.222 1276.571 0.00 1.376 1.50 0.00 0.00 0 0.00 4.47 0.11095 .052429 0.23 0.650 0.00 1315.4B 1273.05 0.830 1273.877 13.8 13.73 2.928 1276.805 0.00 1.376 1.50 0.00 0.00 0 0.00 3.61 0.11095 .046277 0.17 0.650 0.00 . 1319.09 1273.45 0.B63 1274.310 13.8 13.09 2.662 127B.972 0.00 1.376 1.50 0.00 0.00 0 0.00 2.96 0.11095 .040905 0.12 0.650 0.00 1322.05 1273.7B 0.89B 1274.673 13.8 12.49 2.422 1277.095 0.00 1.376 1.50 0.00 0.00 0 0.00 2.45 0.11095 .036207 0.09 0.650 0.00 1324.50 1274.05 0.935 1274.982 13.8 11.91 2.201 1277.183 0.00 1.376 1.50 0.00 0.00 0 0.00 2.05 0.11095 .032094 0.07 0.650 0.00 1326.55 1274.27 0.974 1275.24B 13.B 11.35 2.000 1277.248 0.00 1.376 1.50 0.00 0.00 0 0.00 1.69 0.11095 .028504 0.05 0.B50 0.00 132B.24 1274.46 1.016 1275.478 13.8 10.82 1.819 1277.297 0.00 1.376 1.50 0.00 0.00 0 0.00 1.41 0.11095 .025378 0.04 0.650 0.00 1329.65 1274.62 1.061 1275.679 13.8 10.32 1.654 1277.333 0.00 1.376 1.50 0.00 0.00 0 0.00 1.150.11095 .02266B 0.03 0.650 0.00 . ~ ~e 'y - . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING L1NEM BASIN 100 6/21/01 rev 9/20/01 FPG FILE: REVMWSP Q FILE = REVQMWSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q PAGE 5 HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL PIER UELEM SO SF AVE HF NORM DEPTH .*- ************......_.....*********************--*"'***"'*-************************************-*************- ZR HGTI BASEl ZL NO DIA ID NO. . 1330.BO 1274.75 1.110 1275.B56 13.8 9.B4 1.504 1277.360 0.00 1.376 1.50 0.00 0.00 0 0.00 0.920.11095 .020327 0.02 0.650 0.00 1331.72 1274.85 1.163 1276.011 13.B 9.3B 1.367 1277.37B 0.00 1.376 1.50 0.00 0.00 0 0.00 0.71 0.11095 .01 B329 0.01 0.B5D 0.00 1332.43 1274.93 1.222 127B.14B 13.B B.94 1.242 1277.390 0.00 1.376 1.50 0.00 0.00 0 0.00 0.46 0.11095 .016691 0.01 0.650 0.00 1332.B9 1274.9B 1.291 127B.2B9 13.8 B.53 1.130 1277.399 0.00 1.376 1.50 0.00 0.00 0 0.00 0.20 0.11095 .015485 0.00 0.650 0.00 1333.09 1275.00 1.376 1276.376 13.B 8.13 1.026 1277.402 0.00 1.376 1.50 0.00 0.00 0 0.00 f'l'A.l. V'- w:,F- L;. 1l7'-'. 3710 TO, Z(I.<J7.b) :../z 7filS8' ~ 0... - , REVISED RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 200 _ . LINES L, L 1 & L2 e '"1;P **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCD) 197B HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 200 * 10-YEAR * ************************************************************************** FILE NAME: lDL200.DAT TIME/DATE OF STUDY: 09:49 10/03/2001 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENTCYEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 .- SPECIFIED PERCENT OF GRADIENTSCDECIMALJ TO USE FOR FRICTION SLOPE 0.95 D-YEAR STORM 1D-MINUTE INTENSITYCINCH/HOUR) = 2.360 10-YEAR STORM 6D-MINUTE INTENSITYCINCH/HOUR) = 0.880 10D-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.4BO 1DD-YEAR STORM 6D-MINUTE INTENSITYCINCH/HOUR) = 1.300 SLOPE OF lD-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lDD-YEAR INTENSITY'DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.BB9 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL. HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY CFT) CFT) CFT) (FT) Cn) --------- --------- ----------------- ----------------- ----- ------ ----- ------- ----- ------ ----- ------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .*********************************************************************** W PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM * * * ~, DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 .UPSTREAM ELEVATION = 1295.64 DOWNSTREAM ELEVATION' = 1294.44 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[( 120.00**3)/( 1.2D)J**.2 = 6.693 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.973 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B415 SOIL CLASSIfICATION IS '~H SUBAREA RUNOFFCCFS) = 0.50 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 61 ------------------------------------------------------------------._-------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1293.94 DOWNSTREAM ELEVATIONCFEET) = 1290.84 STREET LENGTHCFEET) = 510.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 . STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~anning/S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Sack-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) = 4.50 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.41 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 3.53 TCCMIN.) = 10.22 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.355 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8286 SOIL CLASSIFICATION IS "On SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.80 2.08 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 3.12 3.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTHCFEET) = 5.61 FLOW VELOCITYCFEET/SEC.) = 2.76 DEPTH*VELOCITYCFT*FT/SEC.) 1.34 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ...CSTANDARD CURB SECTION USED) .======================================================================== UPSTREAM ELEVATIONCFEET) = 1290~B4 DOWNSTREAM ELEVATION(FEET) = 1286.73 STREET LENGTHCFEET) = 840.63 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 "?J~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET), 18.00 INSIDE STREET CROSSFALL(DECIMAL)' 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) , 0.080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF' STREET PARKWAY CROSSFALLCDECIMAL) , 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) , STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET)' 0.59 HALFSTREET FLOOD WIDTHCFEET), 11.64 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.65 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.)' 1.57 STREET FLOW TRAVEL TIMECMIN.)' 5.30 TcCMIN.)' 15.52 10 YEAR RAINFALL INTENSITYCINCH/HOUR) 1.B71 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT' .8136 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES), 2.92 TOTAL AREA(ACRES), 4.72 5.85 SUBAREA RUNOFFCCFS) , PEAK FLOW RATECCFS) 4.45 8.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) , 0.66 HALFSTREET FLOOD WIDTHCFEET) 15.54 FLOW VELOCITYCFEET/SEC.), 2.64 DEPTH*VELOCITYCFT*FT/SEC.)' 1.73 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L, B40.6 FT WITH ELEVATION-DROP' 4.1 FT, IS 4.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 204.00 4IIIl0NGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00' 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE' ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS' 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.)' 15.52 RAINFALL INTENSITYCINCH/HR)' 1.87 TOTAL STREAM AREACACRES), 4.72 PEAK FLOW RATECCFS) AT CONFLUENCE' 8.07 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE' 21 --------------------------------------------~-------~-~--------.-._--------~ tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC ' K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH' 136.00 UPSTREAM ELEVATION' 1293.04 DOWNSTREAM ELEVATION' 1291.6B ELEVATION DIFFERENCE' 1.36 .'0.393*[( 136.00**3)/( 1.36)]**.2' 7.037 10 YEAR RAINFALL INTENSITY(INCH/HOUR), 2.B92 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT' .8401 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) , 0.49 TOTAL AREACACRES) , 0.20 TOTAL RUNOFFCCFS) 0.49 ~C? **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 61 e--------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.18 DOWNSTREAM ELEVATION(FEET) = 1286.73 STREET LENGTH(FEET) = 913.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of~Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = 4.26 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 7.25 TcCMIN.) 14.29 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.958 .OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8834 OIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.30 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.50 PEAK FLOW RATECCFS) 1.63 2.25 2.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALF STREET FLOOD WIDTHCFEET) 5.26 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 207.00 = 1049.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = ---------------------------------------------------------------------------- ~ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.29 RAINFALL INTENSITYCINCH/HR) = 1.96 TOTAL STREAM AREACACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 21 ------------~------------------~-----------~-------------------------------~ ...~::==~~~:=~=::~:~=~:~~~=~=:~~==:==::=~::~:============================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1303.37 ~ . DOWNSTREAM ELEVATION = 1301.97 ELEVATION DIFFERENCE = 1.40 TC = D.393*[C 140.0D**3)/C 1.40)]**.2 = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = SOil CLASSIFICATION IS "CO SUBAREA RUNOFFCCFSJ TOTAL AREACACRES) = 7.119 .8224 0.59 0.25 TOTAL RUNOFFCCFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 204.00 IS CODE = 61 ------------------------------------------------------------------------._-- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1301.47 DOWNSTREAM ELEVATION(FEET) = 1286.73 STREET LENGTHCFEET) = 328.61 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALLCDECIMALJ GRADEBREAKC FEET) 0.020 = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = D.2B HALFSTREET FLOOD WIDTH(FEET) = 3.05 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.27 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.4B STREET FLOW TRAVEL TIMECMIN.) = 1.04 TC(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.666 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8175 SOIL CLASSIFICATION IS "CH SUBAREA AREACACRES) = 1.50 TOTAL AREA(ACRES) = 1.75 2.23 8.16 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) = 3.27 3.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTHCFEET) 3.B5 FLOW VELOCITYCFEET/SEC.) = 6.00 DEPTH*VELOCITY(FT*FT/SEC.) 2.07 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 204.00 = 468.61 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = B.16 .INFALL INTENSITYCINCH/HR) = 2.67 TAL STREAM AREACACRES) = 1.75 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.86 **************************************************************************** '?~ FLOW PROCESS FROM NODE 210.00 TO NODE 207.00 IS CODE = 21 -----~---------------~----._-------------~---------~-----~------------------ tttttRATI0NAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 328.39 UPSTREAM ELEVATION = 1300.22 DOWNSTREAM ELEVATION = 1286.73 ELEVATION DIFFERENCE = 13.49 TC = D.3D3*[C 328.39**3)/C 13.49)]**.2 = 5.827 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.209 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8B58 SOil CLASSIFICATION IS HC" SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 1.14 0.40 TOTAL RUNOFFCCFS) = 1.14 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = --------------------------~._---------------------------------------------.- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 5.B3 RAINFALL INTENSITYCINCH/HR) = 3.21 TOTAL STREAM AREACACRES) = 0.40 .PEAK FLOW RATECCFS) AT CONFLUENCE = ** CONFLUENCE DATA ** 1.14 STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) (MIN.) (INCH/HOUR) CACRE) 1 8.07 15.52 1.871 4.72 2 2.74 14.29 1. 958 1.50 3 3.B6 8.16 2.666 1.75 4 1.14 5.83 3.209 0.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) CMIN.) (INCH/HOUR) , 8.04 5.83 3.209 2 10.61 8.16 2.666 3 13.69 14.29 1.958 4 14.05 15.52 1.871 ~OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFSl = 14.05 TeCMIN.) = 15.52 TOTAL AREACACRES) = B.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 1470.63 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21 .-------...----------------------------------------------------------------- ......RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: -========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH*'3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.27 ELEVATION DIFFERENCE = 2.23 TC = 0.393*[( 120.0D**3)/C 2.23)J**.2 5.913 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.183 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7886 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.50 0.20 TOTAL RUNOFFCCFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 ----------------..--------------------------------------.-------------.----- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: teeee(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1322.B7 DOWNSTREAM ELEVATIONCFEET) = 1319.13 STREET LENGTHCFEET) = 320.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 ~ISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIDTHCFEET) = 3.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 0.94 STREET FLOW TRAVEL TIMECMIN.) = 1.83 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.745 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8194 SOIL CLASSIFICATION IS "CO SUBAREA AREACACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 1.63 7.74 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 2.25 2.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) 4.42 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY(FT*FT/SEC.) 4111rGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 1.29 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 4 .----------------------------------------------.--------..------------------ eeet(DESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE===== ========================================================;=================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: . TIME OF CONCENTRATION(MIN.) = 7.74 RAINFALL INTENSITYCINCH/HR) = 2.74 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.75 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 -----------------~---------.._------------------------------------._-------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.37 ELEVATION DIFFERENCE = 2.13 TC = 0.393*[( 130.00**3)/( 2.13)]**.2 = 6.261 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.085 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8268 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) 0.51 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE = 61 ~------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1322.87 DOWNSTREAM ELEVATIONCFEET) = 1319.13 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = D.OBO 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.30 HALFSTREET FLOOD WIDTHCFEET) = 3.36 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.18 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 7.57 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.77B .GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .776B IL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 1.00 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1.20 PEAK FLOW RATECCFS) 1.59 2.16 2.67 ~ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.16 FLOW VELOCITYCFEET/SEC.) = 3.60 DEPTH*VELOCITYCFT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 3BO.00 FEET. ~*************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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 CONCENTRATIONCMIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.67 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 2.75 2.67 Tc CMIN.) 7.74 7.57 INTENSITY (INCH/HOUR) 2.745 2.778 AREA CACRE) 1.~ 1.~ *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK FLOW. ************************************************************************** ~RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE *. STREAM RUNOFf Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 5.36 7.57 2.778 2 5.39 7.74 2.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.39 Tc(MIN.) = 7.74 TOTAL AREACACRES) = 2.40 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1319.13 DOWNSTREAM ELEVATIONCFEET) = 1297.23 STREET LENGTHCFEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 ~ISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) ~SIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 = 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) ~ 0.0150 Manning's FRICTION FACTOR for Back-of~Ualk Flow Section 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.52 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.73 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 8.83 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.552 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B829 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) 0.50 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 2.90 PEAK FLOW RATECCFS) 5.95 1.13 6.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.70 FLOW VELOCITY(FEET/SEC.) = 6.97 DEPTH*VELOCITYCFT*FT/SEC.) = 2.B7 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 10 -------------------------------------------~-------------------------------- tttttMAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 21 e------------------------------------------------------------------------- ....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[C 120.00**3)/C 2.12)]**.2 = 5.973 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.166 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7881 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) 0.62 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: .....CSTANDARD CURB SECTION USED)=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1342.08 DOWNSTREAM ELEVATIONCFEET) = 1303.02 STREET LENGTHCFEET) = 1400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEETl = 30.00 ~STANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1B.DD INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curbwto-curb) Manning's FRICTION FACTOR for Back-of-UaLk Flow Section ~ 0.0200 . 0.0150 .*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 5.00 AVERAGE fLOW VELOCITYCfEET/SEC.) = 5.47 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.3B STREET FLOW TRAVEL TIMECMIN.) = 4.27 TcCMIN.) = 10.24 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.353 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8087 SOIL CLASSIFICATION IS "CO SUBAREA AREACACRES) = 5.30 TOTAL AREACACRES) = 5.55 5.74 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 10.08 10.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.54 HALFSTREET FLOOD WIDTHCFEET) = B.56 FLOW VELOCITYCFEET/SEC.) = 6.25 DEPTH*VELOCITYCFT*fT/SEC.) = 3.40 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 8.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520.00 FEET. ************************************************************.*************** FLOW PROCESS FROM NODE 220.00 TO NOOE 220.00 IS CODE = .ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== -========================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.24 RAINFALL INTENSITYCINCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 5.55 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.71 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS COOE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*rCLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.65 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 12D.00**3)/C 2.05)]**.2 6.013 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.154 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .7878 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) 0.62 4111PTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 220.00 IS CODE = 61 ~ tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATIONCFEET) = 1342.15 DOWNSTREAM ELEVATIONCFEET) = 1303.02 i~TREET LENGTHCFEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 ~REET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADESREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION fACTOR for StreetfLow Sect;on(curb.to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.87 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.42 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.31 STREET FLOW TRAVEL TIME(MIN.) = 4.31 TcCMIN.) = 10.32 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.342 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8084 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 5.00 TOTAL AREACACRES) = 5.25 5.42 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 9.47 10.09 END OF SUBAREA STREET FLOW HYDRAULICS: ~PTH(FEET) = 0.53 HALFSTREET FLOOD WIDTHCFEET) = 7.85 FLOW VELOCITY(FEET/SEC.) = 6.23 DEPTH*VELOCITYCFT*FT/SEC.) 3.32 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220. DO 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.) = 10.32 RAINFALL INTENSITYCINCH/HR) = 2.34 TOTAL STREAM AREACACRES) = 5.25 PEAK FLOW RATECCFS) AT CONFLUENCE 10.09 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 10.71 2 10.09 Tc (MIN.) 10.24 10.32 INTENSITY (INCH/HOUR) 2.353 2.342 AREA CACRE) 5.55 5.25 *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED . THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA LL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ""q;... ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~UMB~R (CFS) (MIN.) (INCH/HOUR) 20.72 10.24 2.353 2 m.n 10.32 2.342 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.72 TcCMIN.) = 10.24 TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.24 RAIN INTENSITYCINCH/HOUR) = 2.35 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 3.02 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 217.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN .STREAM UMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Te INTENSITY CCFS) CMIN.) CINCH/HOUR) 3.02 10.24 2.353 FLOWPATH FROM NODE 218.00 TO NODE AREA CACRE) 0.01 217.00 1520.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) CINCH/HOUR) (ACRE) 1 6.51 B.83 2.552 2.90 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = B90.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) CINCH/HOUR) 1 9.12 B.83 2.552 2 9.02 10.24 2.353 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 9.12 TC(MIN.) = 2.91 8.83 ~************************************************************************* FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 ~ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.24 RAIN INTENSITYCINCH/HOUR) = 2.35 TOTAL AREACACRES) = 10.80 TOTAL RUNOFFCCFS) = 17.70 4111L*********************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 2110.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1296.52 DOWNSTREAMCFEET) FLOW LENGTH(FEET) = 97.33 MANNING'S N = 0.015 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 15.29 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.70 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 12BB.89 0.11 TeCMIN.) = 10.35 218.00 TO NODE 2110.00 = 1617.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2110.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUEN~E===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.35 RAINFALL INTENSITYCINCH/HR) = 2.34 ~TAL STREAM AREACACRES) = 10.80 ~K FLOW RATECCFS) AT CONFLUENCE = 17.70 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.83 RAIN INTENSITYCINCH/HOUR) = 2.55 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFFCCFS) = 9.12 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 2110.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1290.00 DOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 94.11 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.15 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 9.12 PIPE TRAVEL TIME(MIN.) = 0.22 TeeMIN.) = LONGEST FLOWPATH FROM NODE 221.00 TO NODE 1288.84 9.05 2110.00 = 1614.11 FEET. tIIIt************************************************************************ FLOW PROCESS FROM NODE 2110.00 TO NODE 2110.00 IS CODE = ~ <<<<<<<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: t(<<<<<<AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: .ME OF CONCENTRATION(MIN.) = 9.05 INFALL INTENSITYCINCH/HR) = 2.52 TOTAL STREAM AREACACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 17.70 2 9.12 Tc CMIN.) 10.35 9.05 INTENSITY CINCH/HOUR) 2.339 2.51B AREA CACRE) 10.BO 2.91 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc CCFS) (MIN.) H.W 9.~ 26.17 10.35 INTENSITY CINCH/HOUR) 2.518 2.339 ~MPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 26.17 TcCMIN.) = 10.35 TOTAL AREA(ACRES) = 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 2110.00 = 1617.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2111.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 128B.28 DOWNSTREAMCFEET) = 1272.11 FLOW LENGTHCFEET) = 385.73 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 14.83 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES PIPE'FLOWCCFS) = 26.17 PIPE TRAVEL TIMECMIN.) = 0.43 TcCMIN.) = 10.78 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 2111.00 = 2003.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 7 (((((USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eER-SPECIFIED VALUES ARE AS FOLLOWS: CCMIN) = 15.52 RAIN INTENSITY(INCH/HOUR) = 1.87 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFFCCFS) = 7.00 ~ **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 207.00 IS CODE = 41 -------------------------------------------------------------------~-----~-- <<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT) ~::~:~;~:=~:~:~=~;;~::::;;::~~=:==~;:~~;~==~~:;~::::;;::~~=:==~;:~~~:==== FLOW LENGTHCFEET) = 41.35 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 5.67 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 7.00 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 0.12 TcCMIN.) = 218.00 TO NODE 15.64 207.00 = 2044.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = ---------------------------------------------------------------------------- <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 15.64 RAINFALL INTENSITYCINCH/HR) = 1.86 TOTAL STREAM AREACACRES) = 4.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.00 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 7 ~--------------------------------------------------------------------------~ ~;::~;:;~;;;;~~:::::;:::;::;:;~~:~;~:~~:=::=:~~:========================= TCCMIN) = 15.52 RAIN INTENSITY(INCH/HOUR) = 1.87 TOTAL AREACACRES) 4.20 TOTAL RUNOFFCCFS) = 7.00 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 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.) 15.52 RAINFALL INTENSITYCINCH/HR) = 1.87 TOTAL STREAM AREACACRES) = 4.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.00 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 7.00 2 7.00 Tc CMIN.) 15.64 15.52 INTENSITY CINCH/HOUR) 1.B63 1.B71 AREA CACRE) 4.20 4.20 *********************************WARNING********************************** . THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK aTREAM WUMBER 1 2 FLOW RATE RUNOFF (CFS) 13.95 13.97 TABLE *. Tc (MIN. ) 15.52 15.64 I NTENS I TY CINCH/HOUR) 1.871 1.863 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 13.97 TcCMIN.) = 15.64 TOTAL AREA(ACRES) = 8.40 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 207.00 = 2044.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 2112.00 IS CODE = 41 ~--------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 12BO.6B DOWNSTREAM(FEET) FLOW LENGTHCFEET) = 37.69 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.24 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 13.97 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1272.11 0.03 TcCMIN.) = 15.67 21B.OD TO NODE 2112.00 = 2082.10 FEET. **************************************************************************** ~~~-~~~~~~~-~~~~-~~~---~~~~:~~-~~-~~~---~~~~:~~-~~-~~~-~-------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATJONCMIN.) 15.67 RAINFALL INTENSITYCINCH/HR) = 1.86 TOTAL STREAM AREACACRES) = 8.40 PEAK FLOW RATECCFS) AT CONFLUENCE = 13.97 **************************************************************************** FLOW PROCESS FROM NODE 2111.00 TO NODE 2111.00 IS CODE = 7 --------------------------------------------~-----------------~-----------_. .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.35 RAIN INTENSITYCINCH/HOUR) = 2.34 TOTAL AREA(ACRES) = 13.71 TOTAL RUNOFFCCFS) = 26.17 **************************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = ---------------------------------------------------~------------------------ eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== eeeeeAND COMPUTE VARIOUS CONFlUENCED STREAM VALUES=====: .======================================================================== TAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 10.35 RAINFALL INTENSITYCINCH/HR) 2.34 TOTAL STREAM AREA(ACRES) = 13.71 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.17 ** CONFLUENCE DATA ** _REAM RUNOFF MBER CCFS) 1 13.97 2 26.17 Tc CMIN.) 15.67 10.35 INTENSITY (INCH/HOUR>. 1.861 2.339 AREA CACRE) 8.40 13.71 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE *. RUNOFF CCFS) 35.40 34.80 Tc INTENSITY (I NCH/HOUR) 2.339 1.861 CMIN. ) 10.35 15.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 35.40 TcCMIN.) = 10.35 TOTAL AREACACRES) = 22.11 LONGEST FLOWPATH FROM NODE 21B.OD TO NODE 2112.00 = 2082.10 FEET. **************************************************************************** ~OW PROCESS FROM NODE 2112.00 TO NODE 223.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.35 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 22.11 PEAK FLOW RATECCFS) AT CONFLUENCE = 35.40 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1288.00 ELEVATION DIFFERENCE = 22.00 Te = 0.709*[( 270.00**3)/( 22.00)J**.2 10 YEAR RAINFALL INTENSITYCINCH/HOUR) .IL CLASSIFICATION IS "Bd BAREA RUNOFFCCFS) = 0.83 TOTAL AREACACRES) = 0.60 TOTAL RUNOFFCCFS) = 10.996 2.262 0.83 ~~ **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 52 ------.---------------------.-----------------------------------.-------.--. (((((COMPUTE NATURAL VAllEY CHANNEL FlOY .....TRAVELTIME THRU SUBAREA====: ~:::~;~:=~:~::=::;~::::;;::~:=:===~;;;~~~==~~:::~::::;;::~:=:===~;;~~~~== CHANNEL LENGTH THRU SUBAREACFEET) = 600.00 CHANNEL SLOPE = 0.0283 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREACCFS) = 0.83 FLOW VELOCITYCFEET/SEC) = 2.52 CPER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIMECMIN.) = 3.96 TcCMIN.) = 14.96 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 81 ------------------..----------..-----------.---------.------------...._----- .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.910 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7301 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 3.10 TOTAL AREA(ACRES) 3.70 TCCMIN) = 14.96 SUBAREA RUNOFFCCFS) = TOTAL RUNOFFCCFS) = 4.32 5.16 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = ---------------------------.---------.--------------..------------.._------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~~~~ANO COMPUTE VARIOUS CONFlUENCED STREAM VALUES ~======================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 14.96 RAINFALL INTENSITYCINCH/HR) = 1.91 TOTAL STREAM AREACACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.16 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 35.40 2 5.16 Tc (MIN. ) 10.35 14.96 INTENSITY CINCH/HOUR) 2.339 1.910 AREA (ACRE) 22.11 3.70 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM .MB~R 2 FLOW RATE RUNOFF CCFS) 38.97 34.06 TABLE ** Tc (MIN. ) 10.35 14.96 INTENSITY (I NCH/HOUR) 2.339 1.910 ~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 38.97 Tc(HIN.) = 10.35 TOTAL AREACACRES) = 25.81 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 223.00 = 20B2.10 FEET. .************************************************************************ OW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 7 ~M________________________________________________________________________._ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.20 RAIN INTENSITY(INCH/HOUR) = 1.83 TOTAL AREACACRES) = 25.7B TOTAL RUNOFFCCFS) = 19.00 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 10 ----------------------------------.--------.-------------------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 ~WNSTREAM ELEVATION = 1282.65 ~EVATION DIFFERENCE = 36.70 TC = 0.303*[( 700.00**3)/C 36.70)]**.2 = 7.511 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.790 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8841 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) = 2.10 TOTAL AREACACRES) = 0.85 TOTAL RUNOFF(CFS) = 2.10 **************************************************************************** FLOW PROCESS FROM NODE 229.00 TO NODE 230.00 IS CODE = 61 ---------------------------------------------------------------------------- teeeeCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.65 DOWNSTREAM ELEVATIONCFEET) = 1275.15 STREET LENGTHCFEET) = 420.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL .GRADEBREAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 30.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Mannihg's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ~nnlng/s FRICTION FACTOR far Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 2.75 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.05 f.>>L- kGc-1 ofrJ""f fJJ AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.B9 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIMECMIN.) = 1.80 Tc(MIN.) = .10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.479 MMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8825 SOIL CLASSIFICATION IS Hen SUBAREA AREA(ACRES) 0.60 TOTAL AREACACRES) = 1.45 9.31 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 1.31 3.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.42 FLOW VELOCITYCFEET/SEC.) = 4.10 DEPTH*VELOCITYCFT*FT/SEC.) 1.60 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 230.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = ---------.------------------------------------------------------------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.31 RAINFALL INTENSITYCINCH/HR) = 2.4B TOTAL STREAM AREACACRES) = 1.45 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ~~~~~~~;~~~~-~~~~~-;~;~;~~-~~~~~~~-~~~~~~;~----------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 975.00 UPSTREAM ELEVATION = 1302.16 DOWNSTREAM ELEVATION = 1275.15 ELEVATION DIFFERENCE = 27.01 TC = 0.3D3*[C 975.00**3)/( 27.01)J**.2 = 9.743 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.418 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFFCCFS) = 2.11 TOTAL AREACACRES) = 1.00 TOTAL RUNOFFCCFS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = ----------------------------------.------------------.-.._----------.------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.74 .INFALL INTENSITY(INCH/HR) = 2.42 TAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 ** CONFLUENCE DATA ** STREAM RUNOFF Te ~" INTENSITY AREA NUMBER 1 2 CCFS) 3.41 2.11 CMIN.) 9.31 9.74 (I NCH/HOUR) 2.479 2.418 (ACRE) 1.45 1.00 ~******************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. -* PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF CCFS) 5.43 5.44 TABLE -- Tc (MIN.) 9.31 9.74 INTENSITY (INCH/HOUR) 2.479 2.418 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) - 5.43 Tc(MIN.) _ 9.31 TOTAL AREACACRES) - 2.45 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 230.00 - 1120.00 FEET. FLOW PROCESS FROM NODE 223.00 TO NODE *******************************************************-*----------****-***- 230.00 IS CODE - 11 ---------------------------------------------------------------------------- .....CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY====: ~========================================================================= ** MAIN STREAM CONFLUENCE DATA -- STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) CINCH/HOUR) 1 5.43 9.31 2.479 LONGEST FLOWPATH FROM NODE 228.00 TO NODE *- MEMORY STREAM NUMBER 1 LONGEST BANK # 3 CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) CMIN.) CINCH/HOUR) 19.00 16.20 1.828 FLOWPATH FROM NODE 218.00 TO NODE AREA CACRE) 2.45 230.00 - 1120.00 FEET. AREA CACRE) 25.7B 230.00 = 20B2.10 FEET. *********************************WARNI NG**************-***-*-------------- IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. <It<lt<lt<lt<lt_____**_________________*__**_*_._*____*_*________*_____*_____*______ *- PEAK FLOW RATE TABLE *- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) CINCH/HOUR) 1 16.34 9.31 2.479 2 23.00 16.20 1.B28 .MPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AK FLOW RATE(CFS) = 23.00 TcCMIN.) = 16.20 TOTAL AREA(ACRES) = 28.23 ~ FLOW PROCESS FROM NODE 230.00 TO NODE **************************************************************************** 232.00 IS CODE = 41 ~~R._R_~.._R_~__R____RR_.______~____~______________~.____~____________~~~___ tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) .-========================================================================= LEVATION DATA: UPSTREAMCFEET) = 1271.14 DOWNSTREAMCFEET) = 1270.35 FLOW LENGTHCFEET) = 70.58 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.B INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 8.80 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 23.00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.13 TcCMIN.)= 218.00 TO NODE 16.33 232.00 = 2152.6B FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = --------~________~_____RRR_~~RRR_____.._R___~________~___R__R___~~~_RRR_____ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.33 RAINFALL INTENSITYCINCH/HR) = 1.82 TOTAL STREAM AREACACRES) = 28.23 PEAK FLOW RATECCFS) AT CONFLUENCE = 23.00 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 226.00 IS CODE = 21 _~_R___~______R___~__________~______~___________________________________~~~_ ~::::::::~~:~=::::~~=:~::::~=:~:::::=:~:~::::============================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1297.23 DOWNSTREAM ELEVATION 1282.65 ELEVATION DIFFERENCE 14.58 TC = 0.303*[C 2DO.00**3)/C 14.58)J**.2 4.260 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.491 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSIFICATION SU8AREA RUNOFFCCFS) TOTAL AREACACRES) = IS ncn 0.93 0.30 TOTAL RUNOFFCCFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 233.00 IS CODE = 41 --------------------________~______._____~R.R____~__________________________ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1277.65 DOWNSTREAMCFEET) = 1275.10 FLOW LENGTH{FEET) = 232.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 3.2 INCHES .IPE-FLOW VELOCITYCFEET/SEC.) = 3.53 IVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 0.93 PIPE TRAVEL TIME(MIN.) = 1.10 TcCMIN.) = 6.10 LONGEST FLOWPATH FROM NODE 217.00 TO NODE 233.00 432.60 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 232.00 IS CODE = 41 ---~-------------------------------------~---------------._----------------- ....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA "'USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1274.85 DOWNSTREAM(FEET) = 1270.50 FLOW LENGTHCFEET) = 159.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 4.BD GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 0.93 PIPE TRAVEL TIMECMIN.) = 0.55 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE 217.00 TO NODE 232.00 592.34 FEET. *..*********..**........**********.*.*.**********..****.*.*****************. FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 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 CONCENTRATIONCMIN.) = 6.65 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.93 ~*. CONFLUENCE DATA *. EAM RUNOFF Tc UMBER CCFS) , 23.00 2 0.93 CMIN.) 16.33 6.65 INTENSITY CINCH/HOUR) l.B19 2.983 AREA CACRE) 2B.23 0.30 ....*****....*.**...*******......WARNING****.***.****.****.........******* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ....*.*******.**.************.**.**.****..*.*******.........****.**.***.** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 10.30 6.65 2.983 2 23.57 16.33 1.819 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 23.57 TcCMIN.) = 16.33 TOTAL AREACACRES) = 28.53 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 232.00 = 2152.68 FEET. .*****.*****.**..******.****...*******..........**.***..**************** W PROCESS FROM NODE 232.00 TO NODE 234.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)===== Fj\ ============================================================================ ELEVATION DATA: UPSTREAMCFEET) = 1270.00 DOWNSTREAMCFEET) 1269.43 FLOW LENGTHCFEET) = 12.53 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.0 INCHES ~IPE-FLOW VELOCITYCFEET/SEC.) = 14.62 ~IVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 23.57 PIPE TRAVEL TIMECMIN.) = 0.01 TcCMIN.) = 16.35 LONGEST FLOWPATH FROM NODE 21B.DO TO NODE 234.00 = 2165.21 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) PEAK FLOW RATE(CFS) 28.53 TCCMIN.) = 23.57 16.35 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . . if; ~ ."" ~************************************************************************ ..... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCD) 197B HYDROLOGY MANUAL (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.SA Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin ZOO * 100-YEAR * TOTAL FLOW IN LINE D-E * * * ************************************************************************** FILE NAME: lDDL2DD.DAT TIME/DATE OF STUDY: 09:33 10/03/2001 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ~ECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ~ECIFIED PERCENT OF GRAOfENTS(OECIMAl) TO USE FOR FRICTION SLOPE 0.95 10-YEAR STORM lD-MINUTE INTENSITYCINCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = D.8BD 10D-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 10D-YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lDD-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 '-HOUR INTENSITYCINCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) CFT) SIDE / SIDE/ WAY CFT) CFT) CFT) CFT) Cn) --------- --------- ----------------- ----------------- ----- ------ ----- ----- ------ ----- ------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ~OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE Z01.00 TO NODE 202.00 IS CODE = 21 * ----------~----------------------------------------------------~------------ <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) L~ .. = K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 TIAL SUBAREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1295.64 DOWNSTREAM ELEVATION = 1294.44 ELEVATION DIFFERENCE = 1.20 TC = D.393*[C 12D.DD**3)/C 1.20)]**.2 6.693 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.339 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B582 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 61 --~------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1293.94 DOWNSTREAM ELEVATIONCFEET) = 1290.84 STREET LENGTH(FEET) = 510.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~;EET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 *'TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTHCFEET) = 5.30 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.67 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC_) 1.23 STREET FLOW TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.505 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8494 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.60 TOTAL AREACACRES) = 1.80 3.14 9.87 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 4.76 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 9.69 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITYCFT*FT/SEC.) 1.65 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 510.0 FT WITH ELEVATION-DROP = 3.1 FT, IS 4.0 CFS, WHICH EXCEEDS THE TOP-Of-CURB STREET CAPACITY AT NODE 203.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 630.00 FEET. . 4IIIl************************************************************************ FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 61 5' ---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 129D.B4 DOWNSTREAM 'ELEVATIONCFEET) = 1286.73 STREET LENGTHCFEET) = 840.63 CURB HEIGHTCINCHES) 6.0 ~ET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 1B.DD INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = D.DBD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTHCFEET) = 16.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.79 STREET FLOW TRAVEL TIMECMIN.) = 5.27 TcCMIN.) = 15.14 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.770 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B37B SOIL CLASSIFICATION IS "0" SUBAREA AREA{ACRES) = 2.92 TOTAL AREA(ACRES) = 4.72 8.90 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 6.78 12.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.77 ~W VELOCITYCFEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 ~TE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 840.6 FT WITH ELEVATION-DROP = 4.1 FT, IS 6.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 204.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = ---------------------------------------------------------------.------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- _____________________________________u______________________________________ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: rIME OF CONCENTRATIONCMIN.) = 15.14 RAINFALL INTENSITYCINCH/HR) = 2.77 TOTAL STREAM AREACACRES) = 4.72 PEAK FLOW RATECCFS) AT CONFLUENCE = 12.2B **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 ________________~~MMM_____~~M_________~~_~~___________~_______.._MM_____M__M .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) . = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 ITIAL SUBAREA FLOW-LENGTH = 136.00 UPSTREAM ELEVATION = 1293.04 DOWNSTREAM ELEVATION = 1291.6B ELEVATION DIFFERENCE = 1.36 TC = 0.393*[C 136.00*'3)/( 1.36)]**.2 = 7.037 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.221 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8571 ~ SOIL CLASSIFICATION IS ~AREA RUNOFFCCFS) = ~L AREACACRES) = "0" 0.72 0.20 TOTAL RUNOFFCCFS) 0.72 .*.************************************************************************* FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 61 ~--------~------------------------------------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.1B DOWNSTREAM ELEVATIONCFEET) = 12B6.73 STREET LENGTH(FEET) = 913.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = O.DBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 5.02 4111tVERAGE FLOW VELOCITYCFEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIMECMIN.) = 6.59 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.936 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8882 SOIL CLASSIFICATION IS RO" SUBAREA AREA(ACRES) = 1.30 TOTAL AREACACRES) = 1.50 2.44 13.63 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 3.39 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTHCFEET) 7.54 FLOW VELOCITYCFEET/SEC.) = 2.60 DEPTH*VELOCITYCFT*FT/SEC.) = 1.37 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 913.0 FT WITH ELEVATION.DROP = 4.5 FT, IS 3.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 207.00 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 207.00 = 1049.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = --------_.---------_.-------------------_..-._-------~~--------~-----~------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 13.63 .INFALL INTENSITY(INCH/HR) = 2.94 TAL STREAM AREACACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11 FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 21 ~ **************************************************************************** -----------------------------------------------------------~.._------------~ ~~~~~~ATTnwAl MFTHOO INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1303.37 DOWNSTREAM ELEVATION = 1301.97 ELEVATION DIFFERENCE = 1.40 TC = D.393*[C 140.0D**3)/C 1.40)]**.2 = 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8438 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFFCCFS) = 0.88 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 204.00 IS CODE = 61 ----------------------------.----------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1301.47 DOWNSTREAM ELEVATION(FEET) = 1286.73 STREET LENGTHCFEET) = 328.61 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = lB.OD INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~TSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.77 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.89 STREET FLOW TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.916 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B403 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 1.50 TOTAL AREACACRES) = 1.75 3.35 8.07 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 4.94 5.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) 4.57 FLOW VELOCITY(FEET/SEC.) = 6.58 DEPTH*VELOCITYCFT*FT/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 20B.DD TO NODE 204.00 = 468.61 FEET. .************************************************************************* LOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~f0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TTM~ n~ rn~r~~T~ATln~(M'~_) = 8.07 RAINFALL INTENSITYCINCH/HR) = 3.92 .AL STREAM AREACACRES) = 1.75 K FLOW RATE(CFS) AT CONFLUENCE = 5.82 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 207.00 IS CODE = 21 -------~------------------------------------------------------~------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 328.39 UPSTREAM ELEVATION = 1300.22 DOWNSTREAM ELEVATION = 12B6.73 ELEVATION DIFFERENCE = 13.49 TC = D.303*[C 32B.39**3)/C 13.49)J**.2 5.827 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.683 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8B98 SOIL CLASSIFICATION IS "CO SUBAREA RUNOFFCCFS) 1.67 TOTAL AREACACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 211. DO TO NODE 211.00 IS CODE = ---------------------------.------------.----------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .tttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES --========================================================================== TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATIONCMIN.) = 5.83 RAINFALL INTENSITYCINCH/HR) = 4.68 TOTAL STREAM AREACACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) (MIN. ) (lNCH/HOLR) (ACRE) 1 12.28 15.14 2.770 4.72 2 4.11 13.63 2.936 1.50 3 5.82 8.07 3.916 1.75 4 1.67 5.83 4.683 0.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ~* PEAK FLOW RATE TABLE ** STREAM RUNOFF Te NUMBER (CFS) (MIN.) 1 12.36 5.83 2 16.19 8.07 3 20.58 13.63 I. '1 '7 INTENSITY (INCH/HOUR) 4.683 3.916 2.936 2_770 lei- 1l:i 1t.. ~MPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATE(CFS) = 21.27 Tc(MIN.) = 15.14 TOTAL AREACACRES) = B.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 = 1470.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21 ----------------------------------------------------------------.----------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.27 ELEVATION DIFFERENCE = 2.23 TC = 0.393*[C 12D.DO'*3)/C 2.23)]'*.2 = 5.913 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.645 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8172 SOIL CLASSIFICATION IS HBH SUBAREA RUNOFF(CFS) 0.76 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 ~------------------------------------------------------------------------ tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- " UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATIONCFEET) = 1319.13 STREET LENGTHCFEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 I: ! DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflaw Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.24 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 7.57 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.054 .INGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8421 OIL CLASSIFICATION IS HC" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.20 PEAK FLOW RATECCFS) = 2.47 3.41 4.17 ~ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIDTHCFEET) 5.22 Clnu \I~lnrtTV(F~~T/~~r.~) = 3_66 DEPTH*VELOCITYCFT*FT/SEC.) 1.66 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. ~*********************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 1 -----~_._-------------------------_.-----------------------------------.---- OOOOODESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITYCINCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 --------------------------------.------------------------------------------- OOOOORATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.37 ELEVATION DIFFERENCE = 2.13 TC = 0.393*[C 130.00**3)/( 2_13)]**.2 = 6.261 ~DD YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.501 ~INGLE-FAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8471 SOIL CLASSIFICATION IS 'C' SUBAREA RUNOFFCCFS) = 0.76 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE = 61 ---------~---~-------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: OOOO~CSTANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1322.B7 DOWNSTREAM ELEVATIONCFEET) = 1319.13 STREET LENGTHCFEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manningfs FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manningfs FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) = STREET fLOW MODEL RESULTS USING ESTIMATED fLOW: STREET FLOW DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 3.99 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.52 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIMECMIN.) = 1.18 TcCMIN.l = 1nn VC:AD D4HJi=Al 1 TtJTl=tJ~TTY(HIr.H/Hntlln = 4.092 2.42 l.e 1-} 7.45 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF .Il CLASSIFiCATION IS HB" BAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.20 COEFFICIENT = .B083 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 3.31 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.43 HALFSTREET fLOOD WIDTHCFEET) = 4.91 FLOW VELOCITYCFEET/SEC.) = 4.00 DEPTH*VELOCITYCFT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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 CONCENTRATIONCMIN.) 7.45 RAINFALL INTENSITYCINCH/HR) = 4.09 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA *- STREAM RUNOFF NUMBER CCFS) . 1 4.17 2 4.07 Tc CMIN. ) 7.57 7.45 I NTENSI TV (INCH/HOUR) 4.054 4.092 AREA CACRE) 1.20 1.20 I' , ' I *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK fLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER CCFS) (MIN.) 1 8.17 7.45 2 8.21 7.57 I NTENS ITY (I NCH/HOUR) 4.092 4.054 ,I j ! , COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = B.21 Tc(MIN.) = 7.57 TOTAL AREA(ACRES) = 2.40 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ....CSTANDARD CURB SECTION USED)===== ' ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1319.13 DOWNSTREAM ELEVATIONCFEET) = 1297.23 STREET LENGTH(FEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 (j'- I"\'''TA.,..C I:DnU ,.DnUll Tn "Dneer:AII r.:D.II.nCClDC.II.l(fl:CCT\ ?n nn INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~TSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb} = 0.0150 Manning's FRICTION FACTOR for Back-of-YaLk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.46 HALFSTREET FLOOD WIDTHCFEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) 7.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.51 STREET FLOW TRAVEL TIMECMIN.) = 0.99 TcCMIN.) = 8.56 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.789 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877 SOIL CLASSIFICATION IS "Cn SUBAREA AREACACRES) = 0.50 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 2.90 PEAK FLOW RATECCFS) 9.05 1.68 9.B9 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 5.53 FLOW VELOCITYCFEET/SEC.) = 7.76 DEPTH*VELOCITY(FT*FT/SEC.) 3.71 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. **************************************************************************** ~OW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 10 ----------------------------------------------------.---------_.------------ .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 21 ----------.-------------..-.------------------------------------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 11 Ii , I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**o2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[( 120.0D**3)/C 2.12)].*.2 = 5.973 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.619 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT .8168 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFFCCFS) = 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 ********************************************...**********************.****** .LOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 61 ------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== .....CSTANDARD CURB SECTION USED) UPSTREAM ELEVATIONCFEET) = 1342.0B DOWNSTREAM ELEVATIONCFEET) = 1303.02 STREET LENGTHCFEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 tJ&~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ______ .... .............,............., _ "2'n nn .TANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) IDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.51 HALFSTREET FLOOD WIDTHCFEET) = 6.31 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.0B PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 3.09 STREET FLOW TRAVEL TIMECMIN.) = 3.84 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.517 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B345 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 5.30 TOTAL AREACACRES) = 5.55 B.78 9.81 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 15.55 16.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.62 HALFSTREET FLOOD WIDTHCFEET) = 13.59 FLOW VELOCITYCFEET/SEC.) = 6.34 DEPTH*VELOCITYCFT*FT/SEC.) = 3.96 .*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 12.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 LONGEST FLOWPATH FROM NODE 21B.DD TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.81 RAINFALL INTENSITYCINCH/HR) = 3.52 TOTAL STREAM AREACACRES) = 5.55 PEAK FLOW RATECCFS) AT CONFLUENCE = 16.50 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NOOE 222.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 .STREAM ELEVATION = 1344.70 WNSTREAM ELEVATION 1342.65 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[C 12D.00**3)/C 2.05)]**.2 6.013 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.602 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8166 SOIL CLASSIFICATION IS "8" ~IJRARFA RUNOFFlCFS) = 0.94 \o~ TOTAL AREACACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 ~*********************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 220.00 IS COOE = 61 -------_.--------_.-~----------------~-------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1342.15 DOWNSTREAM ELEVATION(FEET) = 1303.02 STREET LENGTHCFEET) = 1400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = lB.OO INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.50 HALFSTREET FLOOD WIDTHCFEET) = 5.78 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.99 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.99 ~REET FLOW TRAVEL TIMECMIN.) = 3.B9 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.498 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8342 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 5.00 TOTAL AREACACRES) = 5.25 8.30 9.91 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 14.59 15.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTHCFEET) = 12.87 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITYCFT*FT/SEC.) = 3.89 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 11.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS COOE = -~------------------------_..----------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.91 RAINFALL INTENSITYCINCH/HR) = 3.50 .TAL STREAM AREACACRES) = 5.25 AK FLOW RATECCFS) AT CONFLUENCE = 15.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ~ NUMBER CCFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.50 9.81 3.517 5.55 ? 1~_~~ 9_91 3.498 5.25 ~*****************************WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) (I NCH/HOUR) 1 31.88 9.Bl 3.517 2 31.94 9.91 3.498 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.88 Tc(MIN.) = 9.81 TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 .-----------...-------------------------------------------.----------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tiER-SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 9.81 RAIN INTENSITYCINCH/HOUR) = 3.52 OTAL AREACACRES) = 0.01 TOTAL RUNOFFCCFS) = 8.98 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 217.00 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 8.98 9.81 3.517 0.01 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 217.00 = 1520.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) (INCH/HOUR) (ACRE) 1 9.B9 8.56 3.789 2.90 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~************************************************************************ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN. ) (INCH/HOUR) ~<Q 1 17.73 8.56 3.789 2 1B.16 9.81 3.517 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .K FLOW RATECCFS) = 17.73 TcCMIN.) = AL AREACACRES) = 2.91 B.56 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 -----------~-------------------~.------------_.----------------------------- tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 9.81 RAIN INTENSITYCINCH/HOUR) = 3.52 TOTAL AREACACRES) = 10.BO TOTAL RUNOFFCCFS) = 22.90 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 2110.00 IS CODE = 41 -----------.---------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1296.52 DOWNSTREAMCFEET) = 1288.89 FLOW LENGTHCFEET) = 97.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 18.19 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES PIPE'FLOWCCFS) = 22.90 PIPE TRAVEL TIMECMIN.) = 0.09 TcCMIN.) = 9.90 ~NGEST FLOWPATH FROM NODE 218.00 TO NODE 2110.00 = 1617.33 FEET. ~************************************************************************ FLOW PROCESS FROM NODE 2110.00 TO NODE 2110.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.90 RAINFALL INTENSITYCINCH/HR) = 3.50 TOTAL STREAM AREACACRES) = 10.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.90 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.56 RAIN INTENSITYCINCH/HOUR) = 3.79 TOTAL AREACACRES) = 2.91 TOTAL RUNOFF(CFS) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 2110.00 IS CODE = 41 ----------------------------------~.---------------------------------------- .eeeeCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ee((USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) = 94.11 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITYCFEET/SEC.) = 1290.00 DOWNSTREAMCFEET) = 1288.84 MANNING'S N = 0.013 \o~ 7.47 ...HI.,.. nln., nIAUCTCDtT.It"'IJ\ _ 1A nn }JIIMQ~D n1= PTP5=t:: PIPE-FLOWCCFS) = 13.20 .E TRAVEL TIME(MIN.) = 0.21 TcCMIN.) = GEST FLOWPATH FROM NODE 221.00 TO NODE 8.77 2110.00 = 1614.11 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2110.00 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 CONCENTRATIONCMIN.) = B.77 RAINFALL INTENSITYCINCH/HR) = 3.74 TOTAL STREAM AREACACRES) = 2.91 PEAK FLOW RATECCFS) AT CONFLUENCE 13.20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 22.90 2 13.20 Tc CMIN.) 9.90 8.77 INTENSITY CINCH/HOUR) 3.499 3.740 AREA CACRE) 10.BO 2.91 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~LL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~*********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 33.49 8.77 3.740 2 35.25 9.90 3.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.25 TcCMIN.) = 9.90 TOTAL AREACACRES) = 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 2110.00 = 1617.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2110.00 TO NODE 2111.00 IS CODE = 41 ....~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1288.28 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 385.73 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.8 INCHES .PE-FLOW VELOCITYCFEET/SEC.) = 16.05 VEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 35.25 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1272.11 0.40 TcCMIN.) = 10.30 218.00 TO NODE 2111.00 = 2003.06 FEET. ^'-\) **************************************************************************** ~lnu p~nr.~ss F~OM NODE 204.00 TO NODE 204_00 IS CODE = 7 ---------------------------------------------------------------------------- ."USER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.14 RAIN INTENSITYCINCH/HOUR) = 2.77 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFFCCFS) = 10.60 **************************************************************************** FLOW PROCESS FROM NODE 204. DO TO NODE 207.00 IS CODE = 41 -------------..------------------.--------------.----------------------_.--- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 12Bl.5D DOWNSTREAMCFEET) = 12B1.1B FLOW LENGTH(FEET) = 41.35 MANNING'S N = 0.015 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 5.66 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 10.60 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.12 Tc(MIN.) = 218.00 TO NODE 15.26 207.00 = 2044.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = ------------------------------------------------..------------~------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ~;~~-~~~;;~-~;-~;~;~~~-:--;---------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 15.26 RAINFALL INTENSITYCINCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.60 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.14 RAIN INTENSITYCINCH/HOUR) = 2.77 TOTAL AREACACRES) = 4.20 TOTAL RUNOFF(CFS) = 10.60 ********************************************.******************************* FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 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.) = 15.14 .AINFALL INTENSITY(INCH/HR) = 2.77 OTAL STREAM AREACACRES) = 4.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER CCFS) (MIN.) 1n Jon 1J::i. ?Jo I NTENS ITY (INCH/HOUR) ? 7"Q AREA CACRE) ,L?n '\. '\. 2 10.60 15.14 2.771 4.20 ~*****************************~ARNING***********************.*********- IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ***..***w*.*********.****.***************.**.******.*********************. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF CCFS) 21.12 21. 15 TABLE ** Tc CMIN.) 15.14 15.26 I NTENS ITY (I NCH/HOUR) 2.771 2.759 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 21.15 TcCMIN.). 15.26 TOTAL AREACACRES) = B.40 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 207.00 = 2044.41 FEET. *****w***********.*********.**.*********.********************************-** FLOW PROCESS FROM NODE 207.00 TO NODE 2112.00 IS CODE = 41 --------------------~------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ti...USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ======================================================================== LEVATION DATA: UPSTREAMCFEET). 12BO.6B DOWNSTREAMCFEET). 1272.11 FLOW LENGTHCFEET). 37.69 MANNING'S N = 0.013 . DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITYCFEET/SEC.). 26.1B GIVEN PIPE DIAMETERCINCH). 24.00 NUMBER OF PIPES. PIPE-FLOW(CFS) = 21.15 PIPE TRAVEL TIMECMIN.) . LONGEST FLOWPATH FROM NODE 0.02 Tc(MIN.) = 15.29 218.00 TO NODE 2112.00. 2082.10 FEET. ***************.************************************************************ FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.). 15.29 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES). 8.40 PEAK FLOW RATECCFS) AT CONFLUENCE. 21.15 **************************************************************************** FLOW PROCESS FROM NODE 2111.00 TO NODE 2111.00 IS CODE. 7 ---------------------------------------------------------------------------- eeeeeUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ========================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN). 10.30 RAIN INTENSITYCINCH/HOUR). 3.42 TOTAL AREACACRES) = 13.71 TOTAL RUNOFFCCFS) = 35.25 "\.l\A **************************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 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 CONCENTRATIONCMIN.) = 10.30 RAINFALL INTENSITYCINCH/HR) = 3.42 TOTAL STREAM AREACACRES) = 13.71 PEAK FLOW RATECCFS) AT CONFLUENCE = 35.25 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 21.15 2 35.25 Tc CMIN.) 15.29 10.30 INTENSITY (INCH/HOUR) 2.756 3.424 AREA (ACRE) 8.40 13.71 *********************************WARNtNG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK .REAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc CCFS) (MIN.) 49.50 10.30 49.53 15.29 INTENSITY (INCH/HOUR) 3.424 2.756 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 49.50 TcCMIN.) = 10.30 TOTAL AREACACRES) = 22.11 LONGEST FLOWPATH FROM NODE 218.00 TO NOOE 2112.00 = 2082.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 223.00 IS CODE = ----------------.-------~----------------------------~----------------~----- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.30 RAINFALL INTENSITYCINCH/HR) = 3.42 TOTAL STREAM AREACACRES) = 22.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.50 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 21 ---------------------------------------------.------------------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ========================================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*((LENGTH**3)/(ELEVATION CHANGE}]**.2 INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 12B8.DD ~~ ELEVATION DIFFERENCE = 22.00 ~= D.709*[C 270.0D**3)/C 22.00)]**.2 = 10.996 o YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.303 OIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 1.35 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFFCCFS) = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 52 ttt(tCOMPUTE NATURAL VALLEY CHANNEL FLOW====: .....TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1288.00 DOWNSTREAMCFEET) = 1271.00 CHANNEL LENGTH THRU SUBAREACFEET) = 600.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREACCFS) = 1.35 FLOW VELOCITYCFEET/SEC) = 2.6B CPER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIMECMIN.) = 3.74 TcCMIN.) = 14.73 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225. DO TO NODE 223.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.B13 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7772 .IL CLASSIFICATION IS "0" BAREA AREACACRES) = 3.10 SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 3.70 TOTAL RUNOFFCCFS) = TCCMIN) = 14.73 6.78 8.13 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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 CONCENTRATIONCMIN.) = 14.73 RAINFALL INTENSITYCINCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 8.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN.) (INCH/HOUR) (ACRE) 1 49.50 10.30 3.424 22.11 2 8.13 14.73 2.813 3.70 *********************************WARNI NG********************************** ~N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ^"~ ** PEAK FLOW RATE TABLE ** _AM RUNOFF Tc INTENSITY ER CCFS) (MIN. ) (J NCH/HOUR) 1 55.19 10.30 3.424 2 48.BD 14.73 2.B13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 55.19 TcCMIN.) = 10.30 TOTAL AREACACRES) = 25.B1 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 223.00 = 2082.10 FEET. +----------------}I\--------------------------------------------------------+ 1 MAX Q OUTLET =~CFS 1 1 PER HEC-l ROUTING 1 1 SEE ATTACHED HEC-1 OUTPUT 1 +-----------------------------~-----------------------..------------------~+ **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.20 RAIN INTENSITY(INCH/HOUR) = 2.67 TOTAL AREA(ACRES) = 25.78 TOTAL RUNOFFCCFS) = 19.00 **************************************************************************** ~~-~~~~:~~-~~~~-~~~:_---~~~:~~-~~-~~~:_---~~~:~~-~~-~~:_:_-~~---------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +--------------------------------------------------------------------------+ l' return bypass 1 1 1 1 1 +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS COOE = 7 ---------_.----------.--------~-_.------------------------------------------ tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 4.53 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 226.00 IS CODE = 61 ---------------------------.------------..---------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA~ .....CSTANDARD CURB SECTION USED)~ .======================================================================== STREAM ELEVATIONCFEET) = 1297.23 DOWNSTREAM ELEVATIONCFEET) = 12B2.65 STREET LENGTHCFEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 ~ DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) nlT~Tn~ ~T~~~T r~n~~~All lnECIMAL) GRADEBREAKCFEET) = 0.020 = D.DBD 20.00 fECI FlED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 EET PARKWAY CROSSFALLCDECIMAL) = 0.020 anning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 0.44 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 0.30 TOTAL AREACACRES) = 0.30 5.03 3.B9 7.66 2.66 TcCMIN.) = 3.688 = .8874 9.00 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) = 0.9B 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) 4.05 FLOW VELOCITYCFEET/SEC.) = 7.80 DEPTH*VELOCITYCFT*FT/SEC.) 2.B1 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 226.00 = 2282.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE = 7 ~"USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ~======================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: . TC(MIN) = 9.00 RAIN INTENSITY(INCH/HOUR) = 3.69 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFFCCFS) = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.00 RAINFALL INTENSITYCINCH/HR) = 3.69 TOTAL STREAM AREACACRES) = 0.01 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL . = K*CCLENGTH**3)/CELEVATION CHANGE)]**.2 ITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 ELEVATION DIFFERENCE = 36.70 TC = 0.303*[( 70D.DD**3)/C 36.70)]**.2 7.511 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.073 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B8B5 ~ SOIL CLASSIFICATION .AREA RUNOFFCCFS) AL AREA(ACRESl = IS "ell 3.08 0.85 TOTAL RUNOFF(CFS) = 3.0B **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 227.00 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.) = 7.51 RAINFALL INTENSITYCINCH/HR) = 4.07 TOTAL STREAM AREACACRES) = D.B5 PEAK FLOW RATECCFS) AT CONFLUENCE 3.08 ** CONFLUENCE DATA *- STREAM RUNOFF NUMBER CCFS) 1 1.21 2 3.DB Tc CMIN. ) 9.00 7.51 INTENSITY (INCH/HOUR) 3.687 4.073 AREA (ACRE) 0.01 0.85 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO . CONFLUENCE FORMULA USED FOR 2 STREAMS. *- PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 4.09 7.51 4.073 2 3.99 9.00 3.687 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK fLOW RATE(CFS) = 4.09 Tc(MIN.) = 7.51 TOTAL AREACACRES) = 0.B6 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 227.00 = 2282.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 230.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 12B2.65 DOWNSTREAM ELEVATION(FEET) = 1275.15 STREET LENGTHCFEET) = 420.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 44.00 ~STANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 30.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.DBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ManninQ's FRICTION FACTOR for Streetflow Sect;on(curb.to-curb) = 0.0150 ~ Manning's FRICTION FACTOR for Back-of~Walk Flow Section 0.0200 ~TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = '.55 100 YEAR RAINFALL INTENSITYCINCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS DC" SUBAREA AREACACRES) = 0.60 .TOTAL AREACACRES) = , .46 5.06 5.17 4.52 2.03 TcCMIN.) = 3.674 = .8874 9.06 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 1.96 6.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.4B HALFSTREET FLOOD WIDTHCFEET) 5.56 FLOW VELOCITYCFEET/SEC.) = 4.69 DEPTH*VELOCITY(FT*FT/SEC.) 2.26 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 230.00 = 2702.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = ----------~--------------------~_.~---------------~---------------------~--- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 4:NFLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 9.06 AINFALL INTENSITY(INCH/HR) = 3.67 TOTAL STREAM AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 6.04 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ------------------_.-------------------------~~--------------------~~-----~- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 975.00 UPSTREAM ELEVATION = 1302.16 DOWNSTREAM ELEVATION = 1275.15 ELEVATION DIFFERENCE = 27.01 TC = 0.303*[( 975.0D**3)/C 27.Dl)J**.2 = 9.743 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.530 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794 SOIL CLASSIFICATION IS "sn SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREACACRES) = 1.00 TOTAL RUNOFFCCFS) = 3.10 **************************************************************************** .OW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = , ---~---------------------------------------------~---------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- "to TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.74 RAINFALL INTENSITYCINCH/HR) = 3.53 .AL STREAM AREA(ACRES) = 1.00 K FLOW RATECCFS) AT CONFLUENCE = 3.10 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 6.04 2 3.10 Tc CMIN.) 9.06 9.74 INTENSITY (INCH/HOUR) 3.674 3.530 AREA CACRE) 1.46 1.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) (INCH/HOUR) 1 B.93 9.06 3.674 2 8.91 9.74 3.530 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: tfAK FLOW RATECCFS) B.93 TcCMIN.) = AL AREA(ACRES) = 2.46 ONGEST FLOWPATH FROM NODE 218.00 TO NODE 9.06 230.00 = 2702.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 230.00 IS CODE = 11 ---------------------------------------------------------------------------- <<<<<CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.93 9.06 3.674 2.46 LONGEST FLOWPATH FROM NODE 21B.OD TO NODE 230.00 = 2702.10 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) CINCH/HOUR) 1 19.00 16.20 2.670 LONGEST FLOWPATH FROM NODE 218.00 TO NODE AREA CACRE) 25.7B 230.00 = 20B2.1D FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~*********************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) (I NCH/HOUR) E\~ 1 19.56 9.06 3.674 2 25.49 16.20 2.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATE(CFS) = 25.49 Tc(MIN.) = ~L AREACACRES) = 28.24 16.20 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.14 DOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 70.5B MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 9.02 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 25.49 PIPE TRAVEL TIMECMIN.) = 0.13 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 218.00 TO NODE 1270.35 16.33 232.00 = 2772.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 4ME OF CONCENTRATION(MIN.) = 16.33 NFALL INTENSITY(INCH/HR) = 2.66 TAL STREAM AREACACRES) = 28.24 PEAK FLOW RATECCFS) AT CONFLUENCE = 25.49 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 9.00 RAIN INTENSITY(INCH/HOUR) = 3.69 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 4.20 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 233.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1277.65 DOWNSTREAMCFEET) FLOW LENGTH(FEET) = 232.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 5.52 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 4.20 .PE TRAVEL TIME(MIN.) = 0.70 TcCMIN.) = NGEST FLOWPATH FROM NODE 231.00 TO NODE 1275.10 9.70 233.00 = 1207.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 232.00 IS CODE = 41 ~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~EVATION DATA: UPSTREAMCFEET) = 1274.B5 DOWNSTREAMCFEET) = W LENGTH(FEET) = 159.74 MANNING'S N = 0.013 EPTH OF FLOW IN 30.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.53 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 4.20 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 1270.50 0.35 TcCMIN.) = 231.00 TO NODE 10.06 232.00 = 1367.34 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== tttttAND COMPUTE VARIOUS CON FLU EN CEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 10.06 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 25.49 2 4.20 -, . Tc CMIN. ) 16.33 10.06 INTENSITY (I NCH/HOUR) 2.658 3.469 AREA (ACRE) 28.24 0.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Te NUMBER CCFS) CMIN.) 1 19.89 10.06 2 28.71 16.33 INTENSITY (I NCH/HOUR) 3.469 2.65B COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 2B.71 TcCMIN.) = 16.33 TOTAL AREA(ACRES) = 28.54 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 232.00 = 2772.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 234.00 IS CODE = 41 ------------------------------------.--------------------------------_.----- .tttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ...USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEETJ = 1270.00 DOWNSTREAMCFEETJ = 1269.43 FLOW LENGTH(FEET) = 12.53 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 15.46 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = ~, PIPE-FLOWCCFS) = 28.71 ~E TRAVEL TIME(MIN.) = ~GEST FLOWPATH FROM NODE 0.01 Tc(MIN.) = 16.34 218.00 TO NODE 234.00 = 2785.21 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) = 28.54 TCCMIN.) = 28.71 16.34 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF 14725 & Associates Alton Parkway 9261B Irvine, CA ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:14 09/11/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 204 207 * lDD-YEAR * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION===: ---------------------------------------------------------------------------- . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOWCCFS) = BASIN OPENINGCFEET) DEPTH OF WATERCFEET) = 10.64 0.B3 0.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTHCFEET) = 4.56 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ ~ REVISED WSPG OUTPUT: .. DRAINAGE BASIN 200 e LINES L, L 1 & L2 . 'b" . r ,-~ -:=- .~ ,:'-~- " - - -:= --~----- --- \LRevlinElI:~p - /. . . ---~ o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245,001 T2 Storm Drain System L 100 Year Discharge T3 File: REVLlNELWSP 6/19/01 REV, 10/02/01 SO 1025,131272.11 1 ,013 1274,83 R 1082,981275,30 1 ,013 R 1110,301276,64 1 ,013 70, R 1138,661278,02 1 ,013 R 1142,001278,16 1 ,013 R 1177.441279,50 1 ,013 R 1200,001280,34 1 ,013 7, R 1289,961283,73 1 ,013 14, R 1410,861288,28 1 ,013 1 JX 1415,731288,89 2 3 ,013 12,3 1288.84 45, R 1465,581292,79 2 ,013 R 1483,251294,18 2 ,013 45, R 1513,061296,52 2 ,013 SH 2 CD 1 4 2,5 CD 2 4 2,0 CD 3 4 1,5 --:--' Pag~]JI r ~ ~ e . F 0 5 1 5 P PAc:;E NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L 100 Year Discharge HEADING LINE NO 3 IS - File: REVLlNEL.WSP 6/19/01 REV. 10/02101 c&e- I ~ e . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 1025.131272.11 1 ELEMENT NO 2 IS A REACH UfS DATA STATION INVERT SECT 1082.9B 1275.30 1 0.013 ELEMENT NO 3 IS A REACH . . U/S DATA STATION INVERT SECT 1110.301276.64 1 0.013 ELEMENT NO 4 IS A REACH . .. U/S DATA STATION INVERT SECT 1138.661278.02 1 0.013 ELEMENT NO 5 IS A REACH . . U/S DATA STATION INVERT SECT 1142.00127B.16 1 0.013 ELEMENT NO B IS A REACH U/S DATA STATION INVERT SECT 1177.441279.50 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1200.00 12BO.34 1 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1289.9612B3.73 1 0.013 ELEMENT NO 9 IS A REACH U1S DATA STATION INVERT SECT 1410.B612BB.28 1 0.013 W S ELEV 1274.83 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 70.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 7.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 14.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 10 IS A JUNCTION . . . U/S DATA STATION INVERT SECT LAT-1LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1415.7312B8.89 2 3 0 0.013 12.3 0.0 1288.84 0.00 45.00 0.00 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT 1465.581292.79 2 0.013 ELEMENT NO 12 IS A REACH . . U1S DATA STATION INVERT SECT 1483.251294.18 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 ~ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFilE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT 1513.061296.52 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 14]S A SYSTEM HEADWORKS U/S DATA STAT]ON INVERT SECT W S ELEV 1513.061296.52 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTAT]ON IS NOW BEGINNING .. WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN ]S LESS THAN OR EQUALS ]NVERT ELEVATION IN HDWKDS, W.S.ELEV: INV + DC 'b~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System l 100 Year Discharge File: REVLlNEL.WSP 6/19/01 REV. 10/02/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ~- --*-*- *-~ ~~ ""'************......._-***-********************._*** 1025.13 1272.11 1.070 1273.1BO 35.2 17.5B 4.7B6 1277.966 0.00 2.015 2.50 0.00 0.00 0 0.00 8.71 0.05514 .050516 0.44 1.044 0.00 1D33.B4 1272.59 1.073 1273.663 35.2 17.4B 4.743 127B.406 0.00 2.015 2.50 0.00 0.00 0 0.00 49.14 0.05514 .047171 2.32 1.044 0.00 lD82.9B 1275.30 1.113 1276.413 35.2 16.67 4.313 12BO.72B 0.00 2.015 2.50 0.00 0.00 0 0.00 27.32 0.04905 .042B27 1.17 1.0BD 0.00 1110.30 1276.64 1.132 1277.772 35.2 16,30 4,124 1281.B96 0,00 2.015 2,50 0,00 0,00 0 0,00 28,36 0.04866 ,039637 1,12 1,081 0,00 113B,66 1278,02 1.163 1279,183 35,2 15,73 3.641 12B3,024 0,00 2,015 2,50 0,00 0,00 0 0,00 3,34 0,04192 ,037B45 0.13 1,130 0.00 . 1142,00 127B.16 1,165 1279,325 35,2 15,70 3,82B 1283,153 0,00 2,015 2,50 0,00 0,00 0 0:00 35.44 0,037Bl ,037490 1,33 1,161 0,00 1177.44 1279,50 1,16B 12BO,666 35,2 15.6B 3,817 12B4,483 0,00 2,015 2.50 0,00 0,00 0 0.00 5.48 0,03723 ,037434 0,21 1,166 0,00 l1B2,92 1279,70 1,166 12BO.870 35,2 15,68 3.817 12B4,687 0.00 2,015 2,50 0,00 0,00 0 0,00 17,DB 0,03723 ,037463 0,64 1.16B 0.00 1200,00 1280,34 1,165 12B1.505 35,2 15,69 3,824 12B5.329 0,00 2,015 2,50 0,00 0,00 0 0,00 B9,96 0,0376B .037118 3,34 1,162 0,00 1289,96 1283,73 1,172 1284,902 35,2 15,58 3.767 1288,669 0,00 2,015 2,50 0.00 0,00 0 0,00 47,70 0,03763 ,036273 1,73 1.163 0,00 1337,66 1285,53 1,181 1286,706 35,2 15.43 3.695 1290.401 0,00 2,015 2,50 0,00 0,00 0 0,00 73,20 0,03763 ,033654 2.46 1,163 0,00 . 'b~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: REVLlNEL.WSP 6/19/01 REV. 10/02/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR --**-_.***----***--*..........***._**** -****-- 1410.86 128B.2B 1.226 12B9.50B 35.2 14.71 3.360 1292.B66 0.00 2.015 2.50 0.00 0.00 0 0.00 JUNCT STR 0.12526 .049999 0.24 0.00 1415.73 128B.B9 0.B63 1289.753 22.9 17.64 4.B33 1294.586 0.00 1.703 2.00 0.00 0.00 0 0.00 10.26 0.D7B23 .067311 0.69 0.830 0.00 1425.99 1289.69 0.871 1290.563 22.9 17.41 4.709 1295.272 0.00 1.703 2.00 0.00 0.00 0 0.00 24.57 0.07823 .062116 1.53 0.830 0.00 1450.5B 1291.62 0.903 1292.51B 22.9 16.61 4.2B2 1296.BOO 0.00 1.703 2.00 0.00 0.00 0 0.00 15.02 0.07823 .054619 0.82 0.830 0.00 1465.5B 1292.79 0.93B 1293.72B 22.9 15.B4 3.894 1297.622 0.00 1.703 2.00 0.00 0.00 0 0.00 9.72 0.07866 .04B245 0.47 0.B30 0.00 . 1475.30 1293.56 0.970 1294.525 22.9 15.15 3.562 1298.0B7 0.00 1.703 2.00 0.00 0.00 0 0.00 7.95 0.078B6 .042655 0.34 0.830 0.00 14B3.25 1294.18 1.008 1295.18B 22.9 14.44 3.237 129B.425 0.00 1.703 2.00 0.00 0.00 0 0.00 1.B9 0.07850 .039218 0.07 0.B30 0.00 1485.14 1294.33 1.018 1295.346 22.9 14.24 3.149 1298.495 0.00 1.703 2.00 0.00 0.00 0 0.00 5.84 0.07850 .036196 0.21 0.830 0.00 1490.98 1294.79 1.057 1295.844 22.9 13.57 2.8Bl 129B.705 0.00 1.703 2.00 0.00 0.00 0 0.00 4.B9 0.07850 .031921 0.15 0.B30 0.00 1495.67 1295.15 1.099 1296.254 22.9 12.95 2.602 1298.856 0.00 1.703 2.00 0.00 0.00 0 0.00 3.84 0.07B50 .028178 0.11 0.830 0.00 1499.51 1295.46 1.142 1296.599 22.9 12.35 2.366 129B.965 0.00 1.703 2.00 0.00 0.00 0 0.00 3.16 0.07850 .024893 O.OB 0.B30 0.00 . ~ e LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECr WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: REVLlNEL.WSP 6/19/01 REV. 10/02/01 PAGE 3 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -************************-***---************ ************.....*--************** *-**- 1502.67 1295.70 1.188 1296.892 22.9 11.77 2.150 1299.042 0.00 1.703 2.00 0.00 0.00 0 0.00 2.59 0,07B50 .02202B 0,06 0,830 0,00 1505,2B 1295,91 1,237 1297,145 22,9 11,22 1,955 1299,100 0,00 1,703 2.00 0,00 0,00 0 0,00 2,15 0.Q7850 ,019519 0,04 ' 0,B30 0,00 1507.41 1296.08 1,288 1297.365 22,9 10,70 1,77B 1299,143 0,00 1,703 2,00 0,00 0,00 0 0,00 1.74 0.Q7850 ,017323 0,03 0,830 0,00 1509,15 1296,21 1.343 1297,556 22,9 10.20 1.616 1299.172 0,00 1.703 2.00 0.00 0,00 0 0.00 1.38 0.Q7850 .015420 0.02 0,830 0,00 1510.53 1296.32 1.403 1297.725 22.9 9.72 1.468 1299.193 0,00 1,703 2.00 0.00 0.00 0 0.00 1.09 0.07B50 ,013761 0.02 0.830 0.00 e 1511.62 1296.41 1.466 1297.873 22.9 9.28 1.336 1299,209 0.00 1.703 2.00 0.00 0.00 0 0,00 0.7B 0.07850 .012326 0.Q1 0,830 0.00 1512.40 1296.47 1.53B 1298.004 22.9 8.84 1.214 1299.218 0.00 1.703 2,00 0.00 0.00 0 0.00 0.49 0.07B50 ,011103 0.Q1 0.830 0.00 1512.B9 1296.51 1,B13 1298.120 22.9 8.43 1,104 1299,224 0.00 1.703 2.00 0,00 0.00 0 0.00 0.17 0.07B5D .0100B3 0.00 0,830 0.00 1513.06 1296.52 1.703 1298.223 22.9 8.04 1.003 1299.226 0.00 1.703 2.00 0.00 0,00 0 0,00 f/lA A (..I::> u..-s,;' t. -:0 t1.1Y"_?2.3 '+6,,-(i.o03) ,;:/2,/B,+2..' . ~ I: L1.WSp - Page 1 11 e e . -- =.~::~: - - o T1 LINE 300 T2 Storm Drain Lateral 100 Year Discharges T34/10/01 FPG FILE: L1NE300L1.wSP Q FILE = QLlNE300L1.wSP SO 103.541288.84 1 .013 1289.75 R 197.651290.00 1 .013 SH 1 CD 1 4 1.5 ~<t/I ~e . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS - Storm Drain Lateral 100 Year Discharges HEADING LINE NO 3 IS - 4/10101 FPG FILE: L1NE3DOL1.wSP Q FILE = QLlNE300L 1.wSP PAGE NO 3 ~~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' . U/S DATA STATION INVERT SECT 103.5412B8.84 1 W S ELEV 1289.75 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 197.651290.00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 197.651290.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC C\I\ . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO. F0515P WATER SURFACE PROFILE LISTING PAGE 1 LINE 300 Storm Drain Lateral 100 Year Discharges 4/10/01 FPG FILE: L1NE300L1WSP Q FILE = QLlNE300L1WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D1A IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **************-************** *-**-*****-**************************-----**********--- 103.54 1288.84 1.358 1290.198 13.2 7.85 0.956 1291.154 0.00 1.358 1.50 0.00 0.00 0 0.00 21.56 0.01233 .014190 0.31 1.500 0.00 125.101289.11 1.485 1290.591 13.2 7.4B 0.869 1291.460 0.00 1.358 1.50 0.00 0.00 0 0.00 4.57 0.01233 .014994 0.07 1.500 0.00 129.67 1289.16 1.500 1290.662 13.2 7.47 0.867 1291.529 0.00 1.358 1.50 0.00 0.00 0 0.00 67.9B 0.01233 .015619 1.06 1.500 0.00 197.65 1290.00 1.736 1291.736 13.2 7.47 0.867 1292.603 0.00 1.35B 1.50 0.00 0.00 0 0.00 filA}, v" <.v~GL '" l1.q,.13t.+ O,cr;~7) ~ II q /,q I' ~-B I,L2.WSIl ---:.-.. . -- e . . - _='=-c..o.'_~ -.- ~ -_. o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L LATERAL L2 100 Year Discharge T3 File: L1NEL2.wSP 6/19/01 SO 110.621272.11 1 .013 1274.83 R 116.361273.41 1 .013 R 127.371275.92 1 .013 28. R 148.311280.68 1 .013 JX 151.481281.18 1 1 .013 10.6 1283.18 90. R 192.831281.50 1 .013 SH 1 CD 1 4 2.0 Pag~ 1 ij o$Q e . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L LATERAL L2 100 Year Discharge HEADING LINE NO 3 IS - File: L1NEL2.wSP 6/19/01 ~<\. . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 110.621272.11 1 . W S ELEV 1274.83 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 116.361273.41 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U1S DATA STATION INVERT SECT 127.371275.92 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 28.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 148.31 12BO.68 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 151.4812B1.1B 1 1 0 0.013 10.6 0.0 1283.18 0.00 90.00 0.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 192.831281.50 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 192.8312B1.50 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ~~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER# 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: L1NEL2WSP 6/19/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -*****-*-******-**************-************~~ -********-*********-*****--************._************* 110.62 1272.11 0.690 1272.800 21.2 22.06 7.557 12BO.357 0.00 1.649 2.00 0.00 0.00 0 0.00 5.74 0.22648 .126798 0.73 0.600 0.00 116.36 1273.41 0.711 1274.121 21.2 21.1B 6.965 1261.086 0.00 1.649 2.00 0.00 0.00 0 0.00 2.43 0.2279B .116011 0.28 0.600 0.00 118.79 1273.9B 0.722 1274.6B5 21.2 20.70 6.656 12Bl.341 0.00 1.649 2.00 0.00 0.00 0 0.00 4.72 D.2279B .105474 0.50 0.600 0.00 123.51 1275.04 0.748 1275.789 21.2 19.74 6.050 1281.B39 0.00 1.649 2.00 0.00 0.00 0 0.00 3.86 0.22798 .092547 0.36 0.600 0.00 127.37 1275.92 0.776 1276.696 21.2 18.83 5.504 1282.200 0.00 1.649 2.00 0.00 0.00 0 0.00 2.83 0.22732 .081830 0.23 0.600 0.00 . 130.20 1276.56 0.800 1277.363 21.2 18.06 5.0B3 1282.426 0.00 1.649 2.00 0.00 0.00 0 0.00 2.78 0.22732 .072412 0.20 0.600 0.00 132.98 1277.19 0.829 1278.024 21.2 17.21 4.598 1282.622 0.00 1.649 2.00 0.00 0.00 0 0.00 2.36 0.22732 .063592 0.15 O.BOD 0.00 135.34 1277.73 0.B60 127B.593 21.2 16.41 4.181 12B2.774 0.00 1.649 2.00 0.00 0.00 0 0.00 2.04 0.22732 .055B61 0.11 0.600 0.00 137.38 1278.19 0.891 1279.086 21.2 15.65 3.801 1282.B87 0.00 1.649 2.00 0.00 0.00 0 0.00 1.75 0.22732 .049094 0.09 Q.600 0.00 139.13 1278.59 0.925 1279.51 B 21.2 14.92 3.456 1282.974 0.00 1.649 2.00 0.00 0.00 0 0.00 1.52 0.22732 .043178 0.D7 0.600 0.00 140.65 127B.94 0.959 1279.898 21.2 14.23 3.143 1283.041 0.00 1.649 2.00 0.00 0.00 0 0.00 1.31 0.22732 .037991 0.05 0.600 0.00 '. * . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: UNEL2.wSP 6/19/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR --- *-**-**-.--*~.. *******---*****************************-******** .'************ 141.96 1279.24 0.996 1280.233 21.2 13.56 2.857 1283.090 0.00 1.649 2.00 0.00 0.00 0 0.00 1.15 0.22732 .033462 0.04 0.600 0.00 143.11 1279.50 1.034 1280.531 21.2 12.93 2.598 1283.129 0.00 1.649 2.00 0.00 0.00 0 0.00 0.99 0.22732 .029487 0.03 0.600 0.00 144.10 1279.72 1.074 1280.796 21.2 12.33 2.359 1283.155 0.00 1.649 2.00 0.00 0.00 0 0.00 0.85 0.22732 .026007 0.02 0.600 0.00 144.95 1279.92 1.1161281.033 21.2 11.76 2.147 1283.180 0.00 1.649 2.00 0.00 0.00 0 0.00 0.74 0.22732 .022968 0.02 0.600 0.00 145.69 1280.08 1.161 1281.245 21.2 11.21 1.952 1283.197 0.00. 1.649 2.00 0.00 0.00 0 0.00 0.63 0.22732 .020310 0.01 0.600 0.00 . 146.32 1280.23 1.208 1281.435 21.2 10.69 1.773 1283.208 0.00 1.649 2.00 0.00 0.00 0 0.00 0.53 0.22732 .017975 0.01 0.600 0.00 146.85 1280.35 1.257 1281.606 21.2 10.19 1.612 1283.218 0.00 1.649 2.00 0.00 0.00 0 0.00 0.45 0.22732 .015934 0.01 0.600 0.00 147.30 1280.45 1.310 1281.760 21.2 9.72 1.466 1283.226 0.00 1.649 2.00 0.00 0.00 0 0.00 0.35 0.22732 .014161 0.00 0.600 0.00 147.65 1280.53 1.367 1281.898 21.2 9.26 1.332 1283.230 0.00 1.649 2.00 0.00 0.00 0 0.00 0.28 0.22732 .012617 0.00 0.600 0.00 147.93 1280.60 1.428 1282.023 21.2 8.83 1.212 1283.235 0.00 1.649 2.00 0.00 0.00 0 0.00 0.21 0.22732 .011276 0.00 0.600 0.00 148.14 1280.64 1.494 1282.135 21.2 8.42 1.101 1283.236 0.00 1.649 2.00 0.00 0.00 0 0.00 0.13 0.22732 .010120 0.00 0.600 0.00 . ~ . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: LlNEL2.wSP 6/19/01 PAGE 3 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -*****--"'.._*_..._-***************-********************---******************************--*********** 148.27 1280.67 1.566 1282.237 21.2 8.03 1.001 1283.238 0.00 1.649 2.00 0.00 0.00 0 0.00 0.04 0.22732 .009138 0.00 0.600 0.00 148.31 1280.68 1.649 1282.329 21.2 7.65 0.909 1263.238 0.00 1.649 2.00 0.00 0.00 0 0.00 JUNCT STR 0.15773 .005443 0.02 0.00 151.48 1281.18 2.495 1283.675 10.6 3.37 0.177 1283.852 0.00 1.167 2.00 0.00 0.00 0 0.00 41.35 0.00774 .002196 0.09 1.040 0.00 192.83 1281.50 2.265 1283.765 10.6 3.37 0.177 1283.942 0.00 1.167 2.00 0.00 0.00 0 0.00 ,.,t,4...t wNS-l..'::: 1~i?3, 7"5 '-+ 0.1. (.n1) I -=:: n g 3,'0 \)":1 \(>"- I i. REVISED WATER QUALITY MITIGATION BASIN (WQMB)ANAL YSIS e DRAINAGE BASIN 200 LINES L, L 1 & L2 . ~q; . . . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 200 This WQMB has been sized based on the San Diego Regional Water Quality Control Board (RWQCB ) policy (store the volume generated from the first 0.6 inch of rainfall over the tributary watershed. Volume = Intercept and detain 0.6" of rainfall over watershed + 10% for sediment V= (0.6/12)*28.54 ac= 1.43+ 10%*1.43 = 1.57 ac-ft The stage-elevation -volume relationship was established by measuring the surface areas of the contours encompassing the mitigation basin through AutoCadd. The results are summarized in the following table: TABLE 1 STAGE-VOLUME RELATIONSHIP DRAINAGE BASIN 200 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 1272 29179 30494 30494 0.70 1273 31810 33171 63667 1.46 1274 34532 35926 99593 2.29 1275 37321 38748 138341 3.18 1276 40176 WSEL = 1274.15'@volume= 1.57 acre-feet \e fl-] . . . ----------------------------------------------------------------------------------------------------------------------------- WATER QUALITY OUTLET STRUCTURE A perforated riser will connect to an outlet pipe with an orifice plate. A second perforated pipe/orifice pipe will control the flow into the storm drain system. Drainage should be stored for a period between 24 and 40 hours. OUTLET CONTROL ORIFICE SIZING EQUATION: a = (2*A*(H-Hot5)/(3600*C*T*(2g)o5 Where: A = Average surface area of Water Quality Basin (ft.2) A = (29179 + 34950)/2 = 32065 C = Orifice Coefficient (0.6) T = Draw Time (hrs) g = 32.2 fUsec2 H = Elevation at top of Water Quality Basin (ft) = 1274.15' Ho = Elevation at bottom of Water Quality Basin (ft) = 1271.4 T = 6.14/a Try 6"orifice : a = 3.14*(6/12)2/4 = 0.1963 T = 31.3 hrs> 24 hrs and < 40 hrs ~~ . . . Stage-Discharge Relationship 4 1274.15 1273.9 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L*H^1.5 A=PI*D*D/4, L=PI*D= 12.6 FT^2 12.6 FT ORIFICE WEIR WSEL HEAD 1FT) Q ICFS) HEAD 1FT) Q (CFS) 1274.00 0 0.0 0 0.0 1274.50 0 0.0 0.35 6.7 1275.00 0 0.0 0.85 25.3 1275.50 0 0.0 1.35 50.6 1276.00 0 0.0 1.85 81.2 CONTROLLING Q(CFS) 0.0 6.7 25.3 50.6 81.2 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA rbasin200.wb3 09/13/01 ( ~1Q'o RBF Consulting ***************************************** *************************************** * * * FLOOD HYOROGRAPH PACKAGE (HEC-l) * * JUN 1998 * :. VERSION 4.1 * * * RUN DATE 15SEPDl TIME 12:41:29 * * * N<tw * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIfORNIA 95616 . * (916) 756-1104 * * * ***************************************** *************************************** x X XXXXXXX XXXXX X X X X X X XX X X X X X xxxxxxx XXXX X xxxxx X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS Of HEC-l KNOWN AS HECl (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. . THE DEFINITIONS OF VARIABLES -RTIMP' AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEfINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAM8REAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, D5S:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INfILTRATION KINEMATIC WAVE: NEW fINITE DIFFERENCE ALGORITHM -' . \~\Q LINE e 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 . . HEC-1 INPUT lD...... .1...... .2...... .3...... .4...... .5...... .6_......7...... .8...... .9..... .10 WATER OUALITY 8ASIN DRAINAGE 8ASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELO COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 10 ID lD ID 1rDIAGRAM IT 10 0600 300 2 13JULD1 3 KK INFLOW KM INFLOW HYDROGRAPH TO THE DETENTION BASIN KM BASED ON TRIANGULAR HYDROGRAPH 01 0 11.1 22_20 33.3 44.4 55.5 01 0 BA .04 22.20 11.1 44.4 33.3 KK OUTFLO KM ROUTE FLOWS FROM DETENTION 8ASIN SV 0 .7 1.46 2.29 3.18 SE 272 273 274 275 276 SO 0 0 6.7 25.20 50.5 80.9 SE 272 274.15 274.5 275 275.5 276 * SO 0 6.7 25.30 50.6 81.2 * SE274.15 274.5 275 275.5 276 RS 1 ELEV 274.15 ZZ PAGE 1 \fJ~ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT . (V) ROUT! NG (.) CONNECTOR. 7 INFLOW V V 13 OUTFLO (---') DIVERSION OR PUMP FLOW (=---j RETURN OF DIVERTED OR PUMPED FLOW (***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . ~ \fJ ***************************************** *************************************** * * * FLOOO HYDROGRAPH PACKAGE (HEC-l) * * JUN 1998 * . VERSION 4.1 * * * RUN DATE 15SEP01 TIME 12:41:29 * * * * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756-1104 * * * ***************************************** *************************************** WATER QUALITY 8ASIN DRAINAGE 8ASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 6 10 OUTPUT CONTROL IPRNT IPLOT QSCAL VARIABLES 3 PRINT CONTROL o PLOT CONTROL D. HYDROGRAPH PLOT SCALE !T HYDROGRAPH TIME DATA NMIN IDATE !TIME NQ NDDATE NDTIME ICENT 2 13JUL 1 0600 300 13JUL 1 1558 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUM8ER OF HYDROGRAPH ORDINATES END I NG DATE ENDING TIME CENTURY MARK . COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLI SH UN I TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME 5URFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CU81C FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 7 KK * INFLOW * * * . ************** INFLOW HYDROGRAPH TO THE DETENTION 8ASIN BASED ON TRIANGULAR HYDROGRAPH SU8BASIN RUNOFF DATA ~~ 12 8A .*** PEAK FLOW (CFS) 56. SU88ASIN CHARACTERISTICS TAREA .04, SU8BASIN AREA *** *** *** *** *** 6-HR 2_ .358 1. CUMULATIVE AREA = HYDROGRAPH AT STATION INFLOW ************** * * TIME (HR) .17 (CFS) (INCHES) (AC-H) MAXIMUM AVERAGE FLOW 24-HR 72-HR 1. 1. .358 _358 1. 1. 9_97-HR 1. .358 1. .04 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 13 KK . 19 RS 14 SV 16 SE 17 SQ 18 SE * OUTFLO * HYOROGRAPH ROUTING DATA ************** ROUTE FLOWS FROM DETENTION 8ASIN 1 NUM8ER OF SU8REACHES ELEV TYPE OF INITIAL CONDITION 274.15 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT .0 272.00 O. 272.00 .70 .00 273.00 .7 1.5 2.3 3.2 * * 273.00 274.00 276.00 STORAGE ROUTING NSTPS ITYP RSVRIC X STORAGE ELEVATION DISCHARGE ELEVATION STORAGE OUTFLOW ELEVATION .00 .00 272.00 275.00 o. 81. 7. 25. 51. 274.15 274.50 275.00 275.50 276.00 *** COMPUTED STORAGE-OUT FLOW-ELEVATION DATA 1.46 .00 274.00 3.18 80.90 276.00 1.58 .00 274.15 1.88 6.70 274.50 2.29 25.20 275.00 2.74 50.50 275 _ 50 *** *** *** *** *** . HYDROGRAPH AT STATION OUTFLO PEAK FLOW TIME MAXIMUM AVERAGE FLOW '-.j-JJ (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 18. .27 (CFS) 2. 1- 1- 1- (INCHES) .358 .358 .358 .358 (AC-FT) 1- 1. 1- 1. eTORAGE TIME MAXIMUM AVERAGE STORAGE -FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 2. .27 2. 2. 2. 2_ PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 274.80 .27 274.22 274.19 274.19 274.19 CUMULATIVE AREA = .04 SQ MI . . ~ RUNOFF SUMMARY FLOII IN CU81C FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES e PEAK TIME OF AVERAGE FLOII FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOII 56. .17 2. 1. 1. _04 ROUTED TO OUTFLO 18. .27 2. 1. 1. .04 274.80 .27 *** NORMAL END OF HEC-1 *** . . ~<V I]'-e.wsp .- ~ Page 1 ,I . . . '.~.~- - - o T1 LINE D-D/E-E IN PAUBA ROAD T2 PER AD 159 PLAN/PROFILE T3 5/16/01 FPG FILE: D-E.wSP Q FILE = QD-EWSP SO 994.621269.43 1 .013 1272.43 R 1007.151270.00 1 .013 JX 1013.281270.50 2 2 .013 3.2 1270.50 45. R 1038.761270.73 2 .013 R 1075.811271.14 2 .013 48. JX 1079.391271.18 4 3 .013 6.5 1273.68 90. R 1099.241271.40 4 .013 R 1101.571271.42 4 .013 R 1123.811271.634 SH 4 CD 1 4 3.00 CD 2 4 2.50 CD 3 4 1.50 CD 4 4 1.75 ~ ~ . . . DATE: 9/13/2001 TIME: 15:10 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR iNV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(6) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 CD 2 4 CD 3 4 CD 4 4 3.00 2.50 1.50 1.75 ~~ . . . F0515P WATER SURFACE PROFiLE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE D-D/E-E IN PAUBA ROAD HEADING LINE NO 2 IS - PERAD 159 PLANIPROFILE HEADING LINE NO 3 IS- 5/16/01 FPG FILE: D-EWSP Q FILE = QD-EWSP PAGE NO 3 ~~ " . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 994.621269.43 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1007.151270.00 1 0.013 ELEMENT NO 3 IS A JUNCTION . . . UIS DATA STATION INVERT SECT LAT-1 LAT-2 1013.281270.50 2 2 0 0.013 3.2 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT 1038.761270.73 2 0.013 ELEMENT NO 5 IS A REACH . . UIS DATA STATION INVERT SECT 1075.811271.14 2 0.013 W S ELEV 1272.43 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . N Q3 Q4 INVERT-3 INVERT -4 PHI 3 PHI 4 0.0 1270.50 0.00 45.00 0.00 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 48.00 0.00 0 ELEMENT NO 6 is A JUNCTION . . . UIS DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1079.391271.16 4 3 0 0.013 6.5 0.0 1273.68 0.00 90.00 0.00 ELEMENT NO 7 IS A REACH . . UIS DATA STATION INVERT SECT 1099.241271.40 4 0.013 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT 1101.571271.42 4 0.013 ELEMENT NO 9 IS A REACH UIS DATA STATION INVERT SECT 1123.811271.63 4 0.014 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 10 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1123.811271.63 4 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ~\> . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE D-D/E-E IN PAUBA ROAD PER AD 159 PLAN/PROFILE 5/16/01 FPG FILE: D-EWSP Q FILE = QD-EWSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -**~-***--------******--********--- ~J.*********_*****__"""'_"""____""""""*** 994.62 1269.43 3.000 1272.430 26.7 4.06 0.256 1272.686 0.00 1.734 3.00 0.00 0.00 0 0.00 0.00 0.04549 .001837 0.00 0.912 0.00 994.62 1269.43 3.000 1272.430 28.7 4.06 0.256 1272.686 0.00 1.734 3.00 0.00 0.00 0 0.00 5.76 0.04549 .001721 0.01 0.912 0.00 1000.38 1269.69 2.721 1272.413 28.7 4.26 0.282 1272.695 0.00 1.734 3.00 0.00 0.00 0 0.00 3.04 0.04549 .001676 0.01 0.912 0.00 1003.42 1269.83 2.560 1272.390 28.7 4.47 0.310 1272.700 0.00 1.734 3.00 0.00 0.00 0 0.00 2.33 0.04549 .001814 0.00 0.912 0.00 1005.75 1269.94 2.427 1272.363 28.7 4.68 0.341 1272.704 0.00 1.734 3.00 0.00 0.00 o 0.00 1.40 0.04549 .001966 0.00 0.912 0.00 . 1007.15 1270.00 2.343 1272.343 28.7 4.85 0.365 1272.708 0.00 1.734 3.00 0.00 0.00 0 0.00 JUNCT STR 0.08157 0.00 1013.28 1270.50 1.464 1271.964 25.5 8.54 1.132 1273.096 0.00 1.721 2.50 0.00 0.00 0 0.00 25.48 0.00903 .009320 0.24 1.473 0.00 1038.76 1270.73 1.455 1272.185 25.5 8.60 1.149 1273.334 0.00 1.721 2.50 0.00 0.00 o 0.00 2.41 0.01107 .009359 0.02 1.381 0.00 1041.17 1270.76 1.459 1272.216 25.5 8.57 1.140 1273.356 0.00 1.721 2.50 0.00 0.00 0 0.00 19.49 0.01107 .008776 0.17 1.381 0.00 1060.66 1270.97 1.518 1272.490 25.5 8.17 1.037 1273.527 0.00 1.721 2.50 0.00 0.00 o 0.00 9.47 0.01107 .007770 0.07 1.381 0.00 1070.13 1271.08 1.581 1272.658 25.5 7.79 0.942 1273.600 0.00 1.721 2.50 0.00 0.00 0 0.00 4.47 0.01107 .006893 0.03 1.381 0.00 . ~ . LICENSEE: RB.F. & ASSOC. - SAN DiEGO F0515P WATER SURFACE PROFILE LISTING - LINE D-D/E-E IN PAUBA ROAD PER AD 159 PLANIPROFILE 5/16/01 FPG FILE: D-EWSP Q FILE = QD-EWSP PAGE 2 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO Q DIA 10 NO. PIER HEAD GRD.EL. ELEV DEPTH SF AVE HF NORM DEPTH ZR -*********-*--~. . ..*---******-*******--***------_..****** 1074.60 1271.13 1.648 1272.775 25.5 7.43 0.857 1273.632 0.00 1.721 2.50 0.00 0.00 0 0.00 1.21 0.01107 .006124 0.01 1.381 0.00 1075.81 1271.14 1.721 1272.861 25.5 7.08 0.778 1273.639 0.00 1.721 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01117 .010071 0.04 0.00 1079.39 1271.18 2.031 1273.211 19.0 7.90 0.969 1274.180 0.00 1.573 1.75 0.00 0.00 0 0.00 19.85 0.01108 .014379 0.29 1.750 0.00 1099.24 1271.40 2.096 1273.496 190 7.90 0.969 1274.465 0.00 1.573 1.75 0.00 0.00 0 0.00 2.33 0.00858 .014379 0.03 1.750 0.00 1101.57 1271.42 2.110 1273.530 .19.0 7.90 0.969 1274.499 0.00 1.573 1.75 0.00 0:00 0 0.00 22.24 0.00944 .016676 0.37 1.750 0.00 . 1123.81 1271.63 2.271 1273.901 19.0 7.90 0.969 1274.870 0.00 1.573 1.75 0.00 0.00 0 0.00 . ~ . REVISED RATIONAL HYDROLOGY OUTPUT: . DRAINAGE BASIN 300 liNES A, A 1, A2, A3, & A4 . ~~. ******************************:********************************************* . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOO CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * 8ASIN 300 * NODES 301 TO 324 * 10-YEAR ************************************************************************** FILE NAME: 30010Rl.DAT TIME/DATE OF STUDY: 08:10 08/23/2001 USER SPECIFIEO HYOROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 tlYEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2_360 YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 O-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0_5495536 COMPUTED RAINFALL INTEN51TY DATA: STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL 'C'-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFlOW MODEL' HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- ------ ----- ------ ----- GL08AL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRI8UTARY PIPE.* **************************************************************************** . PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 . ----------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SU8AREA UNIFORM * . * 300/d(~,P41' ~ DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**3l/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 344.58 UPSTREAM ELEVATION = 1293.94 ~NSTREAM ELEVATION =_ 1290.84 "'VAHON DIFFERENCE = _ 3.10 TC = 0.303*(( 344.58**3)/( 3.10)]**.2 = 8.048 10 YEAR RAINFALL INTENSITY(INCH/HOURl = 2.686 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8747 SOil CLASSIFICATION IS "S" SU8AREA RUNOFF(CFSl 0.70 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFSl = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.05 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== 4111j=====:;;:::~=~:~;~::=;::::::=::~;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*((LENGTH**3)/(ELEVATION CHANGEl]**.2 INITIAL SU8AREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1295.82 DOWNSTREAM ELEVATION = 1294.62 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[( 120.00**3l/( 1.20)]**.2 = 6.693 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.973 SINGLE-FAMILY(1/4 ACRE LOTl RUNOFF COEFFICIENT = .8245 SOIL CLASSIFICATION IS ne" SUBAREA RUNOFFCCFSl = TOTAL AREA(ACRES) = 0.78 0.32 TOTAL RUNOFF(CFS) = 0.78 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== t44t4(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.12 DOWNSTREAM ELEVATION(FEETl = 1290.84 STREET LENGTH(FEET) = 300.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = .IDE STREET CROSSFALL(DECIMAL) = 0.020 SIDE 5TREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ,1> Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Sack.of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = .TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: TREET FLOW DEPTH(FEET) = 0.34 HALF5TREET FLOOD WIDTH(FEET) = 3.81 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.95 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.00 STREET FLOW TRAVEL TIME(MIN.) = 1.70 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.625 SINGLE-FAMILY(1/4ACRE LOT) RUNOFF COEFFICIENT = .8164 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.32 1_86 8.39 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.14 2.93 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALF5TREET FLOOD WIDTHCFEET) 4.59 FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NOOE 303.00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NOOE 302.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 ..NFALL INTEN5ITYCINCH/HR) = 2_63 AL STREAM AREACACRES) = 1.32 AK FLOW RATECCFS) AT CONFLUENCE = 2.93 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1295.82 DOWNSTREAM ELEVATION = 1294.62 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[( 120.00**3)/( 1.20l]**.2 = 6.693 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.973 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8245 SOIL CLASSIFICATION IS "C" SU8AREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRESl = 0.20 TOTAL RUNOFF(CFSl = 0.49 **************************************************************************** FLOW PROCESS FRDM'NODE 306.00 TO NODE 302.00 IS CODE = 61 ...COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== . ~t(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.12 DOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 ~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~IDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) 0,0150 Manning's FRICTION FACTOR for Back-af-YaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIMECMIN.) = 1.14 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.726 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8189 SOIL CLASSIFICATION IS 'C' SUBAREA AREACACRES) = 1.00 TOTAL AREACACRESI = 1.20 1.M 7.84 SU8AREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 2.23 2.72 END OF SU8AREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.37 HALFSTREET FLOOD WIDTHCFEET) = 4.20 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITYCFT*FT/SEC.) 1.34 LONGEST FLOWPATH FROM NODE 305.00 TO NODE 302.00 = 340.00 F~ET. ~*********************************************************************** ~W PROCESS FROM NODE 302.00 TO NOOE 302.00 IS CODE = 1 .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.84 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 1_20 PEAK FLOW RATE(CFSI AT CONFLUENCE = 2.72 ** CONFLUENCE DATA .. STREAM RUNOFF NUMBER CCFSI 1 0.70 2 2.93 3 2.72 Tc CMIN.) 8.05 8.39 7.84 INTENSITY CINCH/HOUR) 2.686 2.625 2.726 AREA CACRE) 0.30 1.32 1.20 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-' A5 DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** .NFALL INTENSITY AND TIME OF CONCENTRATION r FlUENCE FORMULA USED FOR 3 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ NUMBER (CF5) (MIN.) (INCH/HOUR) 1 6.14 7.84 2.726 2 6.20 8.05 2.686 3 6.24 8.39 2.625 ~PUTED CONFLUENCE ESTIMATE5 ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 6.24 Te(MIN.) = 8.39 TOTAL AREA(ACRES) = 2.82 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1295.74 DOWNSTREAM ELEVATION = 1294.44 ELEVATION DIFFERENCE = 1.30 TC = 0.393*[( 130.00**3)/( 1.30)]**.2 = 6.911 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.921 5INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7812 SOIL CLASSIFICATION IS "8" SU8AREA RUNOFF(CFS) = 0.71 . TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.71 .************************************************************************ OW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1293.94 DOWNSTREAM ELEVATION(FEET) = 1290.80 STREET LENGTH(FEET) = 346.71 CUR8 HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOE8REAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CRD5SFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME' COMPUTED USING ESTIMATED FLOW(CFS) = STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.24 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.85 PRODUCT OFDEPTH&VELOCITY(FT*FT/SEC.) 1.07 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TeCMIN.) = ~10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.535 ~ARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 1.38 TOTAL AREA(ACRES) = 1.69 2.19 8.94 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) = 2.96 3.67 ~ ~ r END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HAlFSTREET FlOOO WIOTH(FEET) 5.22 FLOW VElOCITY(FEET/SEC.) = 3.22 DEPTH*VElOCITY(FT*FT/SEC.) = ~EST FlOWPATH FROM NODE 307.00 TO NODE 309_00 = 476_71 1.46 FEET . **************************************************************************** FLOW PROCE5S FROM NODE 309.00 TO NODE 310.00 IS CODE = 61 tttttCOMPUTE STREET F~OW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CURB SECTION USED) ============================================================================ UPSTREAM ElEVATION(FEET) = 1290.80 DOWNSTREAM ELEVATION(FEET) = 1282.20 STREET LENGTH(FEET) = 454.56 CURB HEIGHT(INCHES) = 6.0 STREET HAlFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFAll(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CR055FALL(DEClMAl) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back~of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 .' HAlFSTREET FLOOD WIDTH(FEET) = 5.04 ~VERAGE FLOW VElOCITY(FEET/SEC.) = 4.54 ~ODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.99 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 10.61 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.307 SINGlE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8273 SOIL CLASSIFICATION IS HO" SUBAREA AREA(ACRES) = 1.22 TOTAL AREA(ACRES) = 2.91 4.84 5U8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2.33 6.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.49 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 2.27 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 310.00 = 931.27 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE~ ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MINJ = 8.29 RAIN INTENSITY(INCH/HOUR) = 2.64 TOTAL AREA(ACRE5) 2.82 TOTAL RUNOFF(CFS) = 6.24 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 311.00 IS CODE = 61 _.COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA~ (((STANDARD CURB SECTION USED)===== UPSTREAM ElEVATION(FEETJ = 1290.84 DOWNSTREAM ElEVATION(FEET) = 1282.19 STREET lENGTH(FEETJ = 560.00 CURB HEIGHT(INCHES) = 6.0 I' 1/ ~ ;;=========;=;;=;;;=;=;===================================================== STREET HALFWIDTH(FEETl = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEETl = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~IOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for StreetfLow Section(curb-to-curb): 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEETl = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.57 STREET FLOW TRAVEL TIME(MIN.l = 2.00 Tc(MIN.l = 10.29 10 YEAR RAINFALL INTENSITY(INCH/HOURl = 2.346 SINGLE-FAMILY(1/4 ACRE LOTl RUNOFF COEFFICIENT = .8283 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 2.08 TOTAL AREA(ACRES) = 4.90 8_26 j) :;=0 }-H ~.ev ~f(.f 1 ~h JMJ o{.-\ivU> ~ SUBAREA RUNOFF(CFSl = PEAK FLOW RATE(CFS) 4.04 10.28 END OF SU8AREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.59 HALF STREET FLOOD WIDTH(FEETl = 11.54 FLOW VELOCITY(FEET/SEC.l = 4.69 DEPTH*VELOCITY(FT*FT/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 311.00 = 1491.27 FEET. ~*********~************************************************************* ""'W PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 21 e~tttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACREl TC = K*[(LENGTH**3)/(ELEVATION CHANGEll**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1318.30 DOWNSTREAM ELEVATION = 1316.25 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 125.00**3)/( 2.05)]**.2 = 6.162 10 YEAR RAINFALL INTENSITY(INCH/HOURl = 3.112 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7867 SOIL CLASSIFICATION IS "B" SU8AREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRESl = 0.20 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1315.75 DOYNSTREAM ELEVATION(FEET) = 1312_80 .EET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHESl = 6.0 EET HALFWIDTH(FEETl = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMALl = 0.020 18.00 <~ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ."ning/S FRICTION FACTOR for Streetflow Section(curb-to-curb) = ning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3_79 AVERAGE FLOW VELOCITY(FEET/SEC_) 2.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIMECMIN.) = 3.00 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.501 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7672 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 TOTAL AREACACRE5) = 1.20 1.46 9.16 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 1.92 2.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.65 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~:~:~~~::~:~~:~;~~::;:~:=~:::::::::~=:~::::==~=::::===================== TIME OF CONCENTRATION(MIN_) = 9.16 RAINFALL INTENSITYCINCH/HR) = 2.50 TOTAL STREAM AREACACRES) = 1_20 PEAK FLOW RATECCFS) AT CONFLUENCE = 2_41 *.************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 135.00 UPSTREAM ELEVATION = 1317.20 DOWNSTREAM ELEVATION = 1314.59 ELEVATION DIFFERENCE = 2.61 TC = 0.393*[( 135.00**3)/C 2.61)]**.2 = 6.149 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.115 .SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7868 SOIL CLASSIFICATION IS "B" SU8AREA RUNOFF(CFS) = 0.49 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CF5) 0.49 ~**********************************************~*******~**************** FLOW PROCESS_ FROM NODE 316.00 TO NODE 314.00 IS CODE = 61 v , ~ttttCOMPUTE STREET FlO~ TRAVEL TIME THRU SUBAREA===== ~~~~~(STANDARD CURB SECTION USED)====: ==========================================================================~= UPSTREAM ELEVATION(FEET) "1314.09 OOWNSTREAM ELEVATION(FEET) " 1312.80 5TREET LENGTH(FEET)" 160.00 CURB HEIGHT(INCHES)" 6.0 ~ET HALFWIOTH(FEET~ " 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET)" 18.00 INSIOE STREET CROSSFALL(DECIMAL)" 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) " 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) " 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of~Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET)" 0.28 HALFSTREET FLOOD WIDTH(FEET)" 3.03 AVERAGE FLOW VELOCITY(FEET/SEC.)" 2.23 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.)" 0.62 STREET FLOW TRAVEL TIME(MIN_)" 1.20 TeCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR)" 2.825 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT" .7783 SOIL CLASSIFICATION IS "8" SUBAREA AREACACRES)" 0.40 TOTAL AREA(ACRES)" 0.60 0.93 7.35 SU8AREA RUNDFF(CFS) " PEAK FLOW RATE(CFS) " 0.88 1.37 END OF SU8AREA STREET FLOW HYORAULICS: ~TH(FEET) "0.32 HALF5TREET FLOOD WIDTHCFEET)" 3.58 ~ VELOCITY(FEET/SEC.)" 2.43 OEPTH*VELOCITYCFT*FT/SEC.)" 0.78 LONGEST FLOWPATH FROM NODE 315.00 TO NODE 314.00" 295.00 FEET_ **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE" ~--------------~-----------------------~-----------------~--------------~--- .....DESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS" 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.)" 7.35 RAINFALL INTENSITY(INCH/HR)" 2.82 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE" 1.37 **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 318.00 IS COOE" 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH" 130.00 UPSTREAM ELEVATION" 1317.30 .NSTREAM ELEVATION" 1314.75 EVATION DIFFERENCE" 2.55 TC "0.393*[( 130.00**3)/( 2.55)]**.2 " 6.040 10 YEAR RAINFALL INTENSITY(INCH/HOUR)" 3.146 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT" .7876 ~ SOIL CLASSIFICATION IS "8" SUBAREA RUNOFF(CFS) ; 0.57 TOTAL AREA(ACRES) ; 0.23 TOTAL RUNOFF(CFS) ; 0.57 a********************************************************~************* PROCESS FROM NODE 318.00 TO NODE .314.00 IS CODE ;. 61 ~~---------_.~~~~~~~--_.~.~-------~----------------------------------------- .....COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) ; 1314.25 DO~NSTREAM ELEVATION(FEET) ; 1312.BO STREET LENGTH(FEET); 100.00 CURB HEIGHT(INCHES); 6.0 STREET HALF~IOTH(FEET) ; 30.00 DISTANCE FROM CRO~N TO CROSS FALL GRADEBREAK(FEET); 18.00 INSIOE STREET CROSSFALL(DECIMAL); 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) ; 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF; 1 STREET PARK~AY CROSSFALL(DECIMAL) ; 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow.Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) ; STREETFLO~ MODEL RESULTS USING ESTIMATED FLO~: STREET FLOW DEPTH(FEET); 0.26 HALFSTREET FLOOD ~IOTH(FEET); 2.80 AVERAGE FLO~ VELOCITY(FEET/SEC.) 2.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 0.74 ~EET FLO~ TRAVEL TIME(MIN.); 0.59 Tc(MIN.); ""'0 YEAR RAINFALL INTENSITY(INCH/HOUR); 2.990 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .7832 SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES); 0.40 TOTAL AREA(ACRES); 0.63 1.04 6.62 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 0.94 1.51 END OF SUBAREA STREET FLO~ HYORAULICS: OEPTH(FEET) ; 0.30 HALFSTREET FLOOO ~IDTHCFEET); 3.29 FLO~ VELOCITYCFEET/SEC.); 3_11 OEPTH*VELOCITYCFT*FT/SEC.); 0.93 LONGEST FLO~PATH FROM NODE 317.00 TO NODE 314.00; 230.00 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE; .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ============================================================================ TOTAL NUMBER OF STREAMS; 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIDNCMIN.) 6_62 RAINFALL INTENSITYCINCH/HR) ~ 2.99 TOTAL STREAM AREA(ACRES); 0.63 PEAK FLO~ RATE(CFS) AT CONFLUENCE; 1.51 ** CONFLUENCE DATA ** .EAM RUNOFF BER (CFS) 1 2.41 2 1.37 3 1.51 Tc CMIN.) 9.16 7.35 6.62 INTENSITY CINCH/HOUR) 2.501 2.B25 2.990 AREA CACRE) 1_20 0.60 0.63 ~ ******************************~**WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA eL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOY RATE RUNOFF (CF5) 4.48 4.72 4.88 TABLE ** Te (MIN. ) 6.62 7.35 9.16 INTENSITY CINCH/HOUR) 2.990 2.825 2.501 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 4.88 Tc(MIN.) = 9.16 TOTAL AREA(ACRES) = 2.43 LONGEST FLOYPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 314.00 TO NODE 310.00 IS CODE = 61 --~----------~--~--~-------------------------------------------~------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATION(FEET) = 1312.80 DOYNSTREAM ELEVATION(FEET) = 1282_20 ~EET LENGTH(FEET) = BOO.OO CURB HEIGHT(INCHES) = 6.0 ~EET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb~to~curb) = 0.0150 Manning's FRICTION FACTOR tor Back-ot-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD YIDTH(FEET) = 5.30 AVERAGE FLOY VELOCITY(FEET/SEC.) = 6.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3_06 STREET FLOY TRAVEL TIME(MIN.) = 2.01 TeCMIN.) = 11.17 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.243 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8256 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.17 TOTAL AREACACRES) = 5.60 7.82 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 5.87 10.75 END OF SUBAREA STREET FLOY HYDRAULIC5: .THCFEET) = 0.52 HALFSTREET FLOOD YIDTHCFEET) = 6.B2 Y VELOCITYCFEET/SEC.) = 7.1B DEPTH*VELOCITY(FT*FT/5EC_) = 3.71 LONGEST FLOYPATH FROM NODE 312.00 TO NODE 310.DO = 1345.00~ FEET. **************************************************************************** ,4f> FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .L NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 11.17 RAINFALL INTENSITYCINCH/HR) = 2.24 TOTAL STREAM AREACACRES) = 5.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.75 **************************************************************************** FLOW PROCESS FROM NODE 319.00 TO NODE 320.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1318.40 DOWNSTREAM ELEVATION = 1316.47 ELEVATION DIFFERENCE = 1.93 TC = 0.393*[C 170_00**3)/C 1.93)]**.2 = 7.501 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.793 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8382 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.59 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.59 .*********************************************************************** FLOW PROCESS FROM NODE 320.00 TO NOOE 321.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1315.97 DOWNSTREAM ELEVATIONCFEET) = 1312.65 STREET LENGTHCFEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALlCOECIMAl) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 1.60 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = 3.89 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 .EET FLOW TRAVEL TIME(MIN.) = 3.07 TcCMIN.) = 10.57 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.312 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7597 SOIL CLASSIFICATION IS "BN SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFFCCFS) = 2.02 ~ TOTAL AREA(ACRES) = 1.40 PEAK fLOW RATE(CfS) = 2.61 ENO Of SUBAREA STREET fLOW HYORAULICS: OEPTHCfEET) = 0.42 HALf STREET fLOOO WIOTH(fEET) 4.75 ~W VELOCITYCfEET/SEC.) = 2.73 OEPTH*VELOCITY(fT*fT/SEC.) = ""'GEST fLOWPATH fROM NOOE 319.00 TO NODE 321.00 = 620.00 1.14 fEET . x*************************************************************************** fLOW PROCESS fROM NODE 321.00 TO NODE 322.00 IS COOE = 61 <<<<<COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA===== <<<<<(STANDARD CURB SECTION U5ED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1312.65 DOWNSTREAM ELEVATIONCfEET) = 1282.78 STREET LENGTH(fEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSS fALL GRADE8REAK(fEET) = 18.00 INSIOE STREET CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 0.080 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = 1 STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED fLOWCCfS) = STREET fLOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.38 .ALfSTREET fLOOD WIDTHCfEET) = 4,30 VERAGE FLOW VElOCITY(FEET/SEC.) = 5.82 PROOUCT Of DEPTH&VELOCITYCfT*fT/SEC.) = 2.21 STREET fLOW TRAVEL TIMECMIN.) = 2.29 Te(MIN.) = 12.86 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.075 SINGLE-FAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8206 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.34 TOTAL AREA(ACRES) = 3.74 4.60 SUBAREA RUNOff(CfS) = PEAK FLOW RATE(CfS) 3.99 6.59 END Of SU8AREA STREET fLOW HYDRAULICS: DEPTHCfEET) = 0.43 HALf STREET fLOOD WIDTHCFEET) 4.98 fLOW VELOCITY(fEET/SEC.) = 6.33 DEPTH*VELOCITY(fT*fT/SEC.) = 2.75 LONGEST fLOWPATH fROM NOOE 319.00 TO NODE 322.00 = 1420.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 322.00 TO NODE 310.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONfLUENCE===== teeetAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT TIME Of CONCENTRATION(MIN.) = 12.86 RAINFALL INTENSITY(INCH/HR) = 2_08 TOTAL STREAM AREACACRES) = 3.74 41111fK FLOW RATE(CfS) AT CONfLUENCE = ** CONFLUENCE DATA ** STREAM RUNOff NUMBER CCfS) STREAM 2 ARE: 6.59 Te INTEN51TY (INCH/HOUR) AREA (ACRE) \~o/ CMIN.) 1 2 10.75 6.59 11.17 12.B6 2.243 2.075 5.60 3..4 *********************************WARNI NG********************************** ~HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~HE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE_ THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.48 11.17 2.243 2 16.54 12_B6 2_075 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 16.48 TeCMIN.) = 11.17 TOTAL AREACACRES) = 9.34 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 310.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE. 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAM5 = 3 .FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATIONCMIN.) = 11.17 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREACACRES) = 9.34 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 16.48 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOYS: TCCMIN) = 10.61 RAIN INTENSITYCINCH/HOUR) = 2.31 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFFCCFS) = 6.00 *******..******************************************************************* FLOY PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 10.61 RAINFALL INTENSITYCINCH/HR) = 2.31 TOTAL STREAM AREACACRES) = 2.91 ~K FLOY RATE(CFS) AT CONFLUENCE = 6.00 ~*********************************************************************** FLOY PROCES5 FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 ~ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.29 RAIN INTENSITYCINCH/HOUR) = 2.35 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 10.28 ~*********************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311_00 IS COOE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIDNCMIN.) = 10.29 RAINFALL INTENSITYCINCH/HR) = 2.35 TOTAL STREAM AREACACRES) = 4.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.28 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 16.48 2 6.00 3 10.28 Te (MIN. ) 11.17 10.61 10.29 I NTENS ITY (INCH/HOUR) 2.243 2.307 2.346 AREA (ACRE) 9.34 2.91 4.90 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~*********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) CINCH/HOUR) 1 31.28 10.29 2.346 2 31. 76 10.61 2.307 3 32.14 11.17 2.243 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.14 TeCMIN_) = 11.17 TOTAL AREA(ACRES) = 17.15 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 311.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 10.97 ~**********************************************~************************ ~OW PROCESS FROM NODE 311.DO TO NODE 323.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: <<tttt(STANDARD CURB SECTION USED) ~Qlt, ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.65 DOWNSTREAM ELEVATION(FEET) = 1278.96 STREET lENGTH(FEET) = 320.41 CURB HEIGHT(INCHES) = 6.0 STREET HAlFWIDTH(FEET) = 30.00 ~ANCE FROM CROWN TO CROSS FAll GRADE8REAK(FEET) = 18.00 INSIDE STREET CROSSFALl(DECIMAl) = 0.020 OUTSIDE STREET CROSSFAll(DECIMAl) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAl) = 0.020 Manning's FRICTION FACTOR for Streetftow Section<curb-to-curb} 0.0150 Manning's FRICTION FACTOR for Back-of-~alk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED FlOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HAlFSTREET FLOOD WIDTH(FEET) = 14.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC_) = 2.62 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 12.48 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.110 SINGlE-FAMllY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8005 SOIL CLASSIFICATION IS "C" SU8AREA AREA(ACRES) = 0.91 TOTAL AREA(ACRES) = 9.51 11. 74 1.54 12.51 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIOTH(FEET) = 15_64 ~W VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY(FT'FT/SEC.).= ~EST FLOWPATH FROM NODE 319.00 TO NODE 323.00 = 1740.41 2.67 FEET. **************************************************************************** FLOW PROCESS fROM NOOE 323.00 TO NODE 323.00 IS COOE = .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.48 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRESl = 9.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.51 **************************************************************************** fLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 ~((~(USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 61 .----------------------------------------------------------------------- ;eCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANOARO CURB SECTION U5ED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.20 DOWNSTREAM ELEVATION(FEET) = 1278.96 y '" 0.'-\ ~ ~~ ~ ;)~ ..;vJ. / ~ ( '-..~7 STREET LENGTHCFEET) = 284.97 CURB HEIGHTCINCHES) 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) .IDE STREET CROSSFALLCDECIMAL) = 0.020 SIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLDWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0_64 HALFSTREET FLOOO WIDTHCFEET) = 14.72 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.59 STREET FLOW TRAVEL TIMECMIN.) = 1.18 TeCMIN.) = 12.35 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.122 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8009 SOIL CLASSIFICATION IS "CH SU8AREA AREACACRES) = 0.67 TOTAL AREACACRES) = 9.27 11.54 1.14 12.11 SU8AREA RUNOFFCCFS) PEAK FLOW RATECCFS) = END OF SU8AREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.65 HALFSTREET FLOOD WIDTHCFEET) = 15.33 FLOW VELOCITYCFEET/SEC.) = 4.03 DEPTH*VELOCITYCFT*FT/SEC.) 2.63 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 324.00 = 1704.97 FEET. ~*********************************************************************** ~OW PROCESS FROM NODE 323.00 TO NODE 324.00 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 CONCENTRATIONCMIN.) = 12.35 RAINFALL INTENSITYCINCH/HR) = 2.12 TOTAL STREAM AREACACRES) = 9.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.11 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 12.51 2 12.11 INTENSITY (INCH/HOUR) 2.110 2.122 AREA CACRE) 9.51 9.27 Tc CMIN. ) 12.48 12.35 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** eNFALL INTEN5ITY AND TIME OF CONCENTRATION FLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY ~ -' D t 't q \ \-\E-Lf 1., )..JAJ ~. /U.J;jj.JI't <; l-~ '1 xtJJ /""./''>./ ,,<?~ NUMBER 1 2 (CFS) 24.48 24.54 (MIN. ) 12.35 12.48 (INCH/HOUR) 2.122 2.110 JllllpUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ FLOW RATE(CFS) . 24.54 TcCMIN.) = 12.48 TOTAL AREACACRES) . 18.78 LONGEST FLOWPATH FROM NOOE 319.00 TO NOOE 324.00. 1740.41 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) . PEAK FLOW RATECCFS) . 18.78 TCCMIN.)' 24.54 12.48 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . . <IJ '\ " *********************************************************************~****** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982.2000 Advanced Engineering Software (aes) Ver. 8~0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:43 10/02/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NODES 302 311 * lD-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFlOW MODEL INPUT INFORMATION===: ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.015500 CONSTANT STREET FlOW(CFS) = 10.28 .VERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFAll GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFAll(DECIMAl) = 0.020000 OUTSIDE STREET CROSSFAll(DECIMAl) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0~50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FIll STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: ------.-------------------..------------------------------------------------ STREET FLOW DEPTH(FEET) = 0.44 HAlFSTREET FLOOD WIDTH(fEET) = 16.34 AVERAGE FLOW VElOCITY(FEET/SEC.) = 3.65 PRODUCT OF DEPTH&VELOCITY = 1.62 ============================================================================ . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 license ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 --------~------------------------------------------------------------------- TIME/DATE OF STUDY: 09:46 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE5 311 323 * lD-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFlOW MODEL INPUT INFORMATION==== ----------------------------------------------------------------~----------- CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FlOW(CFS) = 12.51 eVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FAll GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFAllCDECIMAl) = 0.020000 OUTSIDE STREET CROSSFAll(OECIMAl) = O.OBOOOO CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-lIPCFEET) = 0_03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FIll STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: _______~__________________________4_____________~___~_______________________ STREET FLOW DEPTHCFEET) = 0.49 HAlFSTREET FLOOD WIOTH(FEET) = 18.59 AVERAGE FLOW VElOCITYCFEET/SEC.) = 3.47 PRODUCT OF DEPTH&VElOCITY = 1.69 ============================================================================ . ~ ********************************~******************************************* . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:48 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 310 TO 324 * 10-YEAR * * * . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== CONSTANT STREET GRAOE(FEET/FEET) = 0.011000 CONSTANT STREET FLOW(CFS) = 12.11 .AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIOTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: ----.-......._----------------------------~--------------------------------- 5TREET FLOW OEPTH(FEET) = 0.49 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF OEPTH&VELOCITY = 1.64 18.59 3.36 ============================================================================ . ~ ~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&~CD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/011200.0 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 300 * NODES 325 - 331 * 10-YEAR * * * ************************************************************************** FILE NAME: 30010R2.DAT TIME/DATE OF STUDY: 08:53 08/23/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 .....YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 """YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0_880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF l0-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-OEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MOOEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-af-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** ~~-~~~~~~~-~~~~-~~~----~:::~~_:~-~~~----~:~:~~-~~-~~~-:._:~----_._._. .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ASSUMED INITIAL SUBAREA UNIFORM \~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) .C = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1284_66 .NSTREAM ELEVATION 1283.56 VATION DIFFERENCE = 1.10 TC = 0.393*[( 110.00**3)/( 1.10)J**.2 = 6.464 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.031 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8257 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFf(CFS) = 0.53 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU 5U8AREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.06 DOWNSTREAM ELEVATION(FEET) = 1279.88 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~nin9's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~ning/s fRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 2.99 Te(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.458 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8118 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.17 TOTAL AREA(ACRES) = 1.38 1. 70 9.46 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.33 2.86 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.94 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATHFROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE_- 327.00 TO NODE 327.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eAL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.4~ RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = 1.38 \, ~4/t PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.86 **************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 21 .----------------------------------------------------------------------- ..RATIONAL METHOD INITIAL SU8AREA ANALYSIS ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1284.66 DOWNSTREAM ELEVATION = 1283.56 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[( 130_00**3)/( 1.10)]**.2 = 7.146 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.868 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8223 SOIL CLASSIFICATION IS neH SU8AREA RUNOFF(CFS) 0.80 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 327.00 IS CODE = 61 ----------------------------------------.----------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1283.06 DOWNSTREAM ELEVATION(FEET) = 1279.88 STREET LENGTH(FEET) = 400_00 CURB HEIGHT(INCHES) = 6.0 ~REET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADE8REAK(FEET) = 18.00 INSIDE STREET CROSSFALlCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.32 AVERAGE FLOW VELOCITY(FEET/SEC.) 2_68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.434 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8111 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 1.35 TOTAL AREA(ACRES) = 1.69 2.14 9.63 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.66 3.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5_24 . ~W VELOCITY(FEET/SEC_) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 ~GEST FLOWPATH FROM NODE 328.00 TO NODE 327.00 = 530.00 FEET. FLOW PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = "l~ **************************************************************************** ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~AL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.63 RAINFALL INTENSITY(INCH/HR) 2.43 TOTAL STREAM AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 2.86 2 3.47 Te (MIN.) 9.46 9.63 INTENSITY (INCH/HOUR) 2.458 2.434 AREA (ACRE) 1.38 1.69 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THI5 FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER e: FLOW RATE TABLE ** RUNOFF Te (CFS) (MIN.) 6.27 9.46 6.30 9.63 INTENSITY (INCH/HOUR) 2.458 2.434 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.30 Tc(MIN.) = 9_63 TOTAL AREA(ACRES) = 3.07 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 323.00 IS CODE = 61 ~ttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1279.88 DOWNSTREAM ELEVATION(FEET) = 1278.96 STREET LENGTH(FEET) = 192.96 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) = 0.0150 ~~ning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 ~**TRAVEl TIME COMPUTED USING ESTIMATED FlOWCCFS) 6.73 5TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOWDEPTH(FEET) = 0_62 HALFSTREET FLOOD WIDTH(FEET) = 13.48 ~ AVERAGE FLOU VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELDCITY(FT*FT/SEC.) 1.62 STREET FLOW TRAVEL TIME(MIN.) = 1.23 Te(MIN.) = 10.86 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2_277 eLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B063 CLASSIFICATION IS "CO SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) = 0.86 7.16 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 14.20 FLOW VELOCITY(FEET/SEC,) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 = 742.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 323.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.86 RAINFALL INTENSITY(INCH/HR) = 2.28 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.16 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 7 -----------------------------------------~------------.--_.----------------- ."USER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.48 RAIN INTENSITY(INCH/HOUR) = 2.11 TOTAL AREA(ACRES) = 9.51 TOTAL RUNOFF(CFS) = 12.51 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = -~~---------------~--------------~------------------------------------------ .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~ttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.48 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 9.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.51 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.16 2 12.51 Te (MIN_) 10.86 12.48 INTENSITY (I NCH/HOUR) ~2.277 2.110 AREA (ACRE) 3.54 9.51 *********************************WARNING********************************** .THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&~CD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECES5ARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ( ~~ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** a~ RUNOFF Tc INTENSITY BER (CFS) (MIN.) (INCH/HOUR) 1 18.05 10.86 2.277 2 19.14 12.48 2.110 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 19.14 Tc(MIN.) = 12.48 TOTAL AREA(ACRES) = 13.05 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 = 742.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323_00 TO NODE 323_00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331_00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 .TREAM ELEVATION = 12B2.01 NSTREAM ELEVATION = 1280.81 ELEVATION DIFFERENCE = 1.20 TC = 0_393*[C 120.00**3)/C 1_20)]**.2 = 6.693 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.973 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8245 SOIL CLASSIFICATION IS HCn SUBAREA RUNOFFCCFS) 0_37 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.37 *************************~************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = 61 ~t~<<~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<<<<<<<CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1280.31 DOWNSTREAM ELEVATIONCFEET) = 1278.96 STREET LENGTH(FEET) = 292.63 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = lB.OO INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~REET PARKWAY CROSSFALL(DECIMAL) = 0_020 nfng's FRICTION FACTOR for Streetflow Sectfon(curb-to-curb) = nning's FRICTION FACTOR for Back-af-Walk FLow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1.50 ~ ~ STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIOTH(fEET) = 4.18 AVERAGE FLOW VELOCITYCFEET/SEC.) 2_00 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 0.74 eET FLOW TRAVEL TIMECMIN.) = 2.44 TcCMIN.) = YEAR RAINFALL INTENSITYCINCH/HOUR) = 2_506 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS HC" SUBAREA AREACACRES) = 1_10 TOTAL AREACACRES) = 1.25 9.13 .8132 5UBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.24 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.45 HALFSTREET FLOOD WIDTHCFEET) = 5.22 FLOW VELOCITYCFEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 324_00 = 412.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = (((((DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.13 RAINFALL INTENSITYCINCH/HR) = 2_51 TOTAL STREAM AREACACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61 **************************************************************************** ~ PROCE5S FROM NODE 310.00 TO NODE 324.00 IS CODE = 7 ~----------------------------------------------------------------------- (((((USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 12.35 RAIN INTENSITYCINCH/HOUR) = 2.12 TOTAL AREACACRES) = 9.27 TOTAL RUNOFFCCFS) = 12.11 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = (((((DE5IGNATE INDEPENDENT STREAM FOR CONFLUENCE====: (((((AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES====: ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.35 RAINFALL INTENSITYCINCH/HR) = 2.12 TOTAL STREAM AREACACRES) = 9.27 PEAK FLOW RATECCFS) AT CONFLUENCE = 12.11 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) (MIN.) CINCH/HOUR) CACRE) 1 2.61 9.13 2_506 1.25 2 12.11 12.35 2.122 9.27 ~*************~***************WARNING****************~***************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&~CD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECE55ARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~ ~ ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .PE~K FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11.57 9.13 2.506 2 14.32 12.35 . 2.122 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) ~ 14.32 Tc(MIN.) ~ 12.35 TOTAL AREA(ACRES) ~ 10.52 LONGEST FLOWPATH FROM NODE 328.00 TO NOOE 324.00 ~ 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE ~ 11 ---------------------------------------------------------------------------- .....CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE OATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 14.32 12.35 2.122 FLOWPATH FROM NODE 328.00 TO NODE AREA (ACRE) 10.52 323.00 ~ 530.00 FEET. ** MEMORY .EAM BER 1 LONGEST BANK # 3 CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN_) (INCH/HOUR) 19.14 12.48 2.110 FLOWPATH FROM NODE 325.00 TO NODE AREA (ACRE) 13.05 323.00 742.96 FEET. *********************************UARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CF5) (MIN.) (I NCH/HOUR) 1 33.27 12.35 2.122 2 33.38 12.48 2.110 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ~ ESTIMATES ARE AS FOLLOWS: 33.38 Tc(MIN.) ~ 23.57 12.48 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE ~ 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ~:;:~;~;;:~~~~=~:::~::~:~:::~~~~~:~:~:::::~~~~:~::~~~~~~~~~~~~~~~~~~~~~~ TOTAL AREA(ACRES) ~ 11.77 TOTAL RUNOFF(CFS) ~ 17.06 \~ **************************************************************************** FLOW PROCESS FROM NOOE 324.00 TO NOOE 323.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: ~:~:::~=~:::::::~::::~=::::::~:=::::::::~=:~:::~:~===================== ~VATION OATA: UPSTREAM(FEET) =1273.62 DOWNSTREAM(FEET) = 1273.28 FLOW LENGTH(FEET) = 33.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.85 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 17.06 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE 0.07 Tc(MIN.) = 325.00 TO NODE 12.23 323.00 = 776.56 FEET. **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 332.00 IS CODE = ----_..----------_..~----------------------_.-----------------------------.. tttttDESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.D6 **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.DD IS CODE = 7 ...U5ER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.16 RAIN INTENSITY(INCH/HDUR) = 2.14 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFF(CFS) = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 332.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET)' 1273.40 DOWNSTREAM(FEET) = 1273.21 FLOW LENGTH(FEET) = 38.82 MANNING'S N' D_D13 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98 GIVEN PIPE DIAMETER(INCH) = 3D.DD NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.06 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 328.DO TO NODE 12.27 332.DD = 568.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.DD TO NODE 332.DD IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: _(((AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~=================~===================~================================ TAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 12.27 RAINFALL INTENSITY(INCH/HR) = 2.13 ~ TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOU RATE(CFS) AT CONFLUENCE = 17.06 ** CONFLUENCE DATA .* .AM RUNOFF ER (CFS) 1 17_06 2 17.06 Tc (MIN. ) 12.23 12.27 INTENSITY (I NCH/HOUR) 2.133 2.130 AREA (ACRE) 11.77 11. 77 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.07 12.23 2.133 2 34.09 12.27 2.130 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOUS: PEAK FLOY RATE(CFS) = 34.07 Tc(MIN.) = 12.23 TOTAL AREA(ACRES) = 23.54 LONGEST FLOYPATH FROM NODE 325.00 TO NODE 332.00.= 776.56 FEET. ~*********************************************************************** ~ PROCE5S FROM NODE 332.00 TO NODE 333_00 IS CODE = 41 . .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.19 DOYNSTREAM(FEET) = 1272.56 FLOY LENGTH(FEET) = 51.96 MANNING'S N = 0.013 DEPTH OF FLOY IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.90 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 34.07 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = LONGEST FLOYPATH FROM NODE 325.00 TO NODE 12.32 333.00 = 828.52 FEET. **************************************************************************** FLOY PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOY PROCESS FROM NODE 311.00 TO NODE 311_00-IS CODE = 7 .....USER 5PECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ .-SPECIFIED VALUES ARE AS FOLLOYS: MIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.10 **************************************************************************** ('~ \J FLOW PROCESS FROM NODE 311.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA=====: ....~:~:::~=~:::::::~::::~=::::::~:=::::::::~=:~::::::===================== ATION DATA: UPSTREAM(FEET) = 1276_97 DOWNSTREAM(FEET) = 1276.30 FLOW LENGTH(FEET) = 66.32 MANNING'S N = 0.013 DEPTH OF FLOW IN 18_0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.Bl GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.19 Tc(MIN.) = 325.00 TO NODE 11.36 334.00 = 894.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NOOE 334.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.36 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 __"USER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================= SER-SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA=====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1276.71 OOWNSTREAM(FEET) = 1276.24 FLOW LENGTH(FEET) = 20.49 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.86 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CfS) = 5.10 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE 0.04 Tc(MIN.) = 32B.00 TO NOOE 11.21 334.00 = 5B9.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~:~:::::;::~;~;;::::;::~~;:~~::~~~=::::::=~:~~::======================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11_21 RAINFALL INTENSITY(INCH/HR) = 2.24 tJ' " 101Al SlREAM AREA{ACRES) = 0.00 .PEAK fLOW RATE{CfS) AT CONfLUENCE = 5.10 ** CONFLUENCE DATA ** .AM RUNOff ER (CfS) 1 5.10 2 5.10 Te (MIN.) 11.36 11.21 INTENSnY (INCH/HOUR) 2.222 2.23B AREA (ACRE) 0.00 0.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONfLUENCE VALUE USEO IS BASED ON THE RCfC&WCD fORMULA Of PLATE D-l AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK fLOW. ************************************************************************** RAINfALL INTEN5ITY AND TIME Of CONCENTRATION RATIO CONfLUENCE fORMULA USED fOR 2 STREAMS. ** PEAK ST REAM NUMBER 1 2 TABLE ** Te (MIN. ) 11.21 11.36 INTENSITY (INCH/HOUR) 2_238 2.222 fLOII RATE RUNOff (CfS) 10.13 10.16 COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: PEAK fLOW RATE{Cf5) = 10.16 Tc{MIN.) = 11.36 TOTAL AREA{ACRES) = 0_00 LONGEST fLOIIPATH fROM NODE" 325.00 TO NODE 334.00 B94.84 fEET. ~***********************************************************************. ~y PROCESS FROM NODE 334.00 TO NODE 333.00 IS CODe = 41 ~._-----------------------_._-----------------------------.-----._------._-- .....COMPUTE PIPE-fLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIfIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM{fEET) = 1276.21 DOWNSTREAM{fEET) = fLOW LENGTH{fEET) = 148_33 MANNING'S N = 0.013 DEPTH Of fLOW IN 1B.0 INCH PIPE IS 10.B INCHES PIPE-fLOW VELOCITY(fEET/SEC.) = 9.15 GIVEN PIPE DIAMETER{INCH) = 16_00 NUMBER Of PIPES = PIPE-fLOW{CfS) = 10.16 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH fROM NOOE 0.27 Te(MIN.) = 325.00 TO NODE 1273.00 11.63 333.00 = 1043.17 fEET. fLOW PROCESS fROM NODE 333.00 TO NODE **************************************************************************** 333.00 IS CODE = " .....CONfLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOff .Te INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 10.1611.63 2.193 LONGEST fLOWPATH fROM NODE 325,00 TO NODE .MEMORY BANK # CONfLUENCE DATA ** 5TREAM RUNOff Te INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 34.07 12.32 2_125 AREA (ACRE) 0.00 333.00 1043.17 fEET. AREA (ACRE) 23.54 "4 t;v LONGEST FLO~PATH FROM NODE 325.00 TO NooE 333.00 = 828.52 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAX FLOW_ ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) (l NCH/HOUR) 1 42.33 11.63 2.193 2 43.92 12.32 2.125 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 43.92 TeCMIN.) = 12.32 TOTAL AREA(ACRES) = 23.54 **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 15 COOE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1271.97 DOWNSTREAMCFEET) = 1270.24 FLOW LENGTHCFEET) = 142_62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.64 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = ~E-FLOWCCFS) = 43.92 ~E TRAVEL TIMECMIN_) = 0.22 TeCMIN.) = 12_54 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 335.00 = 1185.79 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 335.00 TO NODE 336.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.70 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 128.8D MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 33.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUM8ER OF PIPES = PIPE-FLOWCCFS) = 43.92 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NOOE = 1232.00 0.06 TcCMIN.) = 325.00 TO NODE 12.61 336.0D = 1314.59 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) PEAK FLOW RATECCFS) = 23.54 TCCMIN.) = 43.92 12_61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHoo ANALYSIS . \'iJ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software ("aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 300 * NODES 301 TO 324 * 100-YEAR * * * ************************************************************************** FILE NAME: 300100R1.0AT TIME/DATE OF STUDY: 16:07 09/19/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR)" 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH)" 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE" 0.95 ~-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR)" Z.360 ~-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR)" 3.480 l00-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR)" 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE" 0.5505732 SLOPE OF l00-YEAR INTENSITY-DURATION CURVE" 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT" 100.00 l-HOUR INTENSITY(INCH/HOUR)" 1.300 SLOPE OF INTENSITY DURATION CURVE" 0.5496 RCFC&WCO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth" 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ***************************************************************************. .OW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE" 21 ~-----------------------------------------------------------._------------ ASSUMEO INITIAL SUBAREA UNIFORM ~~ \ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL . Te = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 344.58 UPSTREAM ELEVATION = 1293.94 .NSTREAM ELEVATION = 129D.B4 EVATION DIFFERENCE = 3.10 TC = 0.303*[( 344.58**3)/C 3.10)]**.2 = 8.048 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.921 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFFCCFS) 1.04 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.05 RAINFALL INTEN5ITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.04 **************************************************************************** FLOW PROCESS FROM NOOE 303.00 TO NOOE 304.00 IS CODE = 21 .....RATIONAL METHOD INITIAL.SUBAREA ANALYSIS====: 4111t=====::::::~=;:;;;::=;::::::=::;;~::==================================== DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) Te = K*(CLENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1295.82 DOWNSTREAM ELEVATION = 1294.62 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[C 120.00**3)/C 1.2D)]**.2 = 6.693 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.339 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B454 SOIL CLASSIFICATION IS PC" SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 1.17 0.32 TOTAL RUNOFF(CFS) 1.17 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1294.12 DOWNSTREAM ELEVATION(FEET) = 1290.B4 STREET LENGTH(FEET) =.' 300.00. CURB HEIGHTONCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = _IDE STREET CROSSFALL(DECIMAL) = 0.020 TSIOE STREET CROSSFALL(DEClMAL) = 0.080 lB.OO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ "-.: Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Mannin9's fRICTION fACTOR for Back-of-Walk flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) eTREETfLOW MODEL RESULTS USING ESTIMATED fLOW: TREET fLOW DEPTH(fEET) = 0.40 - HALf STREET fLOOD WIDTH(fEET) = 4.50 AVERAGE fLOW VELOCITY(fEET/SEC.) = 3.25 PRODUCT Of DEPTH&VELOCITYCfT*fT/SEC.) = 1.29 STREET fLOW TRAVEL TIMECMIN_) = 1.54 Tc(MIN.) = 8.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.873 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFf COEfFICIENT = .8397 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.00 TOTAL AREACACRES) = 1.32 2.80 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CfS) 3.25 4.43 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 5.41 FLOW VELOCITYCFEET/SEC.) = 3.63 DEPTH*VELOCITYCFT*fT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = ~.~..DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.23 ~INFALL INTENSITYCINCH/HR) = 3_B7 ~AL STREAM AREA(ACRES) = 1.32 PEAK fLOW RATE(CfS) AT CONfLUENCE = 4.43 **************************************************************************** fLOW PROCESS fROM NODE 305.00 TO NODE 306.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1295.82 DOWNSTREAM ELEVATION = 1294.62 ELEVATION DIffERENCE = 1.20 TC = 0.393*[( 120.00**3)/C 1.20)]**.2 = 6.693 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 4.339 SINGLE-FAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8454 SOIL CLASSIFICATION IS "e" SUBAREA RUNOffCCfS) 0.73 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOffCCfS) = 0.73 **************************************************************************** FLaY PROCESS FROM NODE 306.00 TO NODE 302_00 IS CODE = 61 ...COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA===== ..~CSTANDARD CURB SECTION USED)===== UPSTREAM ELEVATIONCfEET) = 1294.12 DOWNSTREAM ELEVATION(fEET) = 1290.84 STREET LENGTH(fEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 ,t} ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROS5FALL(DECIMAL) = 0.020 ~IDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 3.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Te(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.008 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B415 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 2.42 7.73 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.37 4.1' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0_43 HALFSTREET FLOOD WIDTH(FEET) = 4.94 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 305.00 TO NODE 302.00 = 340.00 FEET. ~*****************************~***************************************** ~ PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 eeeeeDESIGNATE 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.) 7.73 RAINFALL INTENSITY(INCH/HR) = 4.01 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.11 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1.04 2 4.43 3 4.11 Te (MIN.) 8_05 8.23 7.73 INTENSITY (INCH/HOUR) 3.921 3.873 4.008 AREA (ACRE) 0.30 1.Y 1.20 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** .FALL INTENSITY AND TIME OF CONCENTRATION FLUENCE FORMULA USED FOR 3 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te ~ INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.26 7.73 4.008 2 9.38 8.05 3.921 3 9.42 8.23 3.B73 4111tMPU~EO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.42 Tc(MIN.) = 8.23 TOTAL AREA(ACRES) = 2.82 LONGE5T FLOWPATH FROM NODE 303_00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1295.74 DOWNSTREAM ELEVATION = 1294.44 ELEVATION DIFFERENCE = 1.30 TC = 0.393*[( 130.00**3)/( 1.30)]**.2 = 6.911 100 YEAR RAINFALL INTEN5ITY(INCH/HOUR) = 4.264 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8112 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFF(CFS) = 1_07 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.07 .************************************************************************ OW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODe = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1293.94 DOWNSTREAM ELEVATION(FEET) = 1290.80 STREET LENGTH(FEET) = 346_71 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 5.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 tfREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = o YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.745 ARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8607 SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES) = 1.38 TOTAL AREA(ACRES) = 1.69 3_30 8.75 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 4.45 5.52 ~ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 3.52 DEPTH*VELOCITY(FT*FT/SEC.) = L~ FLOWPATH FROM NOOE 307.00 TO NOOE 309.00 = 476.71 1.85 FEET. **************************************************************************** .------------~-------------------------------------------------------------- FLOW PROCESS FROM NOOE 309.00 TO NODE 310.00 IS CODE = 61 ============================================================================ ~~~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~~~~~(STANDARD CURB SECTION USED) UPSTREAM ELEVATION(FEET) = 1290.80 DOWNSTREAM ELEVATION(FEET) = 12B2.20 STREET LENGTH(FEET) = 454.56 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.OBO 5PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.41 .ERAGE FLOW VELOCITY(FEET/SEC.) = 5.02 ODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.56 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN_) = 10.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.431 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B484 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.22 TOTAL AREA(ACRES) = 2.91 7.30 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.55 9.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 8.87 FLOW VELOCITY(FEET/SEC.) = 5.17 DEPTH*VELOCITY(FT*FT/SEC.) = 2.B4 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 310.00 = 931.27 FEET. **************************************************************************** ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 15 CODE = 7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~.~~~USER SPECIFIED HYDROLOGY INFORMATION AT NOOE USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.23 RAIN INTENSITY(INCH/HOUR) = 3.87 TOTAL AREA(ACRES) = 2.82 TOTAL RUNOFF(CFS) = 9.42 **************************************************************************** FLOW PROCESS FROM NOOE 302.00 TO NODE 311.00 IS CODE = 61 ~;~~~~~~;~;~-~;~~~;-;~~-;~~~~~-;;~~-;~~~-~~~~~~~------------------------- ~eeee(STANDARD CURB SECTION USED):==== ============================================================================ UPSTREAM ELEVATION(FEET) = 129D.B4 DOWNSTREAM ELEVATION(FEET) = 1282.19 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 ,~ STREET.HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 4111tSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb~to-curb) = 0.0150 Manning's FRICTlON FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.63 HALFSTREET FLOOD WIDTHCFEET) = 13.79 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.95 STREET FLOW TRAVEL TIMECMIN.) = 1.98 TcCMIN.) = 10.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.440 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8485 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 2.08 TOTAL AREA(ACRES) = 4.90 12.46 SUBAREA RUNDFF(CFS) = PEAK FLOW RATECCFS) = 6.07 15.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.46 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY(FT*FT/SEC.) 3.15 LONGEST FLOWPATH FROM NODE 307.00 TO NODE "311.00 = 1491.27 FEET. ~*************************~********************************************* ~w PROCESS FROM NODE 312.00 TO NOOE 313.00 IS CODE = 21 eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) iC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1318.30 DOWNSTREAM ELEVATION = 1316.25 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 125.00**3)/( 2.05)]**.2 = 6.162 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.541 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8156 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.74 0.20 TOTAL RUNOFFCCFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRUSUBAREA===== .....CSTANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1315.75 DOWNSTREAM ELEVATION(FEET) = 1312.BO .ET LENGTHCFEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 EET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .;ng/s FRICTION FACTOR for Streetflow Section(curb-to.curb) = ning's FRICTION FACTOR for Sack-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.50 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.03 STREET FLOW TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.720 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8011 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 2.24 B.86 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2.9B 3.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.4B HALFSTREET FLOOD WIDTH(FEET) 5.51 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) 1.40 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS COOE = ~~~.~OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== tIIIf::=::::::=~;=;~::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.86 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 21 ...~.RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 135.00 UPSTREAM ELEVATION = 1317.20 DOWNSTREAM ELEVATION = 1314.59 ELEVATION DIFFERENCE = 2.61 TC = 0.393*[( 135.00**3)/( 2.61)J**.2 6.149 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.546 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8157 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 ~*************.********************************************************* FLOW PROCESS FROM NODE 316.00 TO NODE 314.00 IS CODE = 61 \~\ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.09 DOWNSTREAM ELEVATION(FEET) = 1312.BD STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 ~ET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) lB.OO INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning/s FRICTION FACTOR far Streetflaw Section(curb-ta-curb) = 0.0150 Manning/s FRICTION FACTOR tor Back-at-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHlFEET) = 0.33 HALFSTREET FLOOO WIOTH(FEET) = 3.62 AVERAGE FLOW VELOCITYIFEET/SEC.) = 2.46 PRODUCT OF OEPTH&VELOCITYlFT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIMElMIN.) = 1.08 T,IMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.158 SINGLE-FAMILYll/4 ACRE LOT) RUNOFF COEFFICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 TOTAL AREAIACRES) = 0.60 1.42 7.23 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.35 2.09 END OF SUBAREA STREET FLOW HYDRAULICS: ~H(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.26. VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = ONGEST FLOWPATH FROM NODE 315.00 TO NODE 314.00 = 295.00 1.m FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.23 RAINFALL INTENSITY(INCH/HR) = 4_16 TOTAL STREAM AREAIACRES) = 0.60 PEAK FLOW RATElCFS) AT CONFLUENCE = 2.09 **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 318.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*I(LENGTH**3)/IELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1317.30 .STREAM ELEVATION = 1314.75 ATION DIFFERENCE = 2.55 TC = 0.393*[( 130.00**3)/1~ 2.55)]**.2 = 6.040 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.591 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8164 . ~ SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) , 0.86 TOTAL AREA(ACRES) , 0.23 TOTAL RUNOFF(CFS) = 0.86 ~*********************************************************************** ~W PROCESS FROM NOOE 31B.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.25 DOWNSTREAM ELEVATIDN(FEET) = 1312_80 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(eurb-to-eurb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) , STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALF STREET FLOOD WIDTH(FEET) = 3.36 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.96 .EET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = o YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.384 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8132 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 0.63 1.58 6.57 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1.43 2.29 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.93 FLOW VELOCITY(FEET/SEC.) = 3_42 DEPTH*VELOCITY(FT*FT/SEC.) 1.20 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 314.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 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.) = 6.57 RAINFALL INTENSITY(INCH/HR) = 4.38 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.29 ** CONFLUENCE DATA ** ~EAM RUNOFF Te ~BER (CFS) (MIN.) 1 3.72 8.86 2 2.09 7.23 3 2.29 6.57 INTENSITY (INCH/HOUR) 3.720 4.158 4.384 AREA (ACRE) 1.20 0.60 0.63 \~? *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED .THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. _ ********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 6.94 7.30 7.53 TABLE ** Tc (MIN.) 6.57 7.23 8.86 INTENSITY (INCH/HOUR) 4.384 4.15B 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.53 Tc(MIN.) = 8.86 TOTAL AREA(ACRES) = 2.43 LONGEST FLOWPATH FROM NODE 312.00 TO NOOE 314.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 314.00 TO NOOE 310.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1312.BO DOWNSTREAM ELEVATION(FEET) = 12B2.20 . .EET LENGTH(FEET) = BOO.OO CURB HEIGHT(INCHES) = 6.0 EET HALFWIDTH(FEET) = 30_00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CRDSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOW(CFS) = STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 8.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.92 STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 10.68 '100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.357 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) 3.17 TOTAL AREA(ACRES) = 5.60 12.04 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 9.02 16.55 ~OF SUBAREA STREET FLOW HYDRAULICS: TH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 11.84 VELOCITY(FEET/SEC.) = 7.36 DEPTH*VELOCITY(FT*FT/SEC.) = 4.39 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 310.00 = 1345.00 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~AL NUMBER OF STREAMS = 2 ~FLUENCE VALUES U5ED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCHfHR) = 3.36 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.55 **************************************************************************** FLOW PROCESS FROM NODE 319.00 TO NODE 320.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (lf4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1318.40 DOWNSTREAM ELEVATION = 1316.47 ELEVATION DIFFERENCE = 1.93 TC = 0.393*[( 170.00**3)f( 1.93)]**.2 = 7.501 100 YEAR RAINFALL INTENSITY(INCHfHOUR) = 4.076 SINGLE-FAMILY(lf4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.87 ~******************************~**************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA (tttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1315.97 DOWNSTREAM ELEVATION(FEET) = 1312.65 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb): 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section: 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREETFLOOD WIDTH(FEET) = 4.63 AVERAGE FLOW VELOCITY(FEETfSEC.) 2.70 PRODUCT OF DEPTH&VELOCITY(FT*FTfSEC.) = 1.10 ~EET FLOW TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 10.28 ~O YEAR RAINFALL INTENSITY(INCHfHOUR) = 3.42B SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7947 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 3.13 ( \~'] TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOO WIDTH(FEET) = 5.63 ~W VELOCITY(FEET/SEC_) = 3.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 ~GEST FLOWPATH FROM NODE 319.00 TO NODE 321.00 = 620.00 FEET. .*.************************************************************************* FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONlFEET) = 1312.65 DOWNSTREAM ELEVATION(FEET) = 1282.7B STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18_00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = O.OBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLlDEClMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section{curb-to-curb} 0.0150 Manning's FRICTION FACTOR for Back-af-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWlCFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.45 ~HALFSTREET FLOOD WIOTH(FEET) = 5.12 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 6.43 PRODUCT OF OEPTH&VELOCITYlFT*FT/SEC.) = 2.B7 STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 12.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.098 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B435 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.34 TOTAL AREA(ACRES) = 3.74 7.06 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 6.12 10.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOO WIDTH(FEET) 6.20 FLOW VELOCITY(FEET/SEC_) = 7.06 OEPTH*VELOCITY(FT*FT/SEC.) = 3.57 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 322.00 = 1420.00 FEET. ***********************************.******************.********************* FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~444tAND COMPUTE VARIOUS CONFlUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12.35 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 3.74 ~K FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER lCFS) STREAM 2 ARE: 10.12 Te INTENSITY (INCH/HOUR) AREA (ACRE) ~ (MIN.) 1 2 16.55 10.12 10.68 12.35 3.357 3.098 5.60 3.74 *********************************WARNING********************************** . THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED _ THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA- WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW_ ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *- STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.29 10.68 3.357 2 25.39 12.35 3.098 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.29 Te(MIN.) = 10.66 TOTAL AREA(ACRES) = 9.34 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 310.00= 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 ~NFLUENCE VALUES USED FOR INDEPENDENT ""'ME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRESl = 9.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 25.29 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.26 RAIN INTENSITY(INCH/HOUR) = 3.43 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFF(CFS) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.26 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFSl AT CONFLUENCE = 9.07 .~********.****************.*******~************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 ~ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.28 RAIN INTENSITY(INCH/HOUR) = 3.43 ~TAL AREACACRES) = 4.90 TOTAL RUNOFF(CFS) = 12.29 -~************************************************************************ FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = tttttDESIGNATE 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 CONCENTRATIONCMIN.) = 10.2B RAINFALL INTENSITYCINCH/HR) = 3.43 TOTAL STREAM AREACACRES) = 4.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 12.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) CACRE) 1 25.29 10.6B 3_357 9.34 2 9.07 10.26 3.431 2.91 3 12.29 10.28 3.428 4.90 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4111J*********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF CCFS) 45.64 45.70 46.20 TABLE ** Tc CMIN.) 10.26 10.28 10.68 INTENSITY CINCH/HOUR) 3.431 3.42B 3.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.20 Tc(MIN.) = 10.68 TOTAL AREACACRES) = 17.15 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 311.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = lD.68 RAIN INTENSITYCINCH/HOUR) = 3.36 TOTAL AREACACRES) = 8.6D TOTAL RUNOFFCCFS) = 17.20 ~*********************************************************************** ~OW PROCESS FROM NODE 311.00 TO NODE 323.0D IS CODE = 61 ~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.65 DOYNSTREAM ELEVATION(FEET) = 127B.96 STREET LENGTH(FEET) = 320.41 CURB HEIGHT(INCHES) = 6.0 ~EET HALFYIDTH(FEET) = 30.00 ~TANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 1B.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~anning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.73 HAlFSTREET FLOOD YIDTH(FEET) = 20.35 AVERAGE FLOY VELOCITY(FEET/SEC.) 4.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3.03 STREET FLOY TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 11.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.153 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .82Bl SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.91 TOTAL AREA(ACRES) = 9.51 lB.39 2.38 19.58 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0_75 HALFSTREET FLOOD YIDTH(FEET) = 21.18 ey VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY(FT*FT/SEC.) = GEST FLOYPATH FROM NODE 319.00 TO NOOE 323.00 = 1740.41 3.10 FEET. **************************************************************************** FLOY PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE A5 FOLLOYS: TC(MIN) = 10.68 RAIN INTENSITY(INCH/HOUR) = 3.36 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 17.20 **************************************************************************** FLOY PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION U5ED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.20 OOYNSTREAM ELEVATION(FEET) = 1278.96 STREET LENGTH(FEET) = 284.97 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~EET PARKWAY CROSSFALL(OEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-ta-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 Os <; yP , L H .f.LJ.. i ~.~./vt ~1 ~JA)hv \{po... **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RE5ULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.73 HALFSTREET FLOOD WIDTHCFEET) = 20.25 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 """PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.00 STREET FLOW TRAVEL TIMECMIN.) = 1.16 TcCMIN.) = 11.84 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.172 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8285 SOIL CLASSIFICATION IS 'C' SUBAREA AREA(ACRES) = 0.67 TOTAL AREACACRES) = 9.27 lB.08 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 1. 76 18.96 \ '--"'y-;-() S 7 1l~(jJ 5.IJ-' r~~f~. d~1 JJvtP~ END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.87 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH*VELOCITY(FT*FT/SEC.) = 3.05 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 324.00 = 2025.3B FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUOY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATE(CFS) = 9_27 TCCMIN.) = lB.96 11.84 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF RATIONAL METHOO ANALYSIS . . . ,\0 ***********************************************~**************************** -- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 10:30 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * COMBINED 100-YEAR FLOW * * NODES 311 TO 323 & 310 TO 324 * * * ************************************************************************** **************************************************************************** ~~~~STREETFLOW MODEL INPUT INFORMATION===: CONSTANT STREET GRADE(FEET/FEET) = 0.011000 CONSTANT STREET FLOW(CFS) = 38.54 eVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HALF-~IDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET fLOWING FULL*** ============================================================================ STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.55~ HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF OEPTH&VELOCITY = 2.22 ============================================================================ . y" **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: Dl/Dl/2000 License ID 1264 Analysis prepared by: RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 300 * NODES 325 TO 331 * 100-YEAR * * * ************************************************************************** FILE NAME: 300100R2.0AT TIME/DATE OF STUDY: 09:03 OB/23/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18_00 SPECIFIED PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE = 0.95 'YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.8BO OO-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3_480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.3DD SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = D.5496 RCFC&WCO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINEO STREET-SECTIONS FOR COUPLED PIPEFlOU AND STREETFlOU MOOEl" HALF- CROUN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE 1 SIDEI WAY CFT) CFT) CFT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Al towable Street Flow Depth) - .(iop~of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZEPIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE_* **************************************************************************** ew PROCESS FROM NODE . 325.00 TO NODE 326.00 15 CODE = 21 --~------------------------~--~-------------------------_._--~---------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ASSUMED INITIAL SUBAREA UNIFORM \,\0/ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 12B4.66 .NSTREAM ELEVATION = 1283_56 VATION DIFFERENCE = 1.10 TC = 0.393*[( 110.00**3)/( 1.10)]**.2 = 6_464 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.423 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8463 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.06 DOWNSTREAM ELEVATION(FEET) = 1279.88 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 1B.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .ning/S FRICTION FACTOR for Streetflow Section{curb-to-curb) = ning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.75 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN_) = 2.71 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.650 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8366 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.17 TOTAL AREA(ACRES) = 1.3B 2.5B 9.17 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CF5) = 3.57 4.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 6.00 FLOW VELOCITY(FEET/SEC.) = 3.0B DEPTH*VELOCITY(FT*FT/SEC.) 1.55 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE ,327.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE~ ---------------------------------------------------------------------------- ~:~~~~~:;~~~~~:;~~::;~~:-~::~:~::::~-:~:~~:----:::~--------------------- TIME OF CONCENTRATION(MIN.) = 9.17 RAINFALL INTENSITY(INCH/HRl 3.65 TOTAL STREAM AREA(ACRESl = 1.38 \",? PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 **************************************************************************** FLOW PROCESS FROM NODE 32B.00 TO NOOE 329.00 IS CODE = 21 .------------------------------------------------------------~---------- ..RATIONAL METHOD INITIAL SUBAREA ANALYSIS~ . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 12B4.66 DOWNSTREAM ELEVATION = 1283.56 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[( 130.00**3)/( 1.10)]**.2 = 7.146 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.186 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8437 SOIL CLASSIFICATION IS He" SUBAREA RUNOFF(CFS) 1.20 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 327.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.06 DOWNSTREAM ELEVATION(FEET) = 1279.88 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 4111tREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of~Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 5.10 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 9.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.603 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .835B SOil CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.35 TOTAL AREA(ACRES) = ".69 3.24 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 4.07 5.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.64 ~W VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 ~NGEST FLOWPATH FROM NOOE 32B.00 TO NODE 327.00 = 530_00 FEET. '\~ '\ **************************************************************************** FLOW PROCE5S FROM NODE 327_00 TO NODE 327.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .LNUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.39 RAINFALL INTENSITY(INCH/HR) 3.60 TOTAL STREAM AREA(ACRES) = 1.69 PEAK FLOY. RATE(CFS) AT CONFLUENCE = 5.27 ** CONFLUENCE DATA *. STREAM RUNOFF NUMBER (CFS) 1 4.36 2 5.27 Te (MIN.) 9.17 9.39 INTENSITY (INCH/HOUR) 3.650 3.603 AREA (ACRE) 1.~ 1.69 *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY_ ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) .~ 9.50 9.17 3_650 9.57 9.39 3.603 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATE(CFS) = 9.57 Te(MIN.) = 9.39 TOTAL AREA(ACRES) = 3.07 LONGE5T FLOYPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. ******~********************************************************************* FLOY PROCESS FROM NODE 327.00 TO NODE 323.00 IS COOE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANOARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1279.88 OOYNSTREAM ELEVATION(FEET) = 1278.96 STREET LENGTH(FEET) = 192.96 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 _SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb.to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of~Walk Flow Section 0.0200 ~*TRAVEL TIME C~PUTED USING ESTIMATED FLOY(CFS) = 10.23 STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.70 HALFSTREET FLOOD YIDTH(FEET) = lB.51 J AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 1_22 Te(MIN.) = 10.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.369 ~LE-FAMILY(1/4 ACRE LO!) RUNOFF COEFFICIENT = .8321 ~ CLASSIFICATION IS "C~ SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) = 1.32 10.B9 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 19.33 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELDCITY(FT*FT/SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 = 742.96 FEET_ **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 323.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.61 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.89 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NOOE 323.00 IS CODE = 7 .<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE ====================================================================== R-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.97 RAIN INTENSITY(INCH/HOUR) = 3.15 TOTAL AREA(ACRES) = 9.51 TOTAL RUNOFF(CFS) = 19_58 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = ((((tDESIGNATE 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.) = 11.97 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 9.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.58 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.89 2 19.58 Te (MIN.) 10.61 11.97 INTENSITY (INCH/HOUR) 3.369 3.153 AREA (ACRE) 3.54 9.51 *********************************WARNI NG********************************** .HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED HE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RE5ULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAM5. ** PEAK FLOW RATE TABLE ** .AM RUNOFF Te INTENSITY ER CCFS) CMIN.) (I NCH/HOUR) 1 28.23 10.61 3.369 2 29.77 11.97 3.153 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 29.77 TeCMIN.) = 11_97 TOTAL AREACACRES) = 13.05 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 742.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 .TREAM ELEVATION = 1282_01 STREAM ELEVATION = 1280.81 VATION DIFFERENCE = 1.20 TC = 0.393*[( 120.00**3)/C 1.20)]**_2 = 6.693 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.339 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8454 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 0_55 TOTAL AREACACRES) = 0.15 TOTAL RUNOFFCCFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1280.31 DOWNSTREAM ELEVATIONCFEET) = 1278.96 STREET LENGTHCFEET) = 292.63 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROS5FALLCDECIMAL) = 0.020 .ing,s FRICTION FACTOR,for Streetflow Section(curb-to-curb) = ning's FRICTION FACTOR for Back-of~Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: 2.27 ~'\, \ STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 .EET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = o YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.10 TOTAL AREA(ACRES) = 1.25 8.90 .8375 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 3.42 3.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.54 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 324.00 = 412.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.90 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.97 **************************************************************************** ~W PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 7 ~------------------~---------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.84 RAIN INTENSITY(INCH/HOUR) = 3.17 TOTAL AREA(ACRES) = 9.27 TOTAL RUNOFF(CFS) = 18.96 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = t((ttDESIGNATE 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.) = 11.84 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 9.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.97 8.90 3.711 1.25 2 lB.96 11.84 3.172 9.27 ~*****************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. \f\ 'f; ************************************************************************** RAINFALL INTEN51TY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~EAK.FlOW RATE TABLE *~ STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 18.22 8.90 2 22.35 11.84 INTENSITY (INCH/HOUR) 3.711 3.172 COMPUTED CONFLUENCE ESTIMATES ARE A5 FOLLOWS: PEAK FLOW RATE(CFS) = 22.35 Te(MIN.) = 11.84 TOTAL AREA(ACRES) = 10.52 LONGEST FLOWPATH FROM NODE 328.00 TO NODE 324.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 11 (4(4(CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 22.35 11.84 3.172 FLOWPATH FROM NODE 328.00 TO NODE AREA (ACRE) 10.52 323.00 530.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** ..AM RUNOFF Te INTENSITY ER (CFS) (MIN.) (INCH/HOUR) 1 29.77 11.97 3.153 LONGEST FLOWPATH FROM NODE 325.00 TO NODE AREA (ACRE) 13.05 323.00 742.96 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 51.79 11.84 3.172 2 51.98 11.97 3.153 COMPUTEO CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 51.9B Tc(MIN.) = 23.57 11.97 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~-SPECIFIED VALUES ARE AS FOLLOWS: ~IN) = 12.16 RAIN INTENSITY(INCH/HOUR) = 3.13 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFF(CFS) = 17.06 ~ **************************************************************************** FLOW PROCESS FROM NODE 324_00 TO NODE 323.00 IS CODE = 41 .....COMPUTE PIPE-fLOW TRAVEL TIME THRU SUBAREA===== ~ttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) .==================================================~================ VATION DATA: UPSTREAM(FEET) = 1273.62 DOWNSTREAM(FEET) = 1273.2B fLOW LENGTH(fEET) = 33.60 MANNING'S N = 0.013 DEPTH Of fLOW IN 30.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7_85 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 17.06 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.07 TcCMIN.) = 12.23 325.00 TO NODE 323.00 = 776.56 FEET. **************************************************************************** FLOW PROCE5S FROM NODE 324.00 TO NODE 332.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF 5TREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH/HR) = 3.12 TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 7 _..USER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================= SER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.16 RAIN INTENSITY(INCH/HDUR) = 3.13 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFFCCFS) = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 332.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1273.40 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 38.82 MANNING'S N = 0.013 OEPTH OF FLOW IN 30.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.9B GIVEN PIPE OIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.06 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH fROM NOOE 1273.21 0.11 TcCMIN.) = 12.27 328.00 TO NODE 332.00 568.82 fEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00_TO NODE 332.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ....::~~~=~~::~::=~~:~~:=~~~:~~:~~:~=::::~:=~~~~::======================== At NUMBER OF STREAMS = 2 CONfLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 12.27 RAINFALL INTENSITY(INCH/HRJ = 3.11 ~ TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = .17.06 ** CONFLUENCE DATA ** .EAM RUNOFF BER (CFS) 1 17.06 2 17.06 Tc (MIN. ) 12.23 12.27 INTENSITY (I NCH/HOUR) 3.115 3.110 AREA (ACRE) 11. 77 11.77 *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&~CD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLO~ RATE TABLE ** RUNOFF Te (CFS) (MIN.) 34.07 12.23 34.09 12.27 INTENSITY (INCH/HOUR) 3.115 3.110 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATE(CFS) = 34.07 Te(MIN.) = 12.23 TOTAL AREA(ACRES) = 23.54 LONGEST FLO~PATH FROM NODE 325.00 TO NODE 332.00 = 776.56 FEET. ~************************************************************************ ....,O~ PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE = 41 -----------------.--.------------------------------------------------------- .....COMPUTE PIPE-FLO~ TRAVEL TIME THRU SUBAREA====: .....USING USER.SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.19 DO~NSTREAM(FEET) = 1272.56 FLO~ LENGTH(FEET) = 51.96 MANNING'S N = 0.013 DEPTH OF FLO~ IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLO~ VELOCITY(FEET/SEC.) = 9.90 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLO~(CFS) = 34.07 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.32 LONGEST FLO~PATH FROM NODE 325.00 TO NOOE 333.00 = B2B.52 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 333.00 TO NOOE 333.00 IS COOE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLO~ PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ eER-SPECIFIEO VALUES ARE AS FOLLO~S: (MIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.10 \~\ **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ~::;:~:=~:;::=:::;::::;;::;:=:==:;;:~:;==~~:::;::::;;::;:=:==:;;:~;~==== FLOW LENGTH(FEET) = 66.32 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.81 GIVEN PIPE OIAMETER(INCH) = 1B.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.19 Tc(MIN.) = 11.36 325.00 TO NODE 334.00 = 894.B4 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.36 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREACACRES) = 0.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.10 .*************************************************************************** FLO~ PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 _"'USER SPECIFIED HYDROLOGY INFORMATION AT NODE ======================================================================= ER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.17 RAIN INTENSITYCINCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.71 DOWNSTREAMCFEET) = FLOY LENGTH(FEET) = 20.49 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.86 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 5.10 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 1276.24 0.04 Tc(MIN.) = 328.00 TO NODE 11.21 334.00 5B9.31 FEET. **************************************************************************** .flOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 411iii:~~:::;;::~;:;;::=:;~::~;::~::::~=~:::~:=~~:~:~======================== CONFLUENCE V~LUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) = 11.21 RAINFALL INTENSITYCINCH/HR) = 3.27 \'tr TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOY RATE(CFS) AT CONFLUENCE = 5.10 ** CONFLUENCE DATA ** eEAM RUNOFF BER (CFS) 1 5.10 2 5.10 Te (MIN. ) 11.36 11.21 INTENSITY (INCH/HOUR) 3.244 3.26B AREA (ACRE) 0.00 0.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 10.13 11.21 3.26B 2 10.16 11.36 3.244 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATE(CFS) = 10.16 Te(MIN.) = 11.36 TOTAL AREA(ACRES) = 0.00 LONGEST FLOYPATH FROM NODE 325.00 TO NODE 334.00 = 894.84 FEET. ~*********************************************************************** ~ PROCESS FROM NODE 334.00 TO NODE 333.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA~ .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.21 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 14B.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.15 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 10.16 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 0.27 Te(MIN.l = 325.00 TO NODE = 1273.00 11.63 333.00 1043.17 FEET. FLOW PROCESS FROM NODE 333.00 TO NODE **************************************************************************** 333.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 YITH THE MAIN-STREAM MEMORY~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.16 11.63 3.203 LONGEST FLOYPATH FROM NODE 325.00 TO NODE ~MEMORY BANK # CONFLUENCE DATA -- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.07 12.32 3.103 AREA (ACRE) 0.00 333.00 1043.17 FEET. AREA (ACRE) 23.54 ~~ LONGEST FLOWPATH FROM NODE 325.00 TO NODE 333.00 = B2B.52 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ THE RCFC&WCO FORMULA OF PLATE 0-' AS DEFAULT VALUE__ THIS FORMULA ~LL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 42_33 11.63 3.203 2 43.92 12.32 3.103 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 43.92 TcCMIN.) = 12.32 TOTAL AREACACRES) = 23.54 **************************************************************************** FLOW PROCESS FROM NOOE 334.00 TO NODE 335.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMIFEET) = 1271.97 OOWNSTREAMIFEET) = 1270.24 FLOW LENGTHCFEET) = 142.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.4 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 10.64 GIVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = .PE-FLOWICFS) = 43.92 PE TRAVEL TIME(MIN.) = 0.22 TcCMIN.) = 12.54 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 335.00 = 1185.79 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 335.00 TO NODE 336.00 IS CODE = 41 ----~~----------~--------------..._-------------------.._-------~---~~------ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1269.70 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 128.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 33.94 GIVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWICFS) = 43.92 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NOOE = 1232.00 0.06 TcCMIN.) = 325.00 TO NODE 12.61 336.00 = 1314.59 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREAIACRES) = PEAK FLOW RATECCFS) = 23.54 TCIMIN.) = 43.92 12.61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . ~ e REVISED CATCH BASIN CALCULATIONS: e DRAINAGE BASIN 300 LINES A, A1, A2, A3, & A4 e ~fo ****************************************************************~*********** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Da~e: 01/01/2000 License ID 1264 . Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- ============================================================================ TIME/DATE OF STUDY: 16:11 08/22/2001 ************************** DESCRIPTION OF STUDY ************************** * NODES 310 * 10-YEAR * 311 * * * ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- . CONSTANT STREET GRADE (FEET/FEET) ~ 0.016000 CONSTANT STREET FLOW (CFS) ~ 16.07 AVERAGE STREETFLOW FRICTION FACTOR (MANNING) ~ 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ~ 18.00 INTERIOR STREET CROSSFALL(DECIMAL) ~ 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) ~ 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) ~ 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ================================================= --------------------------- --------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH (FEET) ~ 0.50 HALF STREET FLOOD WIDTH(FEET) ~ 19.16 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 4.21 PRODUCT OF DEPTH&VELOCITY ~ 2.10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 . ~ *************************~************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 . Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:12 08/22/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 310 311 * 10-YEAR * * * * ************************************************************************** *******************.********************************************************* >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< -----------------------------------------~---------------------------------- . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 16.07 GUTTER FLOWDEPTH(FEET) = 0.50 BASIN LOCAL DEPRESSION(FEET) FLOWBY BASIN WIDTH(FEET) = 0.33 7.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 33.2 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = 5.1 ============================================================================ 1 . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:14 D8/22/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 31D 311 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: ---------------------------------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.01600D CONSTANT STREET FLOWCCFS) = 46.20 .ERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 NSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTHCFEET) = '0.55 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.66 20.00 4.BB ============================================================================ . ~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. B.D Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:01 09/19/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 310 311 . * . * 100-YEAR * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== .rb InLet Capacities are approximated based on the Bureau of blic Roads nomograph plots for flowby basins and sump basins. STREETFLOWCCFS) = 23.10 GUTTER FLOWDEPTH(FEET) = 0.55 BASIN LOCAL DEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 43.1 ....CALCULATED ESTIMATED INTERCEPTIONCCFS) = 5.9 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- l I . ~ I I ************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ee) Copyright 1982-2000 Advanced Engineering Software (ae;) Ver. 8.0 Release Date: 01/01/2000 license ID' 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---.------------------------------------------------------------------------ TIME/DATE OF STUDY: 16:36 08/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 323 & 324 '* lOO-year * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATIDN==== .b .Inlet Capacities are approximated based on the Bureau. of lic Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = BASIN OPENING(FEET) DEPTH OF WATER(fEET) = 26.00 0.B3 0.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 11.14 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e \,\0 . REVISED WSPG OUTPUT: . DRAINAGE BASIN 300 LINES A, A1, A2, A3, & A4 . "l>,} LReva.wsl? =~~--= =-~= . . . o T1 BASIN 300 T2 LINE A ~REV. 9/19/01 LOWER FIN. SURFACE T3 5/03/01 FPG FILE: REVA.WSP Q FILE = QREVA.WSP SO 1005.971234.69 1 .013 1237.69 R 1113.641270.20 1 .013 R 1255.141271.97 1 .013 JX 1260.671272.04 1 3 .013 11.8 R 1275.471272.13 1 .013 R 1364.271272.68 1 .013 JX 1370.451272.75 1 4 .013 26.0 R 1394.841273.12 1 .013 SH 1 CD 1 4 CD 24 CD 34 CD 44 3.0 2.5 1.5 3.0 --- - =- 1272.86 37. 1273.09 45. 15. 1 45. 45. Pag~il \~ . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASiN 300 HEADING LINE NO 2 IS - LINE A REV. 9/19/01 LOWER FIN. SURFACE HEADING LINE NO 3 IS - 5/03/01 FPG FILE: REVA.WSP Q FILE = QREVAWSP . . '\.~", . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 1005.971234.69 1 W S ELEV 1237.69 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1113.641270.20 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT 1255.141271.97 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 15.00 1 ELEMENT NO 4 IS A JUNCTION . . . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1260.671272.04 1 3 0 0.013 11.8 0.0 1272.66 0.0045.00 0.00 ELEMENT NO 5 IS A REACH . . UIS DATA STATION INVERT SECT 1275.471272.13 1 0.013 ELEMENT NO 6 IS A REACH . . UIS DATA STATION INVERT SECT 1364.27 1272.68 1 0.013 ELEMENT NO 7 IS A JUNCTION . . . U1S DATA STATION INVERT SECT LAT-1 LAT-2 1370.451272.75 1 4 0 0.013 26.0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS . ANGLE ANG PT MAN H 0.00 37.00 0.00 0 . N Q3 Q4 INVERT-3 INVERT -4 PHI 3 PHI 4 0.0 1273.09 0.00 45.00 0.00 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT 1394.641273.12 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U1S DATA STATION INVERT SECT W S ELEV 1394.841273.12 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \~~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING BASIN 300 LINE A REV. 9/19/01 LOWER FIN. SURFACE 5/03/01 FPG FILE: REVAWSP Q FILE = QREVAWSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR . , ~ ...--********...~* , *******-_..***~ ~ ~ -******-~~~~~ 1005.97 1234.69 0.874 1235.564 63.8 37.24 21.540 1257.104 0.00 2.566 3.00 0.00 0.00 o 0.00 8.84 0.32980 .261841 2.31 0.830 0.00 1014.81 1237.61 0.883 1238.490 63.8 36.71 20.925 1259.415 0.00 2.566 3.00 0.00 0.00 0 0.00 20.96 0.32980 .2404B3 5.04 0.830 0.00 1035.77 1244.52 0.914 1245.431 63.8 35.00 19.019 1264.450 0.00 2.566 3.00 0.00 0.00 0 0.00 14.23 0.329BO .210566 3.00 0.830 0.00 1050.00 1249.21 0.946 1250.158 63.8 33.37 17.2B9 1267.447 0.00 2.566 3.00 0.00 0.00 o 0.00 10.59 0.329BO .164363 1.95 0.B30 0.00 1060.59 1252.70 0.979 1253.6B2 63.8 31.62 15.723 1269.405 0.00 2.566 3.00 0.00 0.00 0 0.00 6.26 0.32980 .161519 1.34 0.B30 0.00 . 1068.B7 1255.44 1.014 1256.450 63.B 30.34 14.291 1270.741 0.00 2.566 3.00 0.00 0.00 0 0.00 6.71 0.32980 .141549 0.95 0.830 0.00 1075.58 1257.65 1.050 1258.699 63.8 28.93 13.000 1271.699 0.00 2.566 3.00 0.00 0.00 0 0.00 5.57 0.32980 .124047 0.69 0.830 0.00 1081.15 1259.48 1.0B7 1260.570 638 27.58 11.814 1272.384 0.00 2.566 3.00 0.00 0.00 0 0.00 4.68 0.32980 .108742 0.51 0.830 0.00 1085.83 1261.03 1.126 1262.153 63.8 26.30 10.739 1272.892 0.00 2.566 3.00 0.00 0.00 0 0.00 3.99 0.32980 .095386 0.38 0.830 0.00 1089.82 1262.34 1.167 1263.510 63.8 25.08 9.766 1273.276 0.00 2.566 3.00 0.00 0.00 0 0.00 3.43 0.32980 .OB3695 0.29 0.B30 0.00 1093.25 1263.48 1.209 1264.685 63.8 23.90 8.873 1273.558 0.00 2.566 3.00 0.00 0.00 0 0.00 2.98 0.32980 .073451 0.22 0.B30 0.00 . I' 0'? . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 300 LINE A REV. 9/19/01 LOWER FIN. SURFACE 5/03/01 FPG FILE: REVAWSP Q FILE = QREVA.WSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q PAGE 2 HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH *.__*****_ ~.1.1.1.1 _***** *__*___.1 1096.23 1264.46 1.253 1265.711 63.8 22.79 8.068 1273.779 0.00 2.566 2.59 0.329BO .064496 0.17 0.830 1098.82 1265.31 1.299 1266.611 63.8 21.74 7.337 1273.948 0.00 2.566 2.27 0.329BO .056661 0.13 0.B30 1101.09 1266.06 1.347 1267.407 63.8 20.72 6.667 1274.074 0.00 2.566 1.9B 0.32980 .049B14 0.10 0.B30 1103.07 1266.71 1.39B 126B.l11 63.8 19.76 6.062 1274.173 0.00 2.566 1.74 0.329BO .043816 0.06 0.830 1104.Bl 1267.29 1.450 1268.739 63.8 18.84 5.510 1274.249 0.00 2.566 1.53 0.32980 .038554 0.06 0.830 1106.34 1267.79 1.505 1269.299 63.8 17.96 5.010 1274.309 0.00 2.566 1.35 0.329BO .033956 0.05 0.830 1107.69 1268.24 1.563 1269.800 63.8 17.13 4.555 1274.355 0.00 2.566 1.18 0.329BO .029934 0.04 0.B30 1108.87126B.62 1.624 1270.249 63.B 16.33 4.141 1274.390 0.00 2.566 1.03 0.32980 .026412 0.03 0.B30 1109.90 1268.96 1.688 1270.653 63.8 15.57 3.764 1274.417 0.00 2.566 0.89 0.32980 .023325 0.02 0.830 1110.79 1269.26 1.755 1271.016 63.8 14.64 3.422 1274.438 0.00 2.566 0.78 0.32980 .020627 0.02 0.830 1111.57 1269.52 1.827 1271.343 63.8 14.15 3.110 1274.453 0.00 2.566 0.66 0.329BO .018268 0.01 0.830 HGTI BASEl ZL NO ZR -************-****... 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 0.00 ~{p . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING BASIN 300 LINE A REV. 9/19/01 LOWER FIN. SURFACE 5/03/01 FPG FILE: REVA.WSP Q FILE = QREVA.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *-*----**********...***--******--**************--*- 1112.231269.74 1.902 1271.638 63.6 13.49 2.827 1274.465 0.00 2.566 3.00 0.00 0.00 0 0.00 0.56 0.32980 .016205 0.01 0.830 0.00 1112.79 1269.92 1.983 1271.904 63.8 12.87 2.571 1274.475 0.00 2.566 3.00 0.00 0.00 0 0.00 0.47 0.32980 .014406 0.01 0.830 0.00 1113.26 1270.08 2.069 1272.145 63.8 12.27 2.337 1274.4B2 0.00 2.566 3.00 0.00 0.00 0 0.00 0.3B 0.329BO .012641 0.00 0.830 0.00 1113.64 1270.20 2.162 1272.362 63.6 11.70 2.125 1274.487 0.00 2.566 3.00 0.00 0.00 o 0.00 67.97 0.01251 .011804 O.BO 2.134 0.00 1181.61 1271.05 2.20B 1273.258 63.8 11.44 2.031 1275.289 0.00 2.566 3.00 0.00 0.00 0 0.00 49.25 0.01251 .010912 0.54 2.134 0.00 . 1230.86 1271.67 2.314 1273.980 63.8 10.90 1.846 1275.826 0.00 2.566 3.00 0.00 0.00 0 0.00 19.03 0.01251 .009836 0.19 2.134 0.00 1249.B9 1271.90 2.431 1274.335 63.8 10.40 1.679 1276.014 0.00 2.566 3.00 0.00 0.00 o 0.00 5.25 0.01251 .008941 0.05 2.134 0.00 1255.14 1271.97 2.566 1274.536 63.8 9.91 1.525 1276.061 0.00 2.566 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01266 .007308 0.04 0.00 1260.67 1272.04 3.429 1275.469 52.0 7.36 0.840 1276.309 0.00 2.345 3.00 0.00 0.00 0 0.00 14.80 0.00608 .006078 0.09 2.460 0.00 1275.47 1272.13 3.429 1275.559 52.0 7.36 0.840 1276.399 0.00 2.345 3.00 0.00 0.00 0 0.00 88.80 0.00619 .006078 0.54 2.432 0.00 1364.27 1272.68 3.526 1276.206 52.0 7.36 0.840 1277.046 0.00 2.345 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01133 .003799 0.02 0.00 . \0..'\ . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING BASIN 300 LINE A REV. 9/19/01 LOWER FIN. SURFACE 5/03/01 FPG FILE: REVAWSP Q FILE = QREVAWSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH UELEM SO SF AVE HF NORM DEPTH 1370.45 1272.75 4.443 1277.193 26.0 3.68 0.210 1277.403 0.00 1.647 24.39 0.01517 .001520 0.04 1.160 1394.64 1273.12 4.140 1277.260 26.0 3.6B 0.210 1277.470 0.00 1.647 f'lip,.x. 0,S,W5'';;;:L=- /'2,,77.2(,0'+ /,l(o.V) -/271,1;/' PAGE 4 HGTI BASEl ZL NO DIA 10 NO. PIER ZR 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 \ o.fb \;'Reva1.wsp Pag~J]/ . . . o T1 LINE 300 T2 Storm Drain Lateral LINE A1 100 Year Discharge T3 5/03/01 REV.9/19/01 REVA1.wSP Q FILE = QREVA1.wSP SO 103.811273.09 1 .013 1277.19 R 137.961273.28 1 .013 SH 1 CD 1 4 3.0 '\..0...0.... . . . Fa 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 103.81 1273.09 1 W S ELEV 1277.19 ELEMENT NO 2 IS A REACH . . U/S DATA STATION INVERT SECT 137.96 1273.28 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U1S DATA STATION INVERT SECT W S ELEV 137.961273.28 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC -1JP . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 300 Storm Drain Lateral LINE A1 100 Year Discharge 5/03/01 REV.9/19/01 REVA1.wSP Q FILE = QREVA1.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q PAGE 1 HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL PIER UELEM SO SF AVE HF NORM DEPTH -_.....-.-._****************-**** 3.00 0.00 0.00 0 0.00 -***-*--*--************-*-* 103.81 1273.09 4.100 1277.190 26.0 3.68 0.210 1277.400 0.00 1.647 34.15 0.00556 .001520 0.05 1.540 137.96 1273.28 3.962 1277.242 26.0 3.68 0.210 1277.452 0.00 1.647 HGT/ BASEl ZL NO DIA ID NO. ZR 0.00 3.00 0.00 0.00 0 0.00 flt4 xU> W(../'3. (,.. :::- It -,-7. 7..."'!-2! 4-/. l.. (o.z.)) - { L 7'7, try ~\ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS - Storm Drain Lateral LINE A1 100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 REV.9/19/01 REVA1.wSP Q FILE = QREVA1.wSP PAGE NO 3 1ffr rReva2.w~p . . . ~.::".. Pag.€!JJ o T1 LINE 300 T2~Storm Drain Lateral LINE A2 100 Year Discharge T3 5/03/01 FPG REV. 9/19/01 FILE: REVA2.wSP Q FILE = QREVA2.wSP SO 1002.441272.86 1 .013 1275.47 R 1044.081274.02 1 .013 53. R 1083.331275.11 1 .013 3. R 1122.901276.21 1 .013 JX 1127.731276.33 1 1 .013 5.9 1276.32 45. R 1148.771276.53 1 .013 R 1166.441276.70 1 .013 45. R 1194.841276.97 1 .013 SH 1 CD 1 4 1.5 ~ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS - Storm Drain Lateral LINE A2 100 Yea, Discharge HEADING LINE NO 3 IS - 5/03/01 FPG REV. 9/19/01 FILE: REVA2.wSP Q FILE = QREVA2.wSP 1,Jdl>. . I. . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 1002.44 1272.86 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1044.081274.02 1 0.013 ELEMENT NO 3 IS A REACH . . UIS DATA STATION INVERT SECT 1083.331275.11 1 0.013 ELEMENT NO 4 IS A REACH . . UIS DATA STATION INVERT SECT 1122.901276.21 1 0.013 W S ELEV 1275.47 N RADIUS ANGLE ANG PT MAN H 0.00 53.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 3.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION . . . UIS DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1127.731276.33 1 1 0 0.013 5.9 0.0 1276.32 0.00 45.00 0.00 ELEMENT NO 6 IS A REACH . .. UIS DATA STATION INVERT SECT 1148.771276.53 1 0.013 ELEMENT NO 7 IS A REACH UIS DATA STATION INVERT SECT 1166.441276.70 1 0.013 ELEMENT NO 8 IS A REACH . . UIS DATA STATION INVERT SECT 1194.841276.97 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1194.841276.97 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ")P ~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE 300 Storm Drain Lateral LINE A2 100 Year Discharge 5/03/01 FPG REV. 9/19/01 FILE: REVA2.wSP o FILE = OREVA2.wSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ...............~-----_.._-****-*****--****-----**.*-**-****- 1002.44 1272.86 2.610 1275.470 11.8 6.68 0.692 1276.162 0.00 1.306 1.50 0.00 0.00 0 0.00 41.64 0.02786 .012619 0.53 0.900 0.00 1044.08 1274.02 2.082 1276.102 11.8 6.68 0.692 1276.794 0.00 1.306 1.50 0.00 0.00 0 0.00 24.45 0.02777 .012619 0.31 0.900 0.00 1068.53 1274.70 1.740 1276.439 11.8 6.68 0.692 1277.131 0.00 1.306 1.50 0.00 0.00 o 0.00 HYDRAULIC JUMP 0.00 1068.53 1274.70 0.946 1275.645 11.8 10.04 1.566 1277.211 0.00 1.306 1.50 0.00 0.00 0 0.00 14.80 0.02777 .023469 0.35 0.900 0.00 1083.33 1275.11 0.962 1276.072 11.8 9.85 1.506 1277.578 0.00 1.306 1.50 0.00 0.00 o 0.00 8.99 0.02780 .022246 0.20 0.900 0.00 . 1092.32 1275.36 0.982 1276.342 11.8 9.62 1.438 1277. 780 0.00 1.306 1.50 0.00 0.00 0 0.00 11.99 0.02780 .020398 0.24 0.900 0.00 1104.31 1275.69 1.024 1276.717 11.8 9.18 1.307 1278.024 0.00 1.306 1.50 0.00 0.00 o 0.00 7.56 0.02780 .018169 0.14 0.900 . 0.00 1111.87 1275.90 1.070 1276.973 11.8 8.75 1.188 1278.161 0.00 1.306 1.50 0.00 0.00 0 0.00 5.11 0.02780 .016237 0.08 0.900 0.00 1116.98 1276.05 1.119 1277.164 11.8 8.34 1.080 1278.244 0.00 1.306 1.50 0.00 0.00 0 0.00 3.34 0.02780 .014568 0.05 0.900 0.00 1120.32 1276.14 1.173 1277.311 11.8 7.95 0.982 1278.293 0.00 1.306 1.50 0.00 0.00 0 0.00 1.93 0.02780 .013158 0.03 0.900 0.00 1122.25 1276.19 1.234 1277.426 11.8 7.58 0.893 1278.319 0.00 1.306 1.50 0.00 0.00 o 0.00 0.65 0.02780 .012008 0.01 0.900 0.00 . 1ft . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 2 LINE 300 Storm Drain Lateral LINE A2 100 Year Discharge 5/03/01 FPG REV. 9/19/01 FILE: REVA2.wSP 0 FILE = OREVA2.wSP STATION INVERT DEPTH WS. AVBPR ELEV OF FLOW ELEV o VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ******---**** *********-****....**********_.******.........****.._--***********--- --***- 1122.90 1276.21 1.306 1277.516 11.8 7.23 0.811 1278.327 0.00 1.306 1.50 0.00 0.00 0 0.00 JUNCT STR 0.02464 .007327 0.04 0.00 1127.73 1276.33 2.165 1278.495 5.9 3.34 0.173 1278.668 0.00 0.938 1.50 0.00 0.00 0 0.00 21.04 0.00951 .003155 0.07 0.820 0.00 1148.77 1276.53 2.031 1278.561 5.9 3.34 0.173 1278.734 0.00 0.938 1.50 0.00 0.00 0 0.00 17.67 0.00962 .003155 0.06 0.810 0.00 1166.44 1276.70 1.941 1278.641 5.9 3.34 0.173 1278.814 0.00 0.938 1.50 0.00 0.00 0 0.00 28.40 0.00951 .003155 0.09 0.820 0.00 1194.84 1276.97 1.761 1278.731 5.9 3.34 0.173 1278.904 0.00 0.938 1.50 0.00 0.00 0 0.00 f114Y UJC;EcL Us _ /7..71'.73/+ I,Z(17,,?) - (2 7~. Cf4 1J~ ! 1\13e~a:3.~~e. _.. '-"l'i~1 . . . o T1 LINE 300 _ T2 Storm Drain Lateral LINE A3 100 Year Discharge 13 5/03/01 REV. 9/19/01 REVA3.wSP Q FILE = QREVA3.wSP SO 103.711276.32 1 .013 1278.5 R 120.741276.71 1 .013 SH 1 CD 1 4 1.5 .. -==...:. -~- ~. l' . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 21S- Storm Drain Lateral LINE A3 100 Year Discharge HEADING LINE NO 3 IS - 7 5/03/01 'REV.9/19/01 REVA3.wSP Q FILE = OREVA3.wSP PAGE NO 3 1f~ -- . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' . UIS DATA STATION INVERT SECT 103.711276.32 1 ELEMENT NO 2 IS A REACH . UIS DATA STATION INVERT SECT 120.741276.71 1 0.013 W S ELEV 1278.50 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 120.741276.71 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC . . WSELEV 1>0 . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 1 LINE 300 Storm Drain Late,al LINE A3 100 Yea, Discharge 5/03/01 REV.9/19/01 REVA3.wSP Q FILE = OREVA3.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO _____....i ii ii o VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SF AVE HF NORM DEPTH ZR *....--....**************--.....*----*****...._-** 17.03 0.02290 103.71 1276.32 2.180 1278.500 5.9 3.34 0.173 1278.673 0.00 0.938 0.00 1.50 0.00.0.00 0 0.00 .003155 0.05 0.630 120.74 1276.71 1.844 1278.554 5.9 3.34 0.173 1278.727 0.00 0.938 (iA,A -I; 1.50 0.00 0.00 0 0.00 (),~ W~~fi..1-.. "" 117 8. <;t;'-+' + 1.2 (- 173) -=IZ7g,{t,' '1>' . REVISED RATIONAL HYDROLOGY . OUTPUT: . DRAINAGE BASIN 600 LINE B (E, A.D.159), B1 & B2 . 1JY **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & YATER CONSERVATION DISTRICT (RCFC&YCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License IO 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** "LINE 600 " * 10-YEAR * " REVISED TO RELECT LaYERING OF FINISHED SURFACE OVER STORM DRAIN 8/20/01" ************************************************************************** FILE NAME: 60010R.DAT TIME/OATE OF STUDY: 08:28 10/02/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 .YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 -YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 TOO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&YCD HYDROLOGY MANUAL 'C'-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOYNSTREAM ANALYSES "USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOY AND STREETFLOY MODEL" HALF- CROYN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING YIDTH CROSS FALL IN- / DUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ YAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Oepth)*(Velocity) Constraint = 0.0 (FT*FT/S) "SIZE PIPE YITH A FLOY CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRI8UTARY PIPE." ~*********************************************************************** ~Y PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ------~----*~-----------------~-~._.._.~------~~~.._-----~------------------ ASSUMEO INITIAL SU8AREA UNIFORM 1>~ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH; 140.00 .STREAM ELEVATION; 1282.20 NSTREAM ELEVATION 1280.80 EVATION DIFFERENCE; 1.40 TC; 0.393*[C 140.00**3)/( 1.40)]**.2; 7.119 10 YEAR RAINFALL INTENSITYCINCH/HOUR); 2.874 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT; .8397 SOIL CLASSIFICATION IS no" SU8AREA RUNOFFCCFS) ; 0.24 TOTAL AREACACRES) ; 0.10 TOTAL RUNOFFCCFS) ; 0.24 **************************************************************************** FLOW PROCESS FROM NOOE 601.00 TO NOOE 602.00 IS CODE; 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA==:=; .....CSTANDARD CURB SECTION USEO)==:=; ============================================================================ UPSTREAM ELEVATIONCFEET) ; 1280.30 OOWNSTREAM ELEVATIONCFEET) ; 1277.88 STREET LENGTHCFEET); 565.00 CUR8 HEIGHTCINCHES); 6.0 STREET HALFWIOTHCFEET) ; 30.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIOE STREET CROSSFALL(OECIMAL) ; 0,080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF; 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ening/S FRICTION FACTOR for Streetflow Section(curb-to-curb) = ning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 --TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET); 0.42 HALFSTREET FLOOD WIDTHCFEET); 4.75 AVERAGE FLOW VELOCITYCFEET/SEC.); 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 0.87 STREET FLOW TRAVEL TIME(MIN.); 4.53 TcCMIN.); 11.65 10 YEAR RAINFALL INTENSITYCINCH/HOUR); 2.192 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT; .8241 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES); 1.90 TOTAL AREACACRES) = 2.00 1.98 SUBAREA RUNDFF(CFS) PEAK FLOW RATECCFS) ; 3.43 3.67 END OF SU8AREA STREET FLOW HYORAULICS: OEPTHCFEET) ; 0.52 HALFSTREET FLOOD WIOTHCFEET); 7.02 FLOW VELOCITY(FEET/SEC.); 2.42 DEPTH*VELDCITYCFT*FT/SEC.) 1.26 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00; 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS COOE ; .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==:=; 41111f:~::~~:;~:~~::;~::~;~~:;~:~::::~:::;::::::;;~;:::~;;;;==;==;;;;;=;;;;;; TIME OF CONCENTRATION(MIN.) = 11.65 RAINFALL INTENSITYCINCH/HR); 2.19 TOTAL STREAM AREA(ACRES); 2.00 ff PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 **************************************************************************** ~~-~~~~===-~~~~-~~~=----~~~:~~-~~-~~~=----~~~:~~-~=-~~~=-~--~~---------- ""'...RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140,00 UPSTREAM ELEVATION = 1281.73 DOWNSTREAM ELEVATION = 1280.33 ELEVATION DIFFERENCE = 1.40 TC = 0.393*[( 140.00**3)/( 1,40)]**.2 = 7.119 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8224 SOIL CLASSIFICATION IS "e" SU8AREA RUNOFF(CFS) 0,71 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 607,00 TO NODE 602.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: eeeee(STANDARD CURB SECTION USED) -------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1279,83 OOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 ~REET HALFWIOTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Sack-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.29 HALF STREET FLOOD WIDTH(FEET) = 3.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC,) = 0,71 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN,) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.584 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8153 SOIL CLASSIFICATION IS .C. SUBAREA AREA(ACRES) = 0,40 TOTAL AREA(ACRES) = '0.70 1,13 8.64 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.84 1,55 ENO OF SUBAREA STREET FLOW HYDRAULICS: ~TH<FEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.70 VELOCITY(FEET/SEC.) = 2.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0,86' NGEST FLOWPATH FROM NODE 606.00 TO NODE 602.00 = 360.00 FEET, FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = ~ **************************************************************************** .....DESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ~~~::~~::~:~~::~~~:~::~:;~::::::::::;:::::~;;:;:::~;;;;=;;;;;;;;;;;;;;;; TIME OF CONCENTRATION(MIN,); 8.64 RAINFALL INTENSITY(INCH/HR); 2.58 TOTAL STREAM AREA(ACRES); 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE; 1.55 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.67 2 1.55 Tc (MIN.) 11.65 8.64 INTENSITY (INCH/HOUR) 2.192 2.584 AREA (ACRE) 2.00 0.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM eB!R FLOW RATE TABLE ** RUNOFF (CFS) 4.28 4.99 Te (MIN.) 8.64 11.65 INTENSITY (INCH/HOUR) 2.584 2.192 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) ; 4.99 Tc(MIN,); 11.65 TOTAL AREA(ACRES) ; 2.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00; 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 602,00 TO NODE 602.00 IS CODE; 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ============================================================================ **************************************************************************** FLOW PROCESS FROM NOOE 603.00 TO NODE 604.00 IS CODE; 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(lENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 140,00 UPSTREAM ELEVATION; 1282.20 DOWNSTREAM ELEVATION; 1280.80 _ATION DIFFERENCE = 1.40 - 0.393*[( 140,OO**3J/( 1.40)]**,2 7.119 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8397 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0,24 1)Se TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** ~W PROCESS FROM NODE 604.00 TO NOOE 605.00 IS CODE = 61 ~---------------------------~------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA====: .....(STANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1280.30 DOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetftow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 3.92 Tc(MIN.) = 11.04 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.257 .GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8260 L CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.50 SU8AREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 3.52 6.53 6.77 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 14.20 FLOW VELOCITY(FEET/SEC.) = 2.47 OEPTH'VELOCITY(FT'FT/SEC.) = 1.57 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS. AND L = 565.0 FT WITH ELEVATION-DROP = 2.4 FT, IS 5.5 CFS. WHICH EXCEEDS THE TOP-OF-CUR8 STREET CAPACITY AT NODE 605.00 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 605.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 605.00 TO NODE 605.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.04 RAINFALL INTENSITY(INCH/HR) = 2,26 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.77 ~*********************************************************************** ""'W PROCESS FROM NOOE 421,00 TO NODE 421.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIEO VALUES ARE AS FOLLOWS: j) I ~oHI S.L-<-- ~Eul~?/ ollu-JuI # TC(MIN) = 11.29 TOTAL AREA(ACRES) = RAIN INTENSITY(INCH/HOUR) = 2.23 2.20 TOTAL RUNOFF(CFS) = 6,33 ~************************************************************************ ~W PROCESS FROM NODE 421.00 TO NODE 605,00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.38 DOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAKIFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLIDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manningfs FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWICFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIOTHIFEET) = 4.91 AVERAGE FLOW VELOCITYIFEET/SEC,) = 6.32 PRODUCT OF DEPTH&VELOCITYIFT*FT/SEC.) = 2.71 STREET FLOW TRAVEL TIMEIMIN.) = 0.53 TcIMIN.) eo YEAR RAINFALL INTENSITY(INCH/HOUR) = .2.174 MERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8847 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.10 TOTAL AREA(ACRES) = 2.30 6.43 11.82 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.19 6.52 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIOTH(FEET) 4.96 FLOW VELOCITY(FEET/SEC.) = 6.31 OEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 606.00 TO NODE 605.00 = 560.00 2.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 421. 00 TO NODE 605.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CON~ENTRATIONIMIN.) = 11.82 RAINFALL INTENSITY(INCH/HR) = 2.17 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.52 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 509.00 IS CODE = 7 ~::~=::~=::~~:~:~~::~:~~~~:~~~:~:::~~~~~~~:~~~::::::::::::::::::::::::: USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11,90 RAIN INTENSITY(INCH/HOUR) = 2.17 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFFICFS) = 2.83 1>" **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 605.00 IS CODE = 61 -------------------------------------------------------------------------- ..COMPUTE STREET F:OW TRAVEL TIME THRU SU8AREA===== ...(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.79 DOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CRqWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.33 HALFSTREET FLOOO WIDTH(FEET) = 3.68 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC,) = 1,63 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 12.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.085 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 eL CLASSIFICATION IS "C" AREA AREA(ACRES) 0.10 SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 2.92 O.lB 3.01 ENO OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) 3.75 FLOW VELOCITY(FEET/SEC.) = 4.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 0,00 TO NODE 605.00 = 250.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = tttttDESIGNATE INDEPENDENT STREAM fOR CONFLUENCE===== ============================================================================ TOTAL NUMBER Of STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.75 RAINFALL INTENSITYCINCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.01 **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 21 ..----------------------..----.-------...----------.-------..--------....--. .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== .----======================================================================== ASSUMED.INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 112.00 UPSTREAM ELEVATION = 1281.93 ~ DD~NSTREAM ELEVATION = 1280.81 ELEVATION blFFERENCE = 1.12 TC = 0.393*[C 112.00**3)/C 1.12)]**.2 = 6.511 . 10 YEAR RAINFALL INTENSITY CINCH/HOUR) = 3.019 AGLE-FAMILYC1/4 ACRE LOT) RUNOFF COE'FFICIENT = .8255 ~L CLASSIFICATION IS "Cn SUBAREA RUNOFFCCFS) = 0,50 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.50 *..**....x__***_*.*****_*_*__*__*****_*__********__*_****x*_*__***x_______** FLO~ PROCESS FROM NODE 609.00 TO NODE 605,00 IS CODE = 61 .....COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CUR8 SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1280.31 OO~NSTREAM ELEVATIONCFEET) = 1277.88 STREET LENGTHCFEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALF~IDTHCFEET) = 30.00 DISTANCE FROM CRO~N TO CROSS FALL GRADEBREAKCFEET) = 13.00 INSIDE STREET CROSSFALLCDECIMAL) = 0,020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 . STREET PARKIIAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectionccurb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLO~CCFS) = ~TREETFLO~ MOOEL RESULTS USING ESTIMATED FLO~: ~TREET FLOW DEPTHCFEET) = 0.30 HALF STREET FLOOD ~IOTHCFEET) = 3.26 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.71 STREET FLO~ TRAVEL TIMECMIN.) = 1.95 TeCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.613 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8161 SOIL CLASSIFICATION IS HCH SUBAREA AREACACRES) = 0.60 TOTAL AREACACRES) = 0.80 1.14 8.46 SUBAREA RUNOFFCCFS) PEAK FLO~ RATECCFS) = 1.28 1. 78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.35 HALFSTREET FLOOD ~IDTHCFEET) = 3.93 FLO~ VELOCITYCFEET/SEC.) = 2.66 DEPTH*VELOCITYCFT*FT/SEC,) 0.93 LONGEST FLO~PATH FROM NODE 608.00 TO NODE 605.00 = 392,00 FEET. ....-______________________________._.__._._.___________xxxx____xx_xx_______ FLO~ PROCESS FROM NODE 609.00 TO NODE 605.00 IS ~OOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: .ME OF CONCENTRATIONCMIN.) = 8,46 NFALL INTENSITYCINCH/HR) = 2.61 TAL STREAM AREACACRES) = 0.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.78 - *. CONFLUENCE DATA .. ? STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.77 11.04 2.257 3,60 . 2 6.52 11.82 2.174 2.30 3 3.01 12.75 2.085 1.50 4 1.78 8.46 2.613 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK STREAM NUMBER 1 2 3 4 FLOII RATE RUNOFF (CFS) 13.64 17,01 17.31 16.94 TABLE ** Tc (MIN.) 8.46 11.04 11.82 12.75 INTENSITY (INCH/HOUR) 2.613 2,257 2.174 2.085 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.01 Tc(MIN.) = 11.04 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 605.00 = 705.00 FEET. .*~**********************************************~********************** OW PROCESS FROM NOOE 602.00 TO NODE 602.00 IS CODE = 11 tttt(CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 17.01 11.04 2,257 8.20 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 602.00 = 705.00 FEET. ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 4.99 11.65 2.192 2.70 LONGEST FLOWPATH FROM NODE 600,DO TO NODE 602.00 = 705.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK .EAM BER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) 21. 73 21. 50 (MIN:) 11.04 11.65 INTENSITY (I NCH/HOUR) 2.257 2.192 1f' COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK fLOW RATE(CfS) = TOTAL AREA(ACRES) = 21,73 Tc(MIN.) = 10.90 11.04 ~------------------------_.._--_._--_._-----------_._-----------------+ ~T STORM DRAIN fLOWS , , , , , +--------------------------------------------------------------------------+ **************************************************************************** fLOW PROCESS fROM NODE 506.00 TO NODE 506,00 IS CODE = 7 eeeeeUSER SPEClfIEO HYDROLOGY INfORMATION AT NODE====: ============================================================================ USER-SPECIfIED VALUES ARE AS fOLLOWS: TCCMIN) = 10.82 RAIN INTENSITY(INCH/HOUR) = 2.28 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOffCCfS) = 16,30 ****************.*********************************************************** fLOW PROCESS fROM NODE 506.00 TO NOOE 610.00 IS COOE = 41 ee...COMPUTE PIPE-fLOW TRAVEL TIME THRU SUBAREA====: ee.e'USING USER-SPECIfIED PIPESIZE CEXISTING ELEMENT)====: ============================================================================ ELEVATION DATA: UPSTREAMCfEET) = 1277.25 DOWNSTREAMCfEET) = 1275.86 fLOW LENGTHCfEET) = 69.38 MANNING'S N = 0.013 DEPTH Of fLOW IN 27.0 INCH PIPE IS 11.6 INCHES PIPE-fLOW VELOCITY(fEET/SEC.) = 10,02 GIVEN PIPE DIAMETER(INCH) = 27,00 NUMBER Of PIPES eE-fLOWCCfS) = 16.30 E TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.94 LONGEST fLOWPATH fROM NOOE 603.00 TO NOOE 610.00 = 774.38 fEET. **************************************************************************** fLOW PROCESS fROM NOOE 610.00 TO NODE 610.00 IS CODE = eeeeeDESIGNATE INOEPENOENT STREAM fOR CONfLUENCE ============================================================================ TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USEO fOR INDEPENOENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) = 10.94 RAINfALL INTENSITY(INCH/HR) = 2.27 TOTAL STREAM AREACACRES) = 9.90 PEAK fLOW RATE(CfS) AT CONfLUENCE = 16.30 **************************************************************************** fLOW PROCESS fROM NODE 417.00 TO NOOE 417.00 IS CODE = 7 eeee.USER SPEClfIEO HYDROLOGY INfORMATION AT NOOE ============================================================================ USER-SPECIfIEO VALUES ARE AS fOLLOWS: TCCMIN) = 10.60 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREACACRES) = 8.60 TOTAL RUNOff(CfS) = 16,40 ~*********************************************************************** ~ PROCESS fROM NODE 417.00 TO NODE 610.00 IS CODE = 41 eeeeeCOMPUTE PIPE-fLOW TRAVEL TIME THRU SUBAREA eeeeeUSING USER-SPEClfIEO PIPESIZE CEXISTING ELEMENT)====: ~ ============================================================================ ELEVATION OATA: UPSTREAMCFEET) = 1278.40 DOWNSTREAMCFEET) = 1276.36 FLOW LENGTHCFEET) = 70.82 MANNING'S N = 0.013 OEPTH OF FLOW IN 18.0 INCH PIPE IS 13,9 INCHES tiE-FLOW VELOCITYCFEET/SEC.) = 11,18 EN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES E-FLOWCCFS) = 16.40 PIPE TRAVEL TIMECMIN.) = 0.11 TcCMIN.) = 10.71 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 610.00 630,82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NOOE 610.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE~ .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDNCMIN.) = 10,71 RAINFALL INTENSITYCINCH/HR) = 2.30 TOTAL STREAM AREACACRES) = 8.60 PEAK FLOW RATECCFS) AT CONFLUENCE 16.40 ** CONFLUENCE DATA -- STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) CACRE) 1 16.30 10.94 2.269 9.90 2 16.40 10.71 2,296 8.60 *********************************WARNI NG********************************** .THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE -- STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 32.36 10.71 2.296 2 32.51 10.94 2,269 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 32,36 TcCMIN.) = 10.71 TOTAL AREACACRES) = 18.50 LONGEST FLOWPATH FROM NOOE 603.00 TO NODE 610.00 774.38 FEET. **********************************************.*.*************************** FLOW PROCESS FROM NODE 610.00 TO NOOE 611.00 IS CODE = 41 .....COMPUTE'PIPE-FLOW TRAVEL TIME THRU SUBAREA~ .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 4VATION DATA: UPSTREAMCFEET) = 1276.36 DOWNSTREAMCFEET) W LENGTHCFEET) = 19,25 MANNING'S N = 0,013 PTH OF FLOW IN 27.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 16.91 GIVEN PIPE OIAMETERCINCH) = 27.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 32.36 = 1275,38 ~ PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE 0,02 Tc(MIN.) = 603.00 TO NODE 10,72 611.00 = 793.63 FEET. **************************************************************************** ~W PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 41 ~-------------_:_-_._~---------_:_-------------------~------.----------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ============================================================================ ELEVATION OATA: UPSTREAM(FEET) = 1274,64 DOWNSTREAM(FEET) = 1269.23 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 32.36 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 612.00 = 913,63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NOOE 613.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPEStZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.23 DOWNSTREAM(FEET) = 1268,69 FLOW LENGTH(FEET) = 108.61 MANNING'S N = 0.013 OEPTH OF FLOW IN 36.0 INCH PIPE IS 22.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = eE-FLOW(CFS) = 3Z.36 E TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 11.11 LONGEST FLOWPATH FROM NOOE 603.00 TO NODE 613.00 = 1022.24 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 613.00 TO NOOE 613.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.11 RAINFALL INTENSITY(INCH/HR) = 2.25 TOTAL STREAM AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.36 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 7 .....USER SPECIFIEO HYDROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 11.04 RAIN INTENSITY(INCH/HOUR) = 2.26 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 10.87 ~************************************************************************ ~W PROCESS FROM NOOE 602.00 TO NOOE 613.00 IS CODE = 41 -------------------------------------------------.-----------._------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) 1J" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.57 DOWNSTREAMCFEET) 1269.78 FLOW LENGTHCFEET) = 13.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.59 ~N PIPE DIAMETERCINCH) = 27.00 NUMBER OF PIPES ~E-FLOWCCFS) = 10,87 PIPE TRAVEL TIMECMIN,) = 0.01 TcCMIN.) = 11.05 LONGEST FLOWPATH FROM NODE 606,00 TO NODE 613.00 = 644.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.05 RAINFALL INTENSITYCINCH/HR) = 2.26 TOTAL STREAM AREACACRES) = 5.45 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.87 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.04 RAIN INTENSITYCINCH/HOUR) = 2,Z6 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFFCCFS) = 10.87 ~********************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 613.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1272.97 DOWNSTREAM(FEET) = 1269.53 FLOW LENGTHCFEET) = 26.60 MANNING'S N = 0,013 OEPTH OF FLOW IN 27.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELDCITY(FEET/SEC.) = 17.47 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 10.87 PIPE TRAVEL TIME(MIN.) = 0_03 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NOOE 0,00 TO NODE 613.00 = 276.60 FEET. **********************************.**********************.**.......********* FLOW PROCESS FROM NODE 613,00 TO NODE 613.00 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.) = 11.07 _NFALL INTENSITY(INCH/HR) = 2,25 L STREAM AREACACRES) = 5.45 K FLOW RATECCFS) AT CONFLUENCE = 10.87 ** CONFLUENCE DATA _. STREAM RUNOFF Tc INTENSITY AREA ? NUM8ER (CFS) (MIN,) (INCH/HOUR) (ACRE) 1 32.36 11.11 2.250 18.50 2 10.87 11.05 2.256 5.45 3 10,87 11.07 2.254 5.45 ~*****************************WARNING**********************************~ IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUM8ER 1 2 3 FLOW RATE TABLE ** RUNOFF (CFS) 53.93 53.97 54.05 Tc INTENSITY (INCH/HOUR) 2.256 2.254 2.250 (MIN.) 11.05 11.07 11.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 54.05 Tc(MIN.) = 11.11 TOTAL AREA(ACRES) = 29,40 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 613.00 = 1022.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 41 ...COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) = 189.06 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7,65 GIVEN PIPE OIAMETER(INCH) = 36.00 PIPE-FLOW(CFS) = 54.05 PIPE TRAVEL TIME(MIN,) = LONGEST FLOWPATH FROM NOOE 1268.65 DOWNSTREAM(FEET) = 1267.44 MANNING'S N = 0.013 NUMBER OF PIPES = 0.41 Tc(MIN.) = 11.52 603.00 TO NODE 614.00 = 1211.30 FEET. ****************************************.*********************************** FLOW PROCESS FROM NODE 614.00 TO NOOE 615.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1267.44 DOWNSTREAM(FEET) = 1238.96 FLOW LENGTH(FEET) = 137.29 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.87 GIVEN PIPE OIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 54.05 PIPE TRAVEL TIME(MIN.) = 0.07. Tc(MIN.) = 11,59 t=EST FLOWPATH FROM NODE 603.00 TO NODE 615.00 = 1348,59 FEET. -====================================================================== OF STUDY SUMMARY: TOTAL AREA(ACRES) 29.40 TC(MIN.) = 11.59 PEAK FLOW RATE(CFS) = 54.05 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ? END OF RATIONAL METHOO ANALYSIS ============================================================================ .1 j; .:1 J . . ~ () *~************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUOY: 09:31 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 604 605 . la-YEAR . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== -------~----------------------------------------------------------------~--- CONSTANT STREET GRADE(FEET/FEET) = 0.004300 CONSTANT STREET FLOW(CFS) = 6.77 .VERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 NSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 ISTANCE FROM CROWN TO CROSS FALL GRADE8REAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0,50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ----------.-----..-----------.....-----------------------.------------------ STREET FLOW OEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2,12 PRODUCT OF OEPTH&VELOCITY = 0.99 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . 1/~ **************************************************************************** e RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM BASED ON RIVERSIOE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** . BASIN 600 * LOWERED FINISHED SURFACE . lOa-YEAR . . . ************************************************************************** FILE NAME: 600100R.DAT TIME/DATE OF STUDY: 08:19 10/02/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,95 .-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 -YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1,300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO HYDROLOGY MANUAL .C.-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER.DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIOTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY (FT) (FT) CFT) (FT) (n) --------- ----------------- --------- ----------------- ------ ----- ------ ----- ------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. ReLative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-ot-Curb) 2. (Depth)*(VeLocity) Constraint = 0.0 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' ~************************************************************************ ~OW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 --..----------------------------------------------.--.---------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ 44444RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**,2 tNITIAL SUBAREA FLOW-LENGTH = 140.00 .STREAM ELEVATION = 1282.20 STREAM ELEVATION = 1280.80 VATION DIFFERENCE = 1.40 TC = 0.393*[( 140.00**3)/( 1.40)]**.2 = 7.119 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.195 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8569 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) 0.36 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.36 **************************************************************************** FLOW PROCESS FROM NOOE 601,00 TO NODE 602.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1280.30 OOWNSTREAM ELEVATION(FEET) = 1277,88 STREET LENGTH(FEET) = 565,00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ... ning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) = ning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 -*TRAVEL TIME COMPUTED USING ESTIMATED FlOW(CFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5,59 AVERAGE FLDW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 4,06 Tc(MIN.) = 11.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,273 SINGLE-FAMILY(1/4 ACRE LOT) RUNDFF COEFFICIENT = .8462 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.90 TOTAL AREA(ACRES) = 2,00 3.02 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 5.26 5.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 2.48 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 565.0 FT WITH ELEVATION-OROP = 2.4 FT. IS 4.5 CFS. WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 602,00 LONGEST FLOWPATH FROM NODE 600.00 TO NOOE 602.00 = 705.00 FEET. ***********************************************************...************** _w PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODe = 1 ------------------------------~------------------------------~--------- ...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~ ============================================================================ TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITYCINCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 2.00 ~K FLOW RATE(CFS) AT CONFLUENCE = 5.62 ~************************************************************************ FLOW PROCESS FROM NODE 606.00 TO NOOE 607.00 IS COOE = 21 ((((eRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1281.73 DOWNSTREAM ELEVATION = 1280.33 ELEVATION DIFFERENCE = 1.40 TC = 0.393*[C 140.00**3)/( 1,40)]**,2 = 7.119 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.195 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8438 SOIL CLASSIFICATION IS Hen SUBAREA RUNOFFCCFS) = 1.06 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 602.00 IS CODE = 61 ~~~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .~~~:::::~~~~:~=~~::=::~::~~=~::~:============================~============ STREAM ElEVATION(FEET) = 1279.83 DOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOE8REAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-ot-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.85 AVERAGE FLOW VELOCITJ(FEET/SEC.) 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SECc) = 0.91 STREET FLOW.TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 8.51 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.804 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8388 SOIL CLASSIFICATION IS .C' SUBAREA AREA(ACRES) 0,40 SU8AREA RUNOFF(CFS) = ~AL AREACACRES) = _ 0.70 PEAK FLOW RATECCFS) END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET. FLOOD WIDTH(FEET) = 4.38 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 602.00 = 360.00 FEET. 1.70 1.28 2.34 ~ **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS COOE = ~~~~~~;~~~~~-;~~~~~~~~~;-~;~~~~-;~~-~~~;:~~~~~---_.--------------------- 44444AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8,51 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.34 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 5.62 2 2,34 Tc (MIN. ) 11.18 8.51 INTENSITY (l NCH/HOUR) 3.273 3.804 AREA (ACRE) 2.00 0.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. APEAK _EAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) 6.61 7.63 (MIN, ) 8.51 11.18 INTENSITY ( INCH/HOUR) 3.804 3,273 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.63 Tc(MIN.) = 11.18 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NOOE 600.00 TO NODE 602.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NOOE 602.00 IS COOE = 10 -----------------------------------~._------------------------------~------- 44444MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 21 -------------_._----------------~-_.._-------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 .IAl SUBAREA FLOW-LENGTH = 140~OO REAM ELEVATION = 1282,20 OOWNSTREAM ELEVATION = 1280.80 ELEVATION DIFFERENCE = 1.40 TC = 0.393*[( 140.00**3)/( '.40)]**.2 = 7.119 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.195 1.,. 4f" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8569 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.36 ~AL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.36 ~*********************************************************************** FLOY PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1280.30 DOYNSTREAM ELEVATIONCFEET) = 1277.88 STREET LENGTHCFEET) = 565.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAKCFEET) = 18,00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKYAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to~curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCFS) STREET FLaY MODEL RESULTS USING ESTIMATED FLOY:. STREET FLaY OEPTH(FEET) = 0.59 HALFSTREET FLOOD YIOTHCFEET) = 11.23 AVERAGE FLaY VELOCITYCFEET/SEC.) = 2,47 eRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 1.45 EEl FLOW TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.313 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8468 SOIL CLASSIFICATION IS .0. SUBAREA AREA(ACRES) 3.50 TOTAL AREACACRES) = 3.60 5.27 10,93 SUBAREA RUNOFF(CFS) = PEAK FLaY RATE(CFS) = 9.82 10.18 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTHCFEET) = 0.71 HALFSTREET FLOOD YIDTHCFEET) = 19.12 FLOY VELOCITYCFEET/SEC.) = 2,51 DEPTH*VELOCITYCFT*FT/SEC,) 1.79 -NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 565.0 FT YITH ELEVATION-DROP = 2.4 FT. IS 8.3 CFS. YHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 605.00 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 605.00 = 705.00 FEET. **************************************************************************** FLaY PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = ------------------------------------------------------------------------~--- .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES US EO FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.93 RAINFALL INTENSITYCINCH/HR) = 3.31 ~AL STREAM AREA(ACRES) = 3.60 ~ FLOY RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 10,18 **************************************************************************** FLOY PROCESS FROM NOOE 421.00 TO NODE 421,00 IS CODE = 7 1/~' .~---------------~_____________________________________________w____________ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: ~(MIN) = '1.06 RAIN INTENSITY(INCH/HOUR) = 3,29 ,....,TAL AREA(ACRES) 2.20 TOTAL RUNDFF(CFS) = 18.13 **************************************************************************** FLOW PROCESS FROM NODE 421 .00 TO NODE 605.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.38 DOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 200,00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-ot-WaLk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) STREETFLOW MOOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIOTH(FEET) = 13.07 .AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 4.52 STREET fLOW TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,220 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8891 SOIL CLASSIFICATION IS no" SUBAREA AREA(ACRES) = 0.10 TOTAL AREA(ACRES) = 2.30 18.27 11.51 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.29 18.42 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.18 FLOW VELOCITY(FEET/SEC.) = 7.32 OEPTH'VELOCITY(FT'FT/SEC.) = 4.53 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 605.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 605.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.51 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18,42 ~*********************************************************************** ~OW PROCESS FROM NODE 509.00 TO NODE 509.00 IS CODE = 7 .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE ?;~ l}I ============================================================================ USER-SPECIFIEO VALUES ARE AS FOLLO~S: TCCMIN) = 11.76 RAIN INTENSITYCINCH/HOUR) = 3.18 TOTAL AREACACRES) = 1.40 TOTAL RUNOFFCCFS) = 8.99 ~*********************************************************************** ~~ PROCESS FROM NODE 509,00 TO NODE 605.00 IS CODE = 61 ------------------~----------------------------------------------.-------.-- .....COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA .....CSTANOARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1285.79 DO~NSTREAM ELEVATIONCFEET) = 1277.88 STREET LENGTHCFEET) = 250.00 CURB HEIGHTCINCHES) = 6.0 STREET HALF~IDTHCFEET) = 30.00 DISTANCE FROM CRO~N TO CROSS FALL GRADE8REAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARK~AY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION fACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLO~CCFS) = STREETFLO~ MODEL RESULTS USING ESTIMATEO FLO~: STREET FLO~ OEPTHCFEET) = 0.50 HALFSTREET FLOOO ~IDTHCFEET) = 6.00 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 6.46 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 3.25 eEET FLO~ TRAVEL TIMECMIN.) = 0.65 TcCMIN.) = o YEAR RAINFALL INTENSITY(INCH/HOUR) 3.091 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8854 SOIL CLASSIFICATION IS nCH 9,13 12.41 SU8AREA AREA(ACRES) = TOTAL AREACACRES) = 0,10 1.50 SUBAREA RUNOFFCCFS) = PEAK FLD~ RATE(CFS) = 0.27 9.26 ENO OF SUBAREA STREET FLO~ HYDRAULICS: DEPTHCFEET) = 0.51 HALFSTREET FLOOD ~IDTHCFEET) = 6.20 FLO~ VELOCITYCFEET/SEC.) = 6,46 DEPTH*VELOCITY(FT*FT/SEC.) = 3,27 LONGEST FLO~PATH FROM NODE 0.00 TO NODE 605.00 = 250.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 12.41 RAINFALL INTENSITYCINCH/HR) = 3.09 TOTAL STREAM AREACACRES) = 1.50 PEAK FLO~ RATECCFS) AT CONFLUENCE = 9.26 **************************************************************************** .~ PROCESS FROM NOOE 608.00 TO NODE 609.00 IS CODE = 21 ---------------------------------------------------------------------- ...RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) ( ~"J 'V ============================================================================ TC = K'C(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SU8AREA FLOW-LENGTH = 112.00 UPSTREAM ELEVATION = 1281.93 .OWNSTREAM ELEVATION = 1280.81 EVATION DIFFERENCE = 1.12 C = 0,393'[( 112.00"3)/( 1.12)]".2 = 6.511 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.406 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8461 SOIL CLASSIFICATION IS "C" SU8AREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 609.00 TO NODE 605.00 IS COOE = 61 --._--------------------------------------~----------------.---------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA .....(STANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1280.31 DOWNSTREAM ELEVATION(FEET) = 1277.88 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ~,nning/S FRICTION FACTOR for Back-af-Walk Fl~w Section = 0.0200 "TRAVEL TIME COMPUTEO USING ESTIMATEO FLOW(CFS) = 1.72 STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0,35 HALFSTREET FLOOD WIDTHCFEET) = 3.88 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.63 PROOUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 0.91 STREET FLOW TRAVEL TIME(MIN,) = 1.77 Te(MIN.) = 8.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.859 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8395 SOIL CLASSIFICATION IS "e" SUBAREA AREACACRES) = 0.60 TOTAL AREA(ACRES) = 0.80 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 1.94 2,69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOO WIOTH(FEET) = 4.66 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH'VELOCITY(FT'FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 605.00 = 392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 609.00 TO NODE 605.00 IS COOE = ----~-----------------------.~----------------~----------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~:~~:~~:;~:~~::;~~:~:~~:=i::::::::::=:::::~==:=:::~===================== TIME OF CONCENTRATIONCMIN.) = ' 8.29 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 0.80 1JVJ 1/ PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.69 ** CONFLUENCE DATA ** "REAM ~BER 1 2 3 4 RUNOFF (CFS) 10.18 18.42 9.26 2.69 Te (MIN. ) 10.93 11.51 12,41 8.29 INTENSITY (INCH/HOUR) 3.313 3.220 3.091 3.859 AREA (ACRE) 3.60 2.30 1.50 0.80 *********************************YARNI NG**************.******************* IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS, ** PEAK FLOII RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 29.84 8.29 3.859 2 38,14 10.93 3,313 3 39.15 11.51 3.220 4 38,59 12.41 3,091 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.15 Te(MIN.) = 11.51 41111tAL AREA(ACRES) = 8.20 NGEST FLOWPATH FROM NODE 603.00 TO NOOE 605.00 = 705.00 FEET. ***..*************************-********************************************* FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 11 ---------~-~-------------------------------------------------.-------------- .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (I NCH/HOUR) (ACRE) 1 39.15 11.51 3.220 8.20 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 602.00 705.00 FEET. ** MEMORY BANK # CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN,) (INCH/HOUR) (ACRE) 1 7.63 11.18 3.273 2.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 705.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USEO IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~******************************************************~*************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 45.65 11.18 INTENSITY (I NCH/HOUR) 3.273 'V~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .EVATION OATA: UPSTREAM(FEET) = 1278.40 OOWNSTREAM(FEET) = OW LENGTH(FEET) = 70.82 MANNING'S N = 0.013 EPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 11.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 16.40 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1276.36 0.11 Tc(MIN.) = 10.71 606,00 TO NODE 610.00 630.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610,00 TO NODE 610.00 IS CODE = --------------------------------------------------------------------------.- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ============================================================================ TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10,71 RAINFALL INTENSITY(INCH/HR) = 3,35 TOTAL STREAM AREACACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.40 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 18.70 2 16.40 Tc (MIN.) 10.93 10.71 INTENSITY CINCH/HOUR) 3,314 3.352 AREA (ACRE) 9.90 8.60 . *********************************WARNtNG********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) (I NCH/HOUR) 1 34.71 10.71 3,352 2 34.91 10.93 3.314 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.91 TcCMIN.) = 10.93 TOTAL AREACACRES) = 18.50 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 610.00 = 774.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 41 ----~~------------~~---------------~_._-----------._~--------~._-------~---- ~::;:~~~:~:::::::~~:~:~::~:::~~:=~::~::~~~::~:::~:~===================== ELEVATION DATA: UPSTREAMCFEET) = 1275.75 DOWNSTREAM(FEET) = 1275.38 FLOW LENGTHCFEET) = 19.25 HANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES 1/~ . . . ~~ 1/ PIPE-FLOW VELOCITY(FEET/SEC.) = 11.78 GIVEN PIPE DIAMETER(INCH); 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 34.91 ~PE TRAVEL TIME(MIN.) = """NGEST FLOWPATH FROM NODE 0.03 Tc(MIN.) = 603,00 TO NODE 10.96 611.00 793,63 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 611.00 TO NOOE 612,00 IS CODE = 41 ---------------------------------------------------------------------------- <<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA===== <<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1274.64 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 120,00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.28 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 34.91 PIPE TRAVEL TIME(MIN.) = LDNGEST FLOWPATH FROM NODE 1269.23 0,12 Tc(MIN.) = 603.00 TO NODE 11.08 612.00 = 913.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 613.00 IS COOE = 41 ---------------------------------------------------------------------------- <<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.23 OOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 108.61 MANNING'S N = 0.013 ~PTH OF FLOW IN 36.0 INCH PIPE IS 23.5 INCHES ~PE-FLOW VELOCITY(FEET/SEC.) = 7,14 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 34.91 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1268,69 0,25 Tc(MIN,) = 603.00 TO NODE 11.33 613.00 1022.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613,00 TO NODE 613.00 IS CDDE = -----------------------------~~_._------------------------------------------ tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TDTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.33 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 18,50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.91 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE =. 7 ------.~---------------~---------------------------------------------------- <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: .MIN) = 11.51 RAIN INTENSITY(INCH/HOUR) = 3.22 AL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 23,33 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NOOE 613.00 IS CODE = 41 1t'O ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)====: ============================================================================ _EVATION DATA: UPSTREAM(FEET) = 1271.57 OOWNSTREAM(FEET) = OW LENGTH(FEET) = 13.56 MANNING'S N = 0.013 . - DEPTH OF FLOW IN 27.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.92 GIVEN PIPE OIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 23.33 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1269.78 0.01 Tc(MIN.) = 606.00 TO NOOE 11.52 613.00 = 644.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS COOE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.52 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.33 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NOOE 605.00 IS COOE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- 4111i~:;~~;~;;:~~:~~~~:~~:;~:~:::~~~~~~:~:::::-~--:~::---------------------- TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 23.33 **************************************************************************** FLOW PROCESS FROM NOOE 605.00 TO NOOE 613.00 IS COOE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ============================================================================ ELEVATION DATA: UPSTREAMCFEET) = 1272,97 DOWNSTREAM(FEET) = 1269.53 FLOW LENGTH(FEET) = 26.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.76 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 23.33 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NOOE Tc(MIN.) = 11.53 0.00 TO NODE 613.00 = 276.60 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 613.00 TO NOOE 613.00 IS COOE = _M...___________.____________________________________.______________________ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ============================================================================ .AL NUMBER OF STREAMS = 3 FLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN,) = 11.53 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.33 1/ />';"- ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA _MB~R CCFS) CMIN. ) (I NCH/HOUR) CACRE) 34.91 11.33 3.248 18.50 2 23.33 11.52 3.220 5.45 3 23.33 11.53 3.218 5,45 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW, ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS I TY NUMBER CCFS) CMIN, ) (I NCH/HOUR) 1 80.80 11.33 3.248 2 81.24 11.52 3.220 3 81,24 11.53 3.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) . 80.80 TcCMIN.) = 11.33 TOTAL AREA(ACRES). .29,40 LONGEST FLOWPATH FROM NOOE 603,00 TO NODE 613.00' 1022.24 FEET. e*********************************************************************** OW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 41 ---------------------------------------------------------------------------- ~~~~~COMPUTE PIPE-FLO~ TRAVEL TIME THRU SUBAREA===== ~~~~~USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) FLOW LENGTHCFEET)' 189.06 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITYCFEET/SEC.)' 11.43 GIVEN PIPE OIAMETER(INCH)' 36.00 PIPE-FLOWCCFS) . 80.80 PIPE TRAVEL TIMECMIN,)' 0.28 TcCMIN.). LONGEST FLOWPATH FROM NODE 603,00 TO NOOE 1268.65 OOWNSTREAMCFEET). 1267.44 MANNING'S N. 0.013 NUM8ER OF PIPES = 11.61 614.00' 1211.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 614,00 TO NODE 615.00 IS CODE. 41 ---------------------------------------------------------------------------- ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRY SU8AREA====: ~~~~~USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET)' 1267.44 DOWNSTREAMCFEET). 1238.96 FLOW LENGTHCFEET)'= 137.29 MANNING'S N. 0.013 OEPTH .oF FLOW IN 36.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.)' 35.68 ~EN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES """E-FLOWCCFS) = 80.80 PIPE TRAVEL TIMECMIN.)' 0.06 Tc(MIN.)' 11.67 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 615.00. 1348.59 FEET. END OF STUDY SUMMARY: . ts8/ 1) ==~========================================~==============~=========~======= TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = '29.40 TC(MIN,) = 80.80 11.67 ============================================================================ ~======================================================================= ~ OF RATIONAL METHOD ANALYSIS . . ~ . REVISED CATCH BASIN CALCULATIONS e DRAINAGE BASIN 600 LINE B (E, A.D.159), B1 & B2 . ~*- *********~****************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE Ce) Copyright 1982.2000 Advanced Engineering Software Caes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:14 09/17/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * 100-YEAR . NODES 602 605 . . . . ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFDRMATIDN==== .urb Inlet Capacities are approximated based on the Bureau of ublic Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = BASIN DPENING(FEET) DEPTH OF WATER(FEET) = 23.30 0.83 0.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.98 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . I ~ . REVISED WSPG OUTPUT: . DRAINAGE BASIN 600 LINE B (E, A.D.159), B1 & B2 . pr.to tV I Revb.wsp . . . - _ m -~- -- o T1 LINE 600 lowered finished surface T2 Storm Drain 100 Year Discharges 13 5/03/01 REV. 10/02/01 FPG FILE: REVSWSP Q FILE = QREVSWSP SO 1009.731238.96 1 .013 R 1016.051240.27 1 .013 R 1037.901244.80 1 .013 R 1100.001257.68 1 .013 R 1147.021267.44 1 .013 R 1283.321268.31 1 . .013 R 1318.671268.54 1 .013 R 1336.081268.65 1 .013 JX 1342.781268.69 1 4 4.013 R 1392.641268.94 1 .013 R 1427.991269.11 1 .013 R 1451.641269.23 1 .013 R 1462.461269.72 1 .013 R 1490.431270.99 1 .013 R 1571.641274.64 1 .013 R 1571.641275.38 3 .013 R 1591.381275.75 3 .013 JX 1596.881275.86 3 2 .013 R 1604.161276.00 3 .013 R 1638.631276.69 3 .013 R 1666.281277.25 3 .013 SH 3 CD 1 4 3.00 CD 2 4 1.50 CD 3 4 2.25 CD 4 4 2.25 1241.96 56. 53. 90. 1 22.9 23.01269.781269.5345. 65. 90. 7. 16.2 1276.36 45. 90. ----~ Pag'I}l! 1'-'\ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 lowered finished surface HEADING LINE NO 2 IS - Storm Drain 100 Year Discharges HEADING LINE NO 3 IS- 5/03/01 REV. 10/02101 FPG FILE: REVS.wSP 0 FILE = QREVB.WSP PAGE N03 1/1X.~ e . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U1S DATA STATION INVERT SECT 1009.731238.96 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1016.051240.27 1 0.013 ELEMENT NO 3 IS A REACH . UIS DATA STATION INVERT SECT 1037.901244.80 1 0.013 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT 1100.001257.68 1 0.013 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT 1147.021267.44 1 0.013 ELEMENT NO 6 IS A REACH . UIS DATA STATION INVERT SECT 1283.321268.31 1 0.013 ELEMENT NO 7 IS A REACH . UIS DATA STATION INVERT SECT 1318.671268.54 1 0.013 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT 1336.081268.65 1 0.013 W S ELEV 1241.96 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 56.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 53.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 9 IS A JUNCTION UIS DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3INVERT-4 PHI3 PHI4 1342.781268.69 1 4 4 0.013 22.9 23.0 1269.78 1269.53 45.00 65.00 ELEMENT NO 10 IS A REACH UIS DATA STATION INVERT SECT 1392.641268.94 1 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT 1427.991269.11 1 0.013 ELEMENT NO 12 IS A REACH . UIS DATA STATION INVERT SECT 1451.641269.23 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 1/*' . e . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH UIS DATA STATION INVERT SECT 1462.461269.72 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 14 IS A REACH . . UIS DATA STATION INVERT SECT 1490.431270.99 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 7.00 0.00 0 ELEMENT NO 15 IS A REACH . . UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1571.641274.64 1 0.013 0.00 0.00 0.00 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 16 IS A REACH UIS DATA STATION INVERT SECT 1571.641275.38 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 17 IS A REACH UIS DATA STATION INVERT SECT 1591.38 1275.75 3 0.013 ELEMENT NO 18 IS A JUNCTION . . . UIS DATA STATION INVERT SECT LAT-1 LAT-2 1596.881275.86 3 2 0 0.013 16.2 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . N Q3 Q4 INVERT-3INVERT -4 PHI3 PHI4 0.0 1276.36 0.00 45.00 0.00 ELEMENT NO 19 IS A REACH . . UIS DATA STATION INVERT SECT . 1604.161276.00 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 20 IS A REACH . . UIS DATA STATION INVERT SECT 1638.631276.69 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 ELEMENT NO 21 IS A REACH . . UIS DATA STATION INVERT SECT 1666.281277.25 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 22 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1666.281277.25 3 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC # . _ LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10102/01 FPG FILE: REVB.wSP Q FILE = OREVB.wSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *..*..........--**********-***-***---***~*........_***"*-***.*******-*****._***_.*-**--- 1009.73 1238.96 1.116 1240.076 80.8 33.74 17.674 1257.750 0.00 2.778 3.00 0.00 0.00 0 0.00 6.32 0.20728 .167208 1.06 1.055 0.00 1016.05 1240.27 1.122 1241.392 80.8 33.49 17.411 1258.803 0.00 2.778 3.00 0.00 0.00 0 0.00 21.85 0.20732 .158766 3.47 1.055 0.00 1037.90 1244.80 1.148 1245.948 80.8 32.46 16.364 1262.312 0.00 2.778 3.00 0.00 0.00 0 0.00 6.34 0.20741 .149540 0.95 1.055 0.00 1044.24 1246.12 1.158 1247.273 80.8 32.09 15.989 1263.262 0.00 2.778 3.00 0.00 0.00 0 0.00 20.35 0.20741 .138072 2.81 1.055 0.00 1064.59 1250.34 1.200 1251.535 80.8 30.59 14.534 1266.069 0.00 2.778 3.00 0.00 0.00 0 0.00 14.81 0.20741 .121193 1.79 1.055 0.00 . 1079.40 1253.41 1.244 1254.651 80.8 29.17 13.212 1267.863 0.00 2.778 3.00 0.00 0.00 0 0.00 11.44 0.20741 .106402 1.22 1.055 0.00 1090.84 1255.78 1.289 1257.070 80.8 27.80 12.005 1269.075 0.00 2.778 3.00 0.00 0.00 0 0.00 9.16 0.20741 .093467 0.86 1.055 0.00 1100.00 1257.68 1.337 1259.017 80.8 26.52 10.919 1269.936 0.00 2.778 3.00 0.00 0.00 0 0.00 7.15 0.20757 .082475 0.59 1.055 0.00 1107.15 1259.16 1.364 1260.548 80.8 25.35 9.981 1270.529 0.00 2.778 3.00 0.00 0.00 0 0.00 6.36 0.20757 .072819 0.46 1.055 0.00 1113.51 1260.48 1.435 1261.919 80.8 24.18 9.077 1270.996 0.00 2.778 3.00 0.00 0.00 0 0.00 5.36 0.20757 .064066 0.34 1.055 0.00 1118.87 1261.60 1.490 1263.087 80.8 23.05 8.252 1271.339 0.00 2.778 3.00 0.00 0.00 0 0.00 4.59 0.20757 .056424 0.26 1.055 0.00 . 1fr . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 2, WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10/02/01 FPG FILE: REVB.wSP o FILE = QREVB.WSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR "'**-*-*****--**-.._****--**************--*-******************--*-*********--*****- 1123.46 1262.55 1.547 1264.096 80.8 21.98 7.502 1271.598 0.00 2.778 3.00 0.00 0.00 0 0.00 3.94 0.20757 .049723 0.20 1.055 0.00 1127.40 1263.37 1.607 1264.974 80.8 20.95 6.818 1271.792 0.00 2.778 3.00 0.00 0.00 0 0.00 3.40 0.20757 .043858 0.15 1.055 0.00 1130.80 1264.07 1.670 1265.743 80.8 19.98 6.199 1271.942 0.00 2.778 3.00 0.00 0.00 0 0.00 2.95 0.20757 .038719 0.11 1.055 0.00 1133.75 1264.68 1.736 1266.421 80.8 19.05 5.636 1272.057 0.00 2.778 3.00 0.00 0.00 0 0.00 2.55 0.20757 .034222 0.09 1.055 0.00 1136.30 1265.21 1.806 1267.020 80.8 18.17 5.124 1272.144 0.00 2.778 3.00 0.00 0.00 0 0.00 2.20 0.20757 .030295 0.07 1.055 0.00 . 1138.50 1265.67 1.881 1267.553 80.8 17.32 4.656 1272.209 0.00 2.778 3.00 0.00 0.00 o 0.00 1.91 0.20757 .026865 0.05 1.055 0.00 1140.41 1266.07 1.960 1268.027 80.8 16.51 4.234 1272.261 0.00 2.778 3.00 0.00 0.00 o 0.00 1.63 0.20757 .023864 0.04 1.055 0.00 1142.04 1266.41 2.044 1268.451 80.8 15.74 3.849 1272.300 0.00 2.778 3.00 0.00 0.00 0 0.00 1.39 0.20757 .021252 0.03 1.055 0.00 1143.43 1266.70 2.135 1268.831 80.8 15.01 3.499 1272.330 0.00 2.778 3.00 0.00 0.00 0 0.00 1.17 0.20757 .018991 0.02 1.055 0.00 1144.60 1266.94 2.234 1269.171 80.8 14.31 3.181 1272.352 0.00 2.778 3.00 0.00 0.00 0 0.00 0.95 0.20757 .017043 0.02 1.055 0.00 1145.55 1267.13 2.342 1269.476 80.8 13.65 2.892 1272.368 0.00 2.778 3.00 0.00 0.00 o 0.00 0.74 0.20757 .015385 0.01 1.055 0.00 . 1/-6')" . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10/02/01 FPG FILE: REVB.wSP 0 FILE = QREVB.wSP PAGE 3 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR --******-******-*-*****-*-***************-**--****-***----***- -********-* 1146.29 1267.29 2.462 1269.751 80.8 13.01 2.629 1272.380 0.00 2.778 3.00 0.00 0.00 0 0.00 0.51 0.20757 .014032 0.01 1.055 0.00 1146.80 1267.39 2.602 1269.997 80.8 12.41 2.390 1272.387 0.00 2.778 3.00 0.00 0.00 0 0.00 0.22 0.20757 .013072 0.00 1.055 0.00 1147.02 1267.44 2.778 1270.218 80.8 11.83 2.172 1272.390 0.00 2.778 3.00 0.00 0.00 0 0.00 11.03 0.00638 .013579 0.15 3.000 0.00 1158.05 1267.51 3.000 1270.510 80.8 11.43 2.029 1272.539 0.00 2.778 3.00 0.00 0.00 0 0.00 125.27 0.00638 .014562 1.82 3.000 0.00 1283.32 1268.31 4.039 1272.349 80.8 11.43 2.029 1274.378 0.00 2.778 3.00 0.00 0.00 0 0.00 35.35 0.00651 .014675 0.52 3.000 0.00 . 1318.67 1268.54 4.733 1273.273 80.8 11.43 2.029 1275.302 0.00 2.778 3.00 0.00 0.00 0 0.00 17.41 0.00632 .014675 0.26 3.000 0.00 1336.08 1268.65 4.980 1273.630 80.8 11.43 2.029 1275.659 0.00 2.778 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00597 .008707 0.06 0.00 1342.78 1268.69 7.643 1276.333 34.9 4.94 0.378 1276.711 0.00 1.920 3.00 0.00 0.00 0 0.00 49.86 0.00501 .002738 0.14 1.920 0.00 1392.64 1268.94 7.529 1276.469 34.9 4.94 0.378 1276.847 0.00 1.920 3.00 0.00 0.00 0 0.00 35.35 0.00481 .002738 0.10 1.946 0.00 1427.99 1269.11 7.532 1276.642 34.9 4.94 0.378 1277.020 0.00 1.920 3.00 0.00 0.00 0 0.00 23.65 0.00507 .002738 0.06 1.910 0.00 1451.64 1269.23 7.477 1276.707 34.9 4.94 0.378 1277.085 0.00 1.920 3.00 0.00 0.00 0 0.00 10.82 0.04529 .002738 0.03 1.012 0.00 . ~ t; . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Yea, Discha'ges 5/03/01 REV. 10102/01 FPG FILE: REVB.wSP Q FILE = QREVB.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -. ***-----*****"'****-**-*------..*-_...... ~~ ****--****-* 1462.46 1269.72 7.016 1276.736 34.9 4.94 0.378 1277.114 0.00 1.920 3.00 0.00 0.00 0 0.00 27.97 0.04541 .002738 0.08 1.011 0.00 1490.43 1270.99 5.844 1276.834 34.9 4.94 0.378 1277.212 0.00 1.920 3.00 0.00 0.00 0 0.00 67.38 0.04494 .002717 0.18 1.014 0.00 1557.81 1274.02 3.000 1277.018 34.9 4.94 0.378 1277.396 0.00 1.920 3.00 0.00 0.00 0 0.00 5.66 0.04494 .002545 0.01 1.014 0.00 1563.47 1274.27 2.721 1276.994 34.9 5.18 0.416 1277.410 0.00 1.920 3.00 0.00 0.00 0 0.00 2.81 0.04494 .002478 0.01 1.014 0.00 1566.28 1274.40 2.560 1276.959 34.9 5.43 0.458 1277.417 0.00 1.920 3.00 0.00 0.00 0 0.00 2.06 0.04494 .002684 0.01 1.014 0.00 . 1568.34 1274.49 2.427 1276.919 34.9 5.70 0.504 1277.423 0.00 1.920 3.00 0.00 0.00 0 0.00 1.59 0.04494 .002952 0.00 1.014 0.00 1569.93 1274.56 2.310 1276.873 34.9 5.97 0.554 1277.427 0.00 1.920 3.00 0.00 0.00 0 0.00 1.19 0.04494 .003276 0.00 1.014 0.00 1571.12 1274.62 2.205 1276.822 34.9 6.27 0.610 1277.432 0.00 1.920 3.00 0.00 0.00 0 0.00 0.52 0.04494 .003564 0.00 1.014 0.00 1571.64 1274.64 2.150 1276.790 34.9 6.44 0.643 1277.433 0.00 1.920 3.00 0.00 0.00 0 0.00 1571.64 1275.38 1.748 1277.128 34.9 10.53 1.722 1278.850 0.00 2.009 2.25 0.00 0.00 0 0.00 8.22 0.01874 .013722 0.11 1.553 0.00 1579.86 1275.53 1.797 1277.331 34.9 10.25 1.631 1278.962 0.00 2.009 2.25 0.00 0.00 0 0.00 8.70 0.01874 .012732 0.11 1.553 0.00 1588.56 1275.70 1.893 1277.590 34.9 9.77 1.483 1279.073 0.00 2.009 2.25 0.00 0.00 0 0.00 . .fJD.... 1/ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 600 lowered finished surface Storm Drain 100 Year Discharges 5/03/01 REV. 10102/01 FPG FILE: REVB.wSP Q FILE = QREVB.wSP PAGE 5 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH UELEM SO SF AVE HF NORM DEPTH DIA ID NO. ZR PIER .....******,...-******-*************-**"""'*************************-*--*-***********--********----***- 2.82 0.01874 .011697 0.03 1.553 0.00 1591.38 1275.75 2.009 1277.759 34.9 9.31 1.347 1279.106 0.00 2.009 2.25 0.00 0.00 o 0.00 JUNCT STR 0.02000 .007451 0.04 0.00 1596.88 1275.86 3.002 1278.862 18.7 4.70 0.343 1279.205 0.00 1.512 2.25 0.00 0.00 0 0.00 7.28 0.01923 .003646 0.03 1.040 0.00 1604.16 1276.00 2.889 1278.889 18.7 4.70 0.343 1279.232 0.00 1.512 2.25 0.00 0.00 0 0.00 34.47 0.02002 .003646 0.13 1.025 0.00 1638.63 1276.69 2.393 1279.083 18.7 4.70 0.343 1279.426 0.00 1.512 2.25 0.00 0.00 0 0.00 8.62 0.02025 .003613 0.03 1.021 0.00 1647.25 1276.87 2.250 1279.115 18.7 4.70 0.343 1279.458 0.00 1.512 2.25 0.00 0.00 0 0.00 . 10,29 0.02025 .003385 0.03 1.021 0.00 1657.54 1277.07 2.041 1i79.114 18.7 4.93 0.378 1279.492 0.00 1.512 2.25 0.00 0.00 0 0.00 4.91 0.02025 .003301 0.02 1.021 0.00 1662.45 1.277.17 1.920 1279.092 18.7 5.17 0.416 1279.508 0.00 1.512 2.25 0.00 0.00 o 0.00 3.50 0.02025 .003573 0.01 1.021 0.00 1665.95 1277.24 1.820 1279.063 18.7 5.43 0.457 1279.520 0.00 1.512 2.25 0.00 0.00 o 0.00 0.33 0.02025 .003754 0.00 1.021 0.00 1666.28 1277.25 1.810 1279.060 18.7 5.46 0.462 1279.522 0.00 1.512 2.25 0.00 0.00 0 0.00 MAx wS&:-l U~ .::: 1'2..1 Cf, Q~() TO,z [If(,. '-1 '!I: \l ,q, I 5' I . ~~ [Revb1.wsp._ . . . .--..:.... -=- -.- -~._~~- o T1 LINE 600 _ T2 Storm Drain Lateral 100 Year Discharge 13 5/03/01 REV. 8/28/01 FILE: REVB1.wSP REVQ FILE = QB1.wSP SO 105.621269.78 1 .013 1276.3 . R 119.181271.57 1 .013 SH 1 CD 1 4 2.25 _.~ ..." "-, - :~gIT ~ e . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 HEADING LINE NO 2 IS- Storm Drain Lateral 100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 REV. 8/28/01 FILE: REVB1.wSP REVQ FILE = OB1.wSP PAGE NO 3 z,~'\ . . . Fa 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' . U1S DATA STATION INVERT SECT 105.621269.78 1 W S ELEV 1276.30 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 119.181271.57 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 119.181271.57 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC . W S ELEV ~ . . . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 1 LINE 600 - Storm Drain Lateral 100 Year Discharge 5/03/01 REV. 8/28/01 FILE: REVB1.wSP REVQ FILE = OB1.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DlA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR -*---...._***********-********-***---*--*--***-*-._**.****-**-***--****---****-. 105.62 1269.78 6.520 1276.300 23.3 5.86 0.533 1276.833 0.00 1.689 2.25 0.00 0.00 0 0.00 13.56 0.13201 .005660 0.08 0.692 0.00 119.18 1271.57 4.807 1276.377 23.3 5.86 0.533 1276.910 0.00 1.689 2.25 0.00 0.00 0 0.00 M4,xu. W~ t::L= 1'17t,;,;77 + O"l(,S?~) = 111ft" Lt-8 · 17"\ \, Revb2.wsp e . . ::--- -- .......,.~.~".,'~ o T1 LINE 600 T2 Storm Drain Lateral 100 Year Discharge T3 5/04/01 REV. 8/28/01 FPG FILE: REVB2.wSP Q FILE = QREVB2.wSP SO 103.921269.53 1 .013 1276.3 R 130.521272.97 1 .013 SH 1 CD 1 4 2.25 ::- r:age 1 ,I 1Je'(5) e . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 HEADING LINE NO 2 IS - Storm Drain lateral 100 Year Discharge HEADING LINE NO 3 IS - 5/04/01 REV. 8/28/01 FPG FILE: REVB2.wSP 0 FILE = OREVB2.wSP PAGE NO 3 ~\. . . . F 0 5 1 5 P PAGE NO 2- WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 103.921269.53 1 1276.30 W S ELEV ELEMENT NO 2 IS A REACH . . UIS DATA STATION INVERT SECT 130.521272.97 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U1S DATA STATION INVERT SECT W S ELEV 130.521272.97 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ~~ . . . LICENSEE: RB.F. & ASSOC. -SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 1 LINE 600 Storm Drain Lateral 100 Year Discharge 5/04/01 REV.8/28/01 FPG FILE: REVB2.wSP 0 FILE = QREVB2.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO o VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SF AVE HF NORM DEPTH ZR *********--*"""*--***************-.-......***********-*******-*-........**************-***-********._**** 103.92 1269.53 6.770 1276.300 23.3 5.86 0.533 1276.833 0.00 1.689 2.25 0.00 0.00 0 0.00 26.60 0.12932 .005660 0.15 0.700 0.00 130.52 1272.97 3.481 1276.451 23.3 5.86 0.533 1276.984 0.00 1.689 2.25 0.00 0.00 0 0.00 ~Ax U~ Uh,sL -= tz.1/o_'+S\ '-+ O,z.[:>e,bl -;..It 1(.,57 I 9J'~ IC~.3.wsp e . . ~- -= -Pagel'i -',~''''_J -- o T1 LINE 600 _ T2 Storm Drain 100 Year Discharge LINE 83 T3 4/10/01 REV. WSEL 8/28/01 FILE83.wSP Q FILE = Q83.wSP SO 100.001276.36 1 .013 1278.86 R 136.111277.40 1 .013 R 152.891277.88 1 .013 43. R 170.821278.40 1 .013 SH 1 CD 1 4 1.50 'lJPA.. e . . PAGE NO 3 F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 HEADING LINE NO 2 IS - Storm Drain 100 Year Discharge LINE 83 HEADING LINE NO 3 IS - 4/10101 REV. WSEL 8/28/01 FILEB3.wSP Q FILE = QB3.wSP . 1,;C-~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 100.001276.36 1 ELEMENT NO 2 IS A REACH . .. UIS DATA STATION INVERT SECT 136.111277.40 1 0.013 ELEMENT NO 3 IS A REACH . .. UIS DATA STATION INVERT SECT 152.891277.88 1 0.013 ELEMENT NO 4 IS A REACH . . UIS DATA STATION INVERT SECT 170.82 1278.40 1 0.013 W S ELEV 1278.86 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 43.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 170.82 1278.40 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ~~ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE 600 Storm Drain 100 Year Discharge LINE B3 4/10/01 REV. WSEL 8/28/01 FILEB3.wSP Q FILE = QB3.wSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ****************"'-*******- *******************_._***---- -******************* 100.00 1276.36 2.500 1278.860 16.4 9.28 1.338 1280.198 0.00 1.431 1.50 0.00 0.00 o 0.00 36.11 0.02880 .024375 0.88 1.130 0.00 136.11 1277.40 2.340 1279.740 16.4 9.28 1.338 1281.078 0.00 1.431 1.50 0.00 0.00 o 0.00 16.78 0.02860 .024375 0.41 1.140 0.00 152.89 1277.88 2.454 1280.334 16.4 9.28 1.338 1281.672 0.00 1.431 1.50 0.00 0.00 o 0.00 17.93 0.02900 .024375 0.44 1.130 0.00 170.82 1278.40 2.371 1280.771 16.4 9.28 1.338 1282.109 0.00 1.431 1.50 0.00 0.00 o 0.00 . )1.,{-\uS W"J~L-;; 17.liO,17/1.... O'Z.(i,33S) ;0 11'6 /.0 Lf I . ~1. I I. I REVISED RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 800 . LINES C, C1, C2, C3 & C4 . ~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM 8ASEO ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD), 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000-Adva~ced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** " BASIN 800 " NODES 801 TO 821 "10--YEAR LOWEREO FINISHED SURFACE " " " ************************************************************************** FILE NAME: 80010R.OAT TIME/DATE OF STUDY: 13:42 08/23/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR): 10.00 SPECIFIEO MINIMUM PIPE SIZE(INCH): 18.00 SPECIFIEO PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE: 0.95 ~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR): 2.360 ~EAR STORM 60-MINUTE INTENSITY(INCH/HOUR): 0,880 lOa-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 laO-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE: 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE: 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT: 10.00 1-HOUR INTENSITY(INCH/HOUR): 0,889 SLOPE OF INTENSITY DURATION CURVE: 0.5506 RCFC&WCD HYOROLOGY MANUAL 'C'-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES "USER-OEFINEO STREET-SECTIONS FOR COUPLEO PIPEFLOW AND STREET FLOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIOTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SlOE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- ------ ----- ------ ----- GLOBAL STREET FLOW-OEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRI8UTARY PIPE." **************************************************************************** .. PROCESS FROM NODE 801,00 TO NODE 802.00 IS CODE: 21 - ----------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ASSUMED INITIAL SUBAREA UNIFORM ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OEVELOPMENT IS COMMERCIAL TC =~*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 194.74 UPSTREAM ELEVATION = 1302.25 ~STREAM ELEVATION = 1293.38 1IIIrVATION DIFFERENCE = 8,87 TC = 0,303*[( 194.74**3)/( 8.87)]**.2 = 4.631 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8792 SOIL CLASSIFICATION IS "SO SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0,61 .*************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NOOE 802,00 IS COOE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) = 5.00 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 803.00'TO NOOE 804.00 IS COOE = 21 ...RATIONAL METHOO INITIAL SUBAREA ANALYSIS ======================================================================= ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1302,32 DOWNSTREAM ELEVATION = 1300.92 ELEVATION DIFFERENCE = 1.40 TC = 0,393*[( 140.00**3)/( 1.40)]**.2 = 7.119 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8397 SOIL CLASSIFICATION IS "0" SU8AREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.36 0.15 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 802.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.42 DOWNSTREAM ELEVATION(FEET) = 1293.38 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30,00 ~TANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 ~IDE STREET CROSSFALL(DECIMALJ = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF ~ STREET PARKWAY CROSSFALL(DECIMAL) =.0.020 Manning's FRICTION FACTOR for StreetfLow Section(turb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 .*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3,85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.385 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8293 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.70 TOTAL AREA(ACRES) = 1.85 2.05 9.99 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3.36 3.72 ENO OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIOTH(FEET) 4,89 FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1,58 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 .FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 9.99 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 1,85 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 3.72 ** CONFLUENCE DATA .- STREAM RUNOFF NUMBER (CFS) 1 0.61 2 3.72 Tc (MIN.) 5,00 9.99 INTENSITY (INCH/HOUR) 3.491 2.385 AREA (ACRE) 0.20 1.85 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW, ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER (CFS) (MIN.) (INCH/HOUR) 1 2.48 5.00 3.491 _ 2 4.14 9,99 2.385 ~PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.14 Tc(MIN.) = 9,99 TOTAL AREA(ACRES) = 2.05 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 690.00 FEET. ?/",\ *********************************************************************....... FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS COOE = ..DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ===============;;;;;;;;========================;=;;==================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) 9.99 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4,14 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806,00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1302.32 DOWNSTREAM ELEVATION = 1300,92 ELEVATION DIFFERENCE = 1,40 TC = 0.393*[( 140.00**3)/( 1.40)]**.2 7.119 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8397 SOIL CLASSIFICATION IS "0" .AREA RUNOFF(CFS) = 0.36 AL AREA(ACRES) = 0,15 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NOOE 806.00 TO NODE 802.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.42 OOWNSTREAM ELEVATION(FEET) = 1293.38 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = 1.88 STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.33 HALFSTREET FLOOD WIOTH(FEET) = 3.64 .VERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 RODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 9.70 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.424 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8303 ~~ SOIL CLASSIFICATION SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = IS no" 1.m 1,65 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3,02 3.38 ~OF SUBAREA STREET FLOW HYDRAULICS: . ""'TH(FEET) = 0,41 HALFSTREET FLOOD WIDTH(FEET) = 4.63 FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NOOE 805,00 TO NODE 802,00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NOOE 802.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.70 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.14 9.99 2.385 2.05 2 3.38 9.70 2.424 1.65 *********************************WARNI NG********************************** .THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 7.40 7.47 TABLE ** Tc (MIN.) 9.70 9.99 INTENSITY (INCH/HOUR) 2.424 2.385 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.47 Tc(MIN.) = 9.99 TOTAL AREA(ACRES) = 3.70 LONGEST FLOWPATH FROM NODE 803.00 TO NOOE 802.00 = 690.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 807.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~TREAM ELEVATION(FEET) = 1293.38 DOWNSTREAM ELEVATION(FEET) EET LENGTH(FEET) = 299,31 CURB HEIGHT(INCHES) = 6.0 EET HALFWIDTH(FEET) = 30.00 = 1282.31 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(DEClMAL) = 0.020 18.00 ~ OUTSIDE STREET CROSSFALLCOECIMAL) ; 0,080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF; STREET PARKWAY CROSSFALLCDECIMALl ; 0.020 ~ning's FRICTION FACTOR for Streetflow Section(curb-to:curb) = 0.0150 ~ninglS FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET); 0,46 HALFSTREET FLOOD WIOTH(FEET); 5.28 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.57 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 3.02 STREET FLOW TRAVEL TIMECMIN.); 0.76 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 2,291 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8718 SOIL CLASSIFICATION IS Hen SUBAREA AREA(ACRES) = 0.20 TOTAL AREACACRES); 3.90 7.67 10,75 SUBAREA RUNOFFCCFS) PEAK FLOw RATE(CFS) ; 0.40 7.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.35 FLOW VELOCITYCFEET/SEC.); 6,59 OEPTH*VELOCITY(FT*FT/SEC.); LONGEST FLOWPATH FROM NODE 803.00 TO NOOE 807.00; 989.31 3.06 FEET. ****************************************************.*********************** FLOW PROCESS FROM NODE 807,00 TO NOOE 807.00 IS CODE; .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE==:=; ~::=:~::::=~:=:~:::::=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.); 10.75 RAINfALL INTENSITYCINCH/HR); 2.29 TOTAL STREAM AREACACRES); 3.90 PEAK FLOw RATECCFS) AT CONFLUENCE; 7.87 **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE; 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS==:=; ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOw-LENGTH; 110.00 UPSTREAM ELEVATION = 1288.82 OOWNSTREAM ELEVATION; 1287.72 ELEVATION DIFFERENCE; 1.10 TC ; 0.393*[( 110.00**3)/( 1.10)]**.2; 6.464 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 3.031 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8425 SOIL CLASSIfICATION IS "D" SUBAREA RUNOFFCCFS) ; 0.64 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFSl = 0.64 ~********************~************************************************** FLOw PROCESS FROM NODE 809.00 TO NODE 807.00 IS CODE; 61 # ttt~tCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1287.22 DOWNSTREAM ELEVATION(FEET) = 1282.31 ~ET LENGTH(FEET) = 400,00 CURB HEIGHT(INCHES) = 6.0 ~ET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18,00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section<curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back.of-Walk Flow Section = 0.0200 ..TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3,70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05 PRODUCT OF OEPTH&VELOCITY(FT.FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.582 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8339 SOil CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 1.10 TOTAL AREA(ACRES) = 1.35 1.83 8.65 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2.37 3.01 END OF SUBAREA STREET FLOW HYDRAULICS: .TH(FEET) = 0.40 HALFSTREET FLOOO WIDTH(FEET) = 4.55 W VELOCITY(FEET/SEC.) = 3,43 OEPTH.VELOCITY(FT.FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 808.00 TO NODE 807,00 = 510.00 FEET. **************************************************************************** FLOW PROCESS' FROM NODE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.65 RAINFALL INTENSITY(INCH/HR) = 2.58 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.01 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.87 2 3.01 Tc (MIN.) 10.75 8.65 INTENSITY (INCH/HOUR) 2,291 2,582 AREA (ACRE) 3.90 1.35 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE ,USED IS BASED _THE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ~ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ (CFS) (MIN.) (INCH/HOUR) 9.34 8.65 2.582 10.54 10,75 2.291 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.54 TcCMIN.) = 10,75 TOTAL AREACACRES) = 5.25 LONGEST FLOWPATH FROM NOOE 803.00 TO NODE 807.00 = 989,31 FEET, **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NOOE 807.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.75 RAINFALL INTENSITY(INCH/HR) = 2,29 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.54 *********.****************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 811.00 IS CODE = 21 .....RATIONAL METHOO INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1289.12 DOWNSTREAM ELEVATION = 1287.72 ELEVATION DIFFERENCE = 1.40 TC = 0.393*[( 140.00**3)/C 1,40)]**.2 7.119 10 YEAR RAINFALL INTENSITY(INCH/HOUR).= 2.874 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8397 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 0.56 0.23 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 811,00 TO NODE 807.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1287.22 DOWNSTREAM ELEVATION(FEET) = 1282.31 STREET LENGTHCFEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) ~IDE STREET CROSSFALL(DECIMAL) = 0.020 ~'SIOE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for StreetfLow Sect;on(curb-to-curb) = 0.0150 ~~ Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: eTREET FLOW DEPTHCFEET) = 0.26 ALFSTREET FLOOD WIDTHCFEET)'= 2.84 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0,91 STREET FLOW TRAVEL TIMECMIN.) = 1.16 TcCMIN,) = 8.28 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.644 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8352 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0,66 TOTAL AREACACRES) = 0.89 1.28 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 1.46 2.01 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3,46 FLOW VELOCITYCFEET/SEC.) = 3.80 OEPTH*VELOCITYCFT*FT/SEC,) 1,19 LONGEST FLOWPATH FROM NODE 810,00 TO NOOE 807.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN,) 8.28 .NFALL INTENSITYCINCH/HR) = 2.64 AL STREAM AREA(ACRES) = 0.89 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.01 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 10.54 2 2.01 Tc (MIN.) 10.75 8.28 INTENSITY (INCH/HOUR) 2.291 2.644 AREA (ACRE) 5.25 0.89 *********************************WARNI NG********************************** IN THIS COMPUTER PRDGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME DF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.13 8.28 2.644 2 12.28 10,75 2.291 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATE(CFS) = 12.28 Tc(MIN.) = 10.75 TAL AREA(ACRES) = 6.14 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 807.00 = 989.31 FEET. **************************************************************************** v"- FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 10 ____M___________________________________~------------------.---------------- .....MAIN-STREAM MEMORY COPIEO ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~*********************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 813.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMEO INITIAL SU8AREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 497.83 UPSTREAM ELEVATION = 1302.23 DOWNSTREAM ELEVATION = 1282.20 ELEVATION OIFFERENCE = 20.03 TC = 0,303*[( 497,83**3)/( 20,03)]**,2 = 6.910 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.921 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8762 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFF(CFS) 1.02 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.02 **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 813.00 IS CODE = 10 -----------------------------------------~---------------------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ============================================================================ ~*********************************************************************** FLOW PROCESS FROM NODE 814.00 TO NODE 815.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- . ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 1295.44 DOWNSTREAM ELEVATION = 1293.54 ELEVATION DIFFERENCE = 1.90 TC = 0.393*[( 190.00**3)/( 1.90)]**.2 8.044 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.687 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8361 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 815.00 TO NODE 816.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USEO) 4i11jt;:~::::~~~~;~~~:;~:;::~:~~~;~~~::~~~~~::~~~:~~:~~;~~:~~~:;:=:=~;:~~~:== STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 ~ INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 .....EET PARKYAY_CROSSFALL(DECIMAL) = 0.020 -~ningfs FRIC~ION FACTOR for Streetftow SectionCcurb-to-curb) 0.0150 Manning/s FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.37 HALFSTREET FLOOD YIDTH(FEET) = 4.18 AVERAGE FLaY VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELDCITY(FT*FT/SEC.) = 0.78 STREET FLOY TRAVEL TIME(MIN.) = 4,77 Tc(MIN,) = 12.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,080 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8208 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.30 TOTAL AREA(ACRES) = 1.50 1.57 SUBAREA RUNOFF(CFS) = PEAK FLaY RATE(CFS) = 2,22 2.67 END OF SUBAREA STREET FLDY HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD YIDTH(FEET) = 5.18 FLOY VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOYPATH FROM NODE 814.00 TO NDOE 816.00.= 790.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 816.00 TO NODE 816,00 IS COOE = tI..DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ======================================================================= OTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.81 RAINFALL INTENSITY(INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 2.67 **************************************************************************** FLOY PROCESS FROM NODE 817.00 TO NODE 818.00 IS CODE = 21 ---~--------------------------------------p-----------__________________P_._ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOY-LENGTH = 260.00 UPSTREAM ELEVATION = 1296,08 DOYNSTREAM ELEVATION = 1294.98 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[( 260.00**3)/( 1.10)]**.2 = 10,831 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.281 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8266 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) ~AL AREA(ACRES) = 0.38 0.20 TOTAL RUNOFF(CFS) = 0.38 FLOY PROCESS FROM NODE 818.00 TO NODE 816.00 IS CODE = 61 ~ **************************************************************************** ---------~--------------~--------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA~ ......CSTANDARD CURB SECTION USED)~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIDN(FEET) = 1294.48 DOWNSTREAM ELEVATION(FEET) = 1290.04 ~ET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 ~ET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0,22 HALFSTREET FLOOD WIDTHCFEET) = 2,29 AVERAGE FLOW VELOCITY(FEET/SEC,) = 3.16 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) = 0.69 STREET FLOW TRAVEL TIMECMIN.) = 1,11 Te(MIN.) = 11,94 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.162 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8233 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) 0.50 TOTAL AREA(ACRES) = 0.70' 0.82 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 0.89 1.27 . OF SUBAREA STREET FLOW HYDRAULICS: TH(FEET) = 0.26 HALFSTREET FLOOD WIOTHCFEET) = 2.80 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH"VELOCITY(FT"FT/SEC.) = LONGEST FLOWPATH FROM NODE 817.00 TO NODE 816.00 = 470.00 0.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CODE = ---------~-----------------------------------------------~------------------ .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE~ tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.94 RAINFALL INTENSITYCINCH/HR) = 2.16 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.67 2 1.27 Te (MIN. ) 12.81 11.94 INTENSITY (I NCH/HOUR) 2.080 2.162 AREA (ACRE) 1.50 0.70 *********************************WARNI NG********************************** _THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************~************************************* 7J>t) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ~AM RUNOFF Tc INTENSITY ER (CFS) (MIN.) (INCH/HOUR) 1 3.75 11.94 2,162 2 3.89 12.81 2.080 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.89 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 2.20 LONGEST FLOWPATH FROM NODE 814.00 TO NOOE 816.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CODE = ------------------------------------.--------------------------------_.----- .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ============================================================================ TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) 12,81 RAINFALL INTENSITY(INCH/HR) = 2,08 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89 **************************************************************************** FLOW PROCESS FROM NODE 819.90 TO NODE 820.00 IS COOE = 21 ------------------------------------------------------.---.----------------- 4Iiij:::::;;:::~:;:;~::~:::::::~::;::::~::::~:============================= DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1296.08 DOWNSTREAM ELEVATION = 1294.98 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[( 110.00**3)/( 1.10)]**.2 6.464 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.031 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8425 SOIL CLASSIFICATION IS "0" SU8AREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.38 0.15 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 820.00 TO NOOE 816.00 IS CODE = 61 -_.---------~--------------~------------------~-----------_.~----~---------~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ;;;=;;;;==================================================================== UPSTREAM ELEVATIONCFEET) = 1294,48 DOWNSTREAM ELEVATION(FEET) = 1290.04 STREET LENGTH(FEET) = 315.00 CURB HEIGHHINCHES)' = 6.0 STREET HALFWIDTH(FEET) = 30.00 tlTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = IDE STREET CROSSFALL(DECIMAL) = 0.020 TSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~\ Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ~REETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~REET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 2.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 8.43 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.619 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8347 SOIL CLASSIFICATION IS "D" SU8AREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 0,55 0.82 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 0.87 1.26 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) 3.07 FLOW VELOCITY(FEET/SEC.) = 2.94 OEPTH*VELOCITY(FT*FT/SEC.) 0.83 LONGEST FLOWPATH FROM NODE 819.00 TO NODE 816.00 = 425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: . OF CONCENTRATION(MIN.) = 8.43 FALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 0,55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1,26 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3,89 12.81 2.080 2.20 2 1.26 8.43 2.619 0.55 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.82 8.43 2.619 2 4.89 12.81 2.080 ~UTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATE(CFS) = 4.89 Tc(MIN,) = 12,81 TOTAL AREA(ACRES) = 2.75 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 816.00 = 790,00 FEET. 1>1/ **************************************************************************** FLOW PROCESS FROM NODE 816,00 TO NODE 821,00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~"CSTANDARD CURB SECTION USED) '11II======================================================================= UPSTREAM ELEVATIONCFEET) = 1290.04 DOWNSTREAM ELEVATIONCFEET) = 1288.93 STREET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDEClMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIEO NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0,59 HALFSTREET FLOOD WIDTHCFEET) = 11.13 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.57 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC,) 1.50 STREET FLOW TRAVEL TIMECMIN.) = 1.56 TcCMIN.) = 14.37 10 YEAR RAINFALL INTENSITYCINCH/HOUR) 1.952 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7429 SOIL CLASSIFICATION IS nBn ~AREA AREACACRES) = 0.75 ,...,AL AREACACRES) = 3.50 5,43 \. A '--J)~ ::/ 0 (~ . ~ ~~f \ / d ~ Uv( 5.0../ td f/~1 JJw;-~ SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 1.09 5.97 ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.60 HALFSTREET FLOOD WIOTHCFEET) = 12.25 FLOW VELOCITYCFEET/SEC.) =2.57 OEPTH"VELOCITYCFT"FT/SEC.) 1.55 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 821.00 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 821. 00 TO NODE 821.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 14.37 RAINFALL INTENSITYCINCH/HR) = 1.95 TOTAL STREAM AREACACRES) = 3.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 5,97 **************************************************************************** FLOW PROCESS FROM NODE 822.00 TO NOOE 823.00 IS CODE = 21 --------------------------------------------------------------._------------ . . .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY'C1/4 ACRE) = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1300.79 DOWNSTREAM ELEVATION = 1299.59 ~ ELEVATION OIFFERENCE = 1,20 TC = 0.393*[( 120.00**3)/( 1.20)J**.2 = 6.693 10 YEAR RAINFAll INTENSITY(INCH/HOUR) = 2.973 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8415 ~ CLASSIFICATION IS nDn ~REA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0,50 **************************************************************************** FLOW PROCESS FROM NODE 823.00 TO NODE 821.00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== <<<<<(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIDN(FEET) = 1299.09 DOWNSTREAM ELEVATION(FEET) = 1288.93 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATEO FlOW(CFS) = STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: ~TREET FLOW OEPTH(FEET) = 0.24 ~lFSTREET FLOOD YIDTH(FEET) = 2.54 . AVERAGE FLOW VElOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.90 STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN,) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.645 SINGLE-FAMIlY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8353 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0,60 TOTAL AREA(ACRES) = 0.80 1.16 8.28 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1,33 1.83 ENO OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 3.09 FLOW VElOCITY(FEET/SEC.) = 4.22 OEPTH*VElOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 822.00 TO NOOE 821.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = <<<<<DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== <<<<<AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8,28 RAINFALL INTENSITY(INCH/HR) = 2,64 ~L STREAM AREA(ACRES) = 0.80 ~K FLOW RATE(CFS) AT CONFLUENCE = 1.83 STREAM RUNOFF Te INTENSITY AREA .~ ~ ** CONFLUENCE DATA ** NUMBER 1 2 (CFS) 5.97 1.83 (MIN,) 14.37 8,28 (INCH/HOUR) 1,952 2,645 (ACRE) 3,50 0,80 ~****************************WARNING********************************~* ""'THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS, BASED - ON THE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FDRMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 5.27 7,32 TABLE ** Te (MIN.) 8,28 14.37 INTENSITY (INCH/HOUR) 2.645 1.952 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.32 Te(MIN.) = 14.37 TOTAL AREA(ACRES) = 4,30 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 821,00 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 821.00 TO NOOE 821,00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .AL NUMBER OF STREAMS = 2 . FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.37 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.32 **************************************************************************** FLOW PROCESS FROM NODE 824.00 TO NODE 821.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340,00 UPSTREAM ELEVATION = 1299.59 DOWNSTREAM ELEVATION = 1288.93 ELEVATION DIFFERENCE = 10.66 TC = 0,303*[( 340.00**3)/( 10.66)]**.2 6.236 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.091 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8887 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) 0.63 . TOTAL AREA(ACRES) = 0,23 TOTAL RUNOFF(CFS) = 0.63 ~************************************~********************************** ~ PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.24 ~FALL INTENSITY(INCH/HR) = 3,09 ~AL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 7.32 2 0.63 Tc (MIN,) 14,37 6.24 INTENSITY (INCH/HOUR) 1. 952 3.091 AREA (ACRE) 4.30 0.23 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW, ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.81 6.24 3.091 2 7.72 14.37 1.952 .PUTED CONFLUENCE K FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM ESTIMATES ARE AS FOLLOWS: 7.72 Tc(MIN.) = 4.53 NODE 14.37 814.00 TO NODE 821.00 = 1030.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 4.53 TC(MIN.) = 7.72 14.37 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOO ANALYSIS . #' **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Oate: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/OATE OF STUOY: 14:43 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 816- 821 * 10-YEAR * * * * ************************************************************************** **************************************************************************** CCCCSTREETFLOW MODEL INPUT INFORMATION==== ---------------------------------------------------------------------------- CONSTANT STREET'GRAOE(FEET/FEET) = 0.004700 CONSTANT STREET FLOW(CFS) = 5.97 eVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0,12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = 0.94 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 1);'\ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION OISTRICT CRCFC&WCD) 1978 H~DRDLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** " BASIN 800 "NODES 821 842 " 10-YEAR " " " ************************************************************************** FILE NAME: 10821840.DAT TIME/DATE OF STUOY: 13:58 09/26/2001 USER SPECIFIED HYORDLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIEO STORM EVENT(YEAR) = 10.00 SPECIFIEO MINIMUM PIPE SIZECINCH) = 18.00 .ECIFIEO PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2,360 -YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lOa-YEAR INTENSITY-OURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10,00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0,5506 RCFC&WCD HYDROLOGY MANUAL 'C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER-DEFINEO STREET-SECTIONS FOR COUPLEO PIPEFLOW ANO STREETFLOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO, CFT) CFT) SlOE / SlOE/ WAY CFT) CFT) (FT) CFT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street FLow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." .****~****************************************************************** W PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: # ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.37 TOTAL AREA(ACRES) RAIN INTENSITY(INCH/HOUR) = 1.95 4.53 TOTAL RUNOFF(CFS) = 7.72 ~*********************************************************************** ~ PROCESS FROM NOOE 821.00 TO NODE 825,00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1288,93 DOWNSTREAM ELEVATION(FEET) = 1284.28 STREET LENGTH(FEET) = 176,33 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0,020 Manning'S FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk FLow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0,53 HALFSTREET FLOOD WIDTH(FEET) = 7.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6,07 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 3,23 4tEET FLOW TRAVEL TIME(MIN,) = 0.48 Tc(MIN,) YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.917 EVELOPED WATERSHED RUNOFf COEFFICIENT = .7306 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.00 TOTAL AREA(ACRES) = 7.53 9.82 14.85 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 4.20 11.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 10.10 FLOW VELOCITY(FEET/SEC.) = 6.14 DEPTH"VELOCITY(FT"FT/SEC.) = 3.49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 825.00 = 176.33 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 825.00 TO NODE 825.00 IS COOE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(~IN,) = 14,85 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 7.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11,92 ************************************************~*************************** FLOW PROCESS FROM NODE 826.00 TO NODE 827.00 IS CODE = 21 .---------------------------------------------------------------------- .RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 p,;:::: () 41 . /I ) c w trfL t 1~.. J /J J</ of'~ wi ,(/!.tvV "t ~ ~ INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1295.04 DOWNSTREAM ELEVATION = 1293.54 ~VATION OIFFERENCE = 1.50 ......= 0.393*[( 150,00**3)/( 1.50)J**.2 = 7,318 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.831 SINGLE-FAMIlY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8389 SOIL CLASSIFICATION IS no" SUBAREA RUNOFF(CFS) = 0,71 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 827.00 TO NODE 828.00 IS CODE = 61 -------------------------------..------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(FEET) = 1293.04 OOWNSTREAM ElEVATION(FEET) = 1283.71 STREET lENGTH(FEET) = 975.00 CURB HEIGHT(INCHES) = 6.0 STREET HAlFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FAll GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFAll(DECIMAl) = 0,020 OUTSIDE STREET CROSSFAll(DECIMAl) = 0.080 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFAll(DEClMAl) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Yalk Flow Section = 0.0200 ~*TRAVEL TIME COMPUTED USiNG ESTIMATED FLOWCCFS) 3.36 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,44 HAlFSTREET FlOOO WIOTH(FEET) = 5.00 AVERAGE FLOW VElOCITY(FEET/SEC.) = 3.20 PRODUCT OF DEPTH&VElOCITY(FT*FT/SEC,) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 5.07 Tc(MIN.) = 12.39 10 YEAR RAINFAll INTENSITY(INCH/HOUR) = 2.118 SINGlE-FAMIlY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8220 SOil CLASSIFICATION IS "on SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA(ACRES) = 3,30 PEAK FLOW RATE(CFS) 5.94 END OF SUBAREA STREET FLOW HYORAUlICS: DEPTH(FEET) = 0.53 HAlFSTREET FLOOD WIOTH(FEET) = 7.95 FLOW VElOCITY(FEET/SEC.) = 3.64 OEPTH*VElOCITY(FT*FT/SEC.) 1.94 lONGEST FlOWPATH FROM NODE 826.00 TO NOOE 828.00 = 1125.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 825.00 TO NODE 828.00 IS CODE = , .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: .....AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tAL NUMBER OF STREAMS = 2 FlUENCE VALUES USEO FOR INDEPENOENT IME OF CONCENTRATION(MIN,) = 12.39 RAINFALL INTENSITY(INCH/HR) C 2.12 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 5.94 ~ ** CONFLUENCE DATA .. STREAM RUNOFF "BER. CCFS) .1 11.92 2 5,94 Tc CMIN.) 14.85 12:39 INTENSITY (I NCH/HOUR) 1.917 2,118 AREA CACRE) 7.53 3.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 15.88 12.39 2.118 2 17.29 14,85 1.917 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 17.29 TcCMIN.) = 14.85 TOTAL AREACACRES) = 10.83 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 828.00 = 1125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 828.00 TO NODE 813.00 IS CODE = 61 .-------------.---------------_____________._____.______..___u..._______ e4COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA===== e<<<<CSTANDARO CUR8 SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1283.71 DOWNSTREAM ELEVATIONCFEET) = 1282.21 STREET LENGTHCFEET) = 30.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 18,00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.58 HALFSTREET FLOOD WIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC,) PRODUCT OF OEPTH&VELOCITYCFT'FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 0.06 10 YEAR RAINFALL INTENSITYCINCH/HOUR) .ERCIAL DEVELOPMENT RUNOFF COEFFICIENT CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 10.83 PEAK FLOW RATECCFS) = 17.29 10.72 8.46 = 4.89 TcCMIN.) = 1.913 = .B785 14.91 0.00 17.30 END OF SU8AREA STREET FLOW HYDRAULICS: p~ O.lt ~ I #ELj?:.1 ' I C;.L-0 'of.faJv.J ~ ~J .cJ flw; o ~1.AP--- 1P1/ DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 10.72 FLOW VELOCITY(FEET/SEC.) = 8.46 DEPTH*VELOCITY(FT*FT/SEC.) = 4.90 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 813.00 = 1155,00 FEET. ~*********************************************************************** ~W PROCESS FROM NODE 813,00 TO NODE 813.00 IS CODE = 1 ----...------------------------------------------------~-------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.91 RAINFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 10.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.30 **************************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 813,00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6,91 RAIN INTENSITY(INCH/HOUR) = 2.92 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.02 **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE .813.00 IS CODE = ---------------~---------------------------~-----~----------~~-------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: . ...AND COMPUTE VARIOUS CON FLU EN CEO STREAM VALUES ======================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.91 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.02 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.30 2 1.02 To (MIN.) 14.91 6.91 INTENSITY (INCH/HOUR) 1.913 2.922 AREA (ACRE) 10.83 0.40 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA US EO FOR 2 STREAMS~ ** PEAK FLOW RATE ~AM RUNOFF WER (CFSJ 1 9.03 2 17.96 TABLE ** To (MIN.) 6,91 14,91 INTENSITY (INCH/HOUR) 2.922 1.913 tJ-~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 17.96 TcCMtN.) = 14.91 TOTAL AREACACRES) = 11.23 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 813.00 = 1155.00 FEET. ~***************************************************~****************~** ~OW PROCESS FROM NODE 813.00 TO NODE 829.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.20 DOWNSTREAM ELEVATION(FEET) = 1274.12 STREET LENGTHCFEET) = 270.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb~to-c~rb) = 0.0150 Manning's FRICTION FACTOR for Sack-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLO~ MODEL RESULTS USING ESTIMATED FlO~: STREET FLOW DEPTHCFEET) = 0.64 HALFSTREET FLOOD WIDTHCFEET) = 14.51 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6,55 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 4.19 .EET FLOW TRAVEL TIMECMIN.) = 0.69 Tc(MIN.) = 15,60 lD YEAR RAINFALL INTENSITYCINCH/HOUR) = 1,866 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8134 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0,60 TOTAL AREACACRES) = 11.83 18.42 SU8AREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 0.91 18.87 END OF SU8AREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.64 HALFSTREET FLOOD WIDTHCFEET) = 14.82 FLOW VELOCITYCFEET/SEC.) = 6,55 DEPTH*VELOCITYCFT*FT/SEC.) = 4.22 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 829.00 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 807.00 TO NODE 807.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.75 RAIN INTENSITY(INCH/HOUR) = 2.29 TOTAL AREA(ACRES)'= 6.14 TOTAL RUNOFFCCFS) = 12,28 **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 830.00 IS CODE = 61 ......COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .(((STANDARD CURB SECTION USED)===== ======================================================================= UPSTREAM ELEVATIONCFEET) = 1282.31 DOWNSTREAM ELEVATIONCFEET) = 1274.92 STREET LENGTH(FEET) = 268.39 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 1) ~ 0 '-f <6 f ~f~ I~)'J a. '1Jy ~"".( -( fl..iv ~ tf'k. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18,00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0,080 ~CIFIEO NUMBER,OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION fACTOR for Streetflow Section(curb~to-curb) ~ Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) - 0.57 HALFSTREET FLOOD WIDTH(FEET) - 10.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.25 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 0.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) APARTMENT OEVELOPMENT RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS RAR SUBAREA AREA(ACRES) - 0.20 TOTAL AREA(ACRES) = 6.34 12,46 3,59 Tc(MIN.) = 2.211 .7989 11.47 V~OIY:~ ~FLf;- 1 .b S~~ ,;t ~ V'l pJL~ SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0,35 12.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,58 HALFSTREET FLOOD WIOTH(FEET) - 10.61 FLOW VELOCITY(FEET/SEC.) - 6.23 DEPTH*VELOCITY(FT*FTisEC.) 3.60 LONGEST FLOWPATH FROM NODE 826,00 TO NODE 830.00 - 1693.39 FEET. ***************************************************************************. ~~-~~~~~~~-~~~~-~~~~----~~::~~-~~-~~~~----~~~:~~-~~-~~~~_:_--~---------- ~~(DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.47 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 6.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.63 **************************************************************************** FLOW PROCESS FROM NODE 831.00 TO NOOE 832.00 IS CODE = 21 CCCCCRATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH- 110.00 UPSTREAM ELEVATION - 1280.38 OOWNSTREAM ELEVATION = 1279.28 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[( 110.00**3)/( 1.10)]**.2 = 6.464 10 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.031 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT - .8425 .L CLASSIFICATION IS "0" AREA RUNOFF(CFS) - 0.51 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0,51 FLOW PROCESS FROM NODE 832.00 TO NODE 830,00 IS CODE = 61 / 7/tJ-v"O **************************************************************************** .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANOARD CUR8 SECTION USED) ----========================================================================= TREAM ELEVATION(FEET) = 1278.78 DOWNSTREAM ELEVATION(FEET) = 1274.92 REET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetftow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MOOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 7.97 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.701 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8364 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = ~ OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALF STREET FLOOD WIOTH(FEET) 4.28 FLOW VELOCITY(FEET/SEC.) = 3,54 DEPTH*VELOCITY(FT*FT/SEC.) 1.34 LONGEST FLOWPATH FROM NOOE 831.00 TO NODE 830.00 = 390.00 FEET. 1.64 2.26 2.77 **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NOOE 830.00 IS CODE = -----------------------------------------------------.---------~------------ .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7,97 RAINFALL INTENSITY(INCH/HR) = 2.70 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 **************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NODE 834.00 IS CODE = 21 -------~~~-------------_.._--~-_._-------------------------------------_.... .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 4= K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 TIAL SUBAREA FLOW-LENGTH = 140,00 PSTREAM ELEVATION = 1280,68 DOWNSTREAM ELEVATION = 1279.28 ELEVATION OIFFERENCE = 1,40 TC = 0.393*[( 140.00**3)/( 1.40))**.2 = 7.119 ~ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8397 SOIL CLASSIFICATION IS "0" I!IfIIiilAREA RUNOFFCCFS) =. 0.48 ~AL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 834.00 TO NOOE 830.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1278.78 DOWNSTREAM ELEVATION(FEET) = 1274.92 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30,00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.48 STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 3,13 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 ~ROOUCT OF DEPTH&VELOCITYCFT*FT/SEC,) = 0.96 STREET FLOW TRAVEL TIMECMIN.) = 1.09 Te(MIN.) = 8.21 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.656 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8355 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 0.90 1.10 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.00 2.48 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = 3.91 FLOW VELOCITY(FEET/SEC.) = 3.75 OEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 833.00 TO NODE 830.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 834.00 TO NODE 830.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENOENT TIME OF CONCENTRATION(MIN.) 8.21 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 1.10 ~K FLOW RATE(CFS) AT CONFLU~NCE = ~CONFlUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 12.63 STREAM 3 ARE: 2.4B Te INTENSITY (INCH/HOUR) 2.211 AREA (ACRE) 6.34 1f"'\ (MIN.) 11.47 2 3 2,77 2.48 7.97 8.21 2.7D1 2.656 1.2D 1. 10 *********************************WARNING********************************** ~ THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA US EO FOR 3 STREAMS, ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.95 7.97 2.7Dl 2 14.25 8.21 2.656 3 16.96 11.47 2.211 CQMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) ; 16.96 Tc(MIN.) = 11.47 TOTAL AREA(ACRES) ; 8.64 LONGEST FLOWPATH FROM NODE 826.00 TO NOOE 830.00 ; 1693.39 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 830.00 TO NODE 835.00 IS COOE; 61 -~----------.--------------~~~-------------------------------._-----._------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ....;;:::~:::~~::~;~~::;::~::~~;~::~~==;;=;;==;;=;;;;;;;=;;==;;;;=;;;=;;=;;;;= ~STREAM ElEVATION(FEET) = 1274.92 DOWNSTREAM ELEVATION(FEET) = 1265.26 STREET LENGTH(FEET); 288.08 CURB HEIGHT(INCHES); 6.0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIOE STREET CROSSFALL(DECIMAL) GRADE8REAK(FEET) ; 0.020 ; 0.080 18.00 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) ; 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) ; STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET); 0.61 HALFSTREET FLOOD WIDTH(FEET); 12.97 AVERAGE FLOW VELOCITYCFEET/SEC.); 6.93 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC,); 4.26 STREET FLOW TRAVEL TIME(MIN.); 0.69 Tc(MIN.); 12.16 10 YEAR RAINFALL INTENSITYCINCH/HOUR); 2.140 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8226 SOIL CLASSIFICATION IS non SU8AREA AREACACRES); 0,20 SUBAREA RUNOFF(CFS) = ~TAL AREACACRES) = 8.84 PEAK FLOW RATECCFS) ~D OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) ; 0.62 HALFSTREET FLOOD WIDTHCFEET); 13.07 FLOW VELOCITYCFEET/SEC,); 6.94 DEPTH*VELOCITYCFT*FT/SEC.) 4.28 LONGEST FLOWPATH FROM NOOE 826.00 TO NODE 835.00; 1981.47 FEET. 17.14 77 0.35 17.32 ..---\ c>, -1 'J r ~V ~:~ 4- , j 1;e.l~ .PM t} , JI..///IlIV 1J'fO **************************************************************************** FLOW PROCESS FROM NODE 830.DD TO NODE 835.00 IS CODE = ~::~~~~~~~~~:~~~~:~~~~~::~::~~:::~::~~~:~~~~~~:::::::::::::::::::::::::: TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 12.16 RAINFALL INTENSITYCINCH/HR) = 2.14 TOTAL STREAM AREACACRES) = 8.84 PEAK FLOW RATECCFS) AT CONFLUENCE = 17.32 **************************************************************************** FLOW PROCESS FROM NODE 836.00 TO NODE 837.00 IS CODE = 21 ------------------_._--------------------~.._----_.._----------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1269.62 DOWNSTREAM ELEVATION = 1268.42 ELEVATION DIFFERENCE = 1.20 TC = 0.393*[C 120.00**3)/C 1.20)]**.2 = 6.693 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.973 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8415 SOIL CLASSIFICATION IS nD" .AREA RUNOFFCCFS) = 0.75 TAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NOOE 837.00 TO NODE 835.00 IS CODE = 61 ----.-----------------------.----------.------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1267.92 OOWNSTREAM ELEVATIONCFEET) = 1265.26 STREET LENGTHCFEET) = 265.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 9.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.32 ~ALFSTREET FLOOD WIDTHCFEET) = 3.58 ~VERAGE FLOW VELOCITYCFEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIMECMIN.) = 1.64 TcCMIN.) = 8.33 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.636 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8351 1fi\ SOIL CLASSIFICATION IS SUBAREA AREACACRES) TOTAL AREACACRES) = "0" 0.70 1.00 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.54 2.29 ~ OF SUBAREA STREET FLOW HYDRAULICS: - ~THCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = 4.24 FLOW VELOCITYCFEET/SEC.) = 2.98 DEPTH"VELOCITYCFT"FT/SEC.) 1.12 LONGEST FLOWPATH FROM NODE 836.00 TO NOOE 835.00 = 385.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 837.00 TO NOOE 835.00 IS CODE = --------------.---------------------------------------------------.--------- .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 8.33 RAINFALL INTENSITYCINCH/HR) = 2.64 TOTAL STREAM AREACACRES) = 1.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.29 **************************************************************************** FLOW PROCESS FROM NOOE 838.00 TO NODE 839.00 IS COOE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 .TIAL SUBAREA FLOW-LENGTH = 110.00 TREAM ELEVATION = 1269.52 DOWNSTREAM ELEVATION = 1268.42 ELEVATION DIFFERENCE = 1.10 TC = 0.393"[C 110.00""3)/C 1.10)]"".2 = 6.464 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.031 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8425 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.51 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = 61 M________________________________________________________________.__________ ~~~~eCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1267.92 DOWNSTREAM ELEVATIONCFEET) = 1265.26 STREET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = D.080 18.00 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~EET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning'S FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back.of-WaLk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 1.31 ~ STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.29 HALFSTREET FLOOD WIDTHCFEET) = 3.23 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.81 .....ROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.83 ~EET FLOW TRAVEL TIMECMIN.) = 1.31 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.739 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) 0.70 TOTAL AREA(ACRES) = 0.90 7.n .8372 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.60 2.12 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) 3.95 FLOW VELOCITYCFEET/SEC.) = 3.13 DEPTH*VELOCITYCFT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 838.00 TO NODE 835.DD = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = ---------------._------_._~-------.__._------------------------------------- .....OESIGNATE 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 CONCENTRATIONCMIN.) = 7.n RAINFALL INTENSITYCINCH/HR) = 2.74 TOTAL STREAM AREACACRES) = 0.90 PEAK FLOW RATECCFS) AT CONFLUENCE = ~CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 17.32 2 2.29 3 2.12 2.12 Tc CMIN.) 12.16 8.33 7.n INTENSITY (INCH/HOUR) 2.140 2.636 2.739 AREA CACRE) 8.84 1.00 0.90 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *.************************************************************************ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN. ) (INCH/HOUR) 1 15.32 7.n 2.739 2 16.19 8.33 2.636 3 20.83 12.16 2.140 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ FLOW RATECCFS) = 20.83 TcCMIN.) = 12.16 L AREACACRES) = 10.74 NGEST FLOWPATH FROM NODE 826.00 TO NODE 835.00 = 1981.47 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = ?b' ---------------------------------------------------------------------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ 4IAL NUMBER OF STREAMS = 2 LUENCE VALUES USED FOR INOEPENDENT E OF CONCENTRATIONCMIN.) = 12.16 RAINFALL INTENSITYCINCH/HR) = 2.14 TOTAL STREAM AREACACRES) = 10.74 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 20.83 **************************************************************************** FLOW PROCESS FROM NODE 829.00 TO NOOE 829.00 IS CODE = 7 -------------------------------.--------.----------------------------------- .....USER SPECIFIEO HYOROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.60 RAIN INTENSITYCINCH/HOUR) = 1.87 TOTAL AREACACRES) = 11.83 TOTAL RUNOFFCCFS) = 18.87 **************************************************************************** FLOW PROCESS FROM NODE 829.00 TO NODE 840.00 IS CODE = 61 -------------.-------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1274.12 DOWNSTREAM ELEVATIONCFEET) = 1265.46 STREET LENGTHCFEET) = 248.00 CURB HEIGHTCINCHES) = 6.0 STREET "HALFWIOTHCFEET) = 30.00 eTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = IDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIEO NUM8ER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR tor StreetfLow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-ot-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITYCFEET/SEC.) = 7.08 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 4.53 STREET FLOW TRAVEL TIMECMIN.) = 0.58 TcCMIN.) = 16.18 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.829 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8120 SOIL CLASSIFICATION IS~DH SUBAREA AREACACRES) 1.40 TOTAL AREACACRES) = 13.23 19.91 v~ SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 2.08 20.95 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.65 HALFSTREET FLOOD WIOTHCFEET) = 15.13 FLOW VELOCITY(FEET/SEC.) = 7.09 DEPTH*VELOCITYCFT*FT/SEc.) = 4.60 ~GEST FLOWPATH FROM NODE 836.00 TO NODE 840.00 = 633.00 FEET. ~********************************************************~************* FLOW PROCESS FROM NODE 835.00 TO NODE 840.00 IS CODE = ------------------------.-----.--------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== , o,4~ ~ #fLE I ~~j ~1~ 1;;tJw) ,(1~ ~q/ .....AND COMPUTE VARIDUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 4iNFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: OF CONCENTRATIONCMIN.) = 16.18 NFALL INTENSITYCINCH/HR) = 1:83 TOTAL STREAM AREACACRES) = 13.23 PEAK FLOW RATECCFS) AT CONFLUENCE = 20.95 ** CONFLUENCE DATA _. STREAM RUNOFF NUMBER CCFS) 1 20.83 2 20.95 Tc CMIN.) 12.16 16.18 INTENSITY CINCH/HOUR) 2.140 1.829 AREA CACRE) 10.74 13.23 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 36.57 12.16 2.140 2 38.74 16.18 1.829 ~UTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 38.74 TcCMIN.) = 16.18 TOTAL AREACACRES) = 23.97 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 840.00 = 1981.47 FEET. ********************************************************************w******* FLOW PROCESS FROM NODE 835.00 TO NOOE 835.00 IS CODE = 7 --~~------------------~--------------------~--------------~---------_._----- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.18 RAIN INTENSITYCINCH/HOUR) = 1.83 TOTAL AREACACRES) = 12.00 TOTAL RUNOFFCCFS) = 2.97 **************************************************************************** FLOW PROCESS FROM NOOE 835.00 TO NOOE 841.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1265.26 OOWNSTREAM ELEVATION(FEET) = 1263.04 STREET LENGTHCFEET) = 442.38 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 _ANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) DE STREET CROSSFALLCDECIMAL) = 0.020 SlOE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 ~ 1):::;,0, 4-~ IJf-LE i y 5~ /1 ~.'? <vi Lu.-f 1 .fi.,fl.p //..J.tA..> Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 .""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = TREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.52 HALFSTREET FLOOD WIDTHCFEET) = 7.02 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.61 PROOUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.36 STREET FLOW TRAVEL TIMECMIN.) = 2.82 TcCMIN.) = 19.00 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.674 SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8056 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.50 TOTAL AREACACRES) = 13.50 3.98 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.02 4.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.56 HALFSTREET FLOOD WIDTHCFEET) = 9.69 FLOW VELOCITYCFEET/SEC.) = 2.66 DEPTH"VELOCITYCFT"FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NOOE 826.00 TO NOOE 841.00 = 2423.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN) = 16.18 RAIN INTENSITYCINCH/HOUR) = 1.83 TOTAL AREACACRES) = 12.00 TOTAL RUNOFFCCFS) = 2.97 ~*********************.**********.*********************.**********~*.*** FLOW PROCESS FROM NOOE 840.00 TO NODE 842.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1265.46 DOWNSTREAM ELEVATIONCFEET) = 1263.04 STREET LENGTHCFEET) = 484.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Wal~ Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATEO FLOWCCFS) =4.43 STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.54 HALFSTREET FLOOD WIDTHCFEET) = 8.36 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.63 ~ROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 1.42 ~ET FLOW TRAVEL TIMECMIN.) = 3.06 TcCMIN.) = 19.24 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.662 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8051 SOIL CLASSIFICATION IS "Dn SUBAREA AREACACRES) = 2.20 SUBAREA RUNDFFCCFS) = 2.94 U 'Y/ 0 I ),00 H,bL- r;/ I ~JJ~~d- ~1;fiv;~~ TOTAL AREACACRES) = 14.20 PEAK FLOW RATECCFS) = 5.91 END OF SUBAREA STREET FLOW HYDRAULICS: tETHCFEET) = 0.59 HAlFSTREET FlOOO WIDTHCFEET) = 11.64 VElOCITYCFEET/SEC.) = 2.68 DEPTH"VElOCITYCFT"FT/SEC.) = 1.59" OTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND l = 484.0 FT WITH ELEVATION-DROP = 2.4 FT, IS 3.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NOOE 842.00 lONGEST FlOWPATH FROM NOOE 826.00 TO NODE 842.00 = 2907.85 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) = 14.20 TCCMIN.) = 5.91 19.24 ============================================================================ ============================================================================ ENO OF RATIONAL METHOD ANALYSIS . . ?j>6 **************************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982~2000 Advanced Engineering Software (aes) Ver.~8.0 Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -----------------------.---------------------------------------------------- TIME/OATE OF STUDY: 15:03 10/02/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NOOES 807 830 * 10-YEAR * . * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION ----------------------------------~~-------._------------------------~----_. CONSTANT STREET GRAOECFEET/FEET) = 0.028000 CONSTANT STREET FLOWCCFS) = 12.63 .VERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 ON STANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -------------------------------------------------.-------------------------- STREET FLOW DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTHCFEET) = 15.78 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.79 PRODUCT OF DEPTH&VELOCITY = 2.07 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ ?j) ************~*************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUOY: 15:04 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 830 835 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: ---------------------------------------------------------------------------- CONSTANT STREET GRAOECFEET/FEET) = 0~034000 CONSTANT STREET FLOWCCFS) = 17.30 eERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 NSTANT SYMMETRICAL STREET HAlF-wrOTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SlOE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MOOEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW OEPTHCFEET) = 0.45 HALFSTREET FLOOO WIDTHCFEET) = 16.91 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.76 PRODUCT OF DEPTH&VELOCITY = 2.62 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . ~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 --------------------~----------------------------------------------.-------- TIME/OATE OF STUDY: 15:06 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 829 840 * * 10-YEAR * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: -------------------------------------~-------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.035000 CONSTANT STREET FLOWCCFS) = 21.00 .AVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET)= 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SlOE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: --------------------------------------------------------------------------~- STREET FLOW DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 18.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.18 PROOUCT OF DEPTH&VELOCITY = 2.95 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 0/>'0 *************************************************~************************** ~~ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -------------------------------------.---------------------------------~---- TIME/DATE Of STUDY: 15:07 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 835 841 * * * * 10. YEAR * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: ---------------------------------------------------------------------------- CONSTANT STREET GRAOECFEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 5.00 eVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) 20.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCfEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -----------------------------------------.---------------------------------- STREET FLOW DEPTHCFEET) = 0.42 HALFSTREET FLOOD WIOTHCFEET) = 15.22 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY = 0.85 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . .~ **************************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ee) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ----.----------------------------------------------------------------------- TIME/DATE OF STUOY: 14:45 10/02/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NOOES 821 825 * * ,0- t'..r'..A J( * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRADECFEET/FEET) = 0.026000 CONSTANT STREET FLOWCCFS) = 11.90 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) 20.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTHCFEET) = 0.42 HALFSTREET FLOOD WIDTHCFEET) = 15.22 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.83 PROOUCT OF DEPTH&VELOCITY = 2.03 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~\o **************************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineerlng Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------~-----------------------------------------------------~._---------- TIME/DATE OF STUDY: 14:58 10/02/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NODES 828 813 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRAOECFEET/FEET) = 0.050000 CONSTANT STREET FLOWCCFS) = 17.30 .VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) 20.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, ANO THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIOTHCFEET) = 15.78 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.56 PRODUCT OF DEPTH&VELOCITY = 2.83 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -------------------------------------.------------------.------------------- TIME/DATE OF STUDY: 14:59 10/02/2001 ===~=======~==============================~================================= ************************** DESCRIPTION OF STUDY ************************** * NODES 813 829 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: ---------------------------------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.030000 CONSTANT STREET FLOWCCFS) = 18.80 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 OlSTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMALl = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, ANO THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 18.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY = 2.64 ============================================~=============================== . ~ **************************************************************************** ~ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. B.O ReLease Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 --------------------------------~------------------------------------------- TIME/OATE OF STUOY: 15:10 10/02/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NODES 840 842 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: ------------------------------------------------~--------------------------- CONSTANT STREET GRAOECFEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 5.90 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER'HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SlOE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------~----------------------~-----------------------------.- STREET FLOW DEPTH(FEET) = 0.44 HALF STREET FLOOD.WIDTHCFEET) = 16.34 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY = 0.93 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ?\~ **************************************************************************** . RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCF,&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 198c-2000 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 800 * NODES 801 TO 821 * 100-YEAR - LOWEREO FINISHEO SURFACE * . * ************************************************************************** FILE NAME: B00100R.OAT TIME/OATE OF STUDY: 13:39 08/23/2001 ---------------------------.-----------------------------~~----------------- USER SPECIFIED HYOROLOGY ANO HYORAULIC MODEL INFORMATION: ----------_._------------~------------------------------------------------~- USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIEO PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE = 0.95 .-YEARSTORM 10'MINUTE INTENSITYCINCH/HOUR) = 2.360 -YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-OURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTEO RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITYCINCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES US EO FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIOTH LIP HIKE FACTOR NO. CFT) CFT) SlOE / SIOE/ WAY CFT) CFT) CFT) CFT) Cn) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-OEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET I. as (Maximum ALLowabLe Street FLow Depth) (Top-af-Curb) 2. (Oepth)*(Velocity) Canstraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' **************************************************************************** .OW PROCESS FROM NOOE 801.00 TO NODE 802.00 IS COOE = 21 ----~~----------~~--------------~-------~~--------~~--~~----------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS=====: ASSUMED INITIAL SUBAREA UNIFORM ~ ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*(CLENGTW'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 194.74 UPSTREAM ELEVATION = 1302.25 ~TREAM ELEVATION = 1293.38 ~ATION OIFFERENCE = 8.87 TC = 0.303*(( 194.74'*3)/C 8.87)]**.2 4.631 COMPUTEO TIME OF CONCENTRATION INCREASEO TO 5 MIN. 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 5.093 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 0.90 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) 0.90 **************************************************************************** FLOW PROCESS FROM NOOE 802.00 TO NOOE 802.00 IS CODE = -----------------------------------------------------------.---------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 5.00 RAINFALL INTENSITYCINCH/HR) = 5.09 TOTAL STREAM AREACACRES) = 0.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.90 **************************************************************************** FLOW PROCESS FROM NOOE 803.00 TO NODE .. 804.00 IS COOE = 21 ---------------------------------------------------------------------------- ..RATIONAL METHOD INITIAL SUBAREA ANALYSIS . ====================================================================== ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*(CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1302.32 OOWNSTREAM ELEVATION = 1300.92 ELEVATION OIFFERENCE = 1.40 TC = 0.393*(C 140.00'*3)/C 1.40)]**.2 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.54 0.15 TOTAL RUNOFFCCFS) = 0.54 **.************************************************************************* FLOW PROCESS FROM NODE 804.00 TO NODE 802.00 IS CODE = 61 -------.-----------.----------------------------------.--------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.42 DOWNSTREAMELEVATIONCFEET) = 1293.38 STREET LENGTHCFEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 ~ANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) ~DE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~\-6 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 ~RAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = ~EETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) = 4.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.41 STREET FLOW TRAVEL TIMECMIN.) = 2.61 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.533 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8497 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.70 TOTAL AREACACRES) = 1.85 3.11 9.73 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 5.10 5.64 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.50 HALFSTREET FLOOD WIDTHCFEET) = 5.78 FLOW VELOCITYCFEET/SEC.) = 4.07 DEPTH*VELOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 = 690.00 2.03 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = __________________________________w______________~_____R____~_______________ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~LUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ,..., OF CONCENTRATIONCMIN.) = 9.73 RAINFALL INTENSITYCINCH/HR) = 3.53 TOTAL STREAM AREACACRES) = 1.85 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.64 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 0.90 2 5.64 Tc CMIN.) 5.00 9.73 INTENSITY CINCH/HOUR) 5.093 3.533 AREA CACRE) 0.20 1.~ *********************************WARNING************************.********* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 3.80 5.00 5.093 2 6.27 9.73 3.533 ~UTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 6.27 TcCMIN.) = 9.73 TOTAL AREACACRES) = 2.05 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 = 690.00 FEET. ~ ***************************************************************~************ FLOW PROCESS FROM NOOE 802.00 TO NOOE 802.00 IS CODE = ~..OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~======================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.73 RAINFALL INTENSITYCINCH/HR) = 3.53 TOTAL STREAM AREACACRES) = 2.05 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.27 **************************************************************************** FLOW PROCESS FROM NOOE 805.00 TO NODE 806.00 IS COOE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1302.32 DOWNSTREAM ELEVATION = 1300.92 ELEVATION OIFFERENCE = 1.40 TC = 0.393*[C 140.00**3)/C 1.40)]**.2 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT .8569 SOIL CLASSIFICATION IS "D" ~AREA RUNOFFCCFS) = 0.54 ,....,AL AREA(ACRES) = 0.15 TOTAL RUNOFFCCFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 802.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1300.42 DOWNSTREAM ELEVATIONCFEET) = 1293.38 STREET LENGTHCFEET) = 500.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) = 2.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIOTHCFEET) = 4.32 eVERAGE FLOW VELOCITYCFEET/SEC.) = 3.56 RODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIMECMIN.) = 2.34 TcCMIN.) = 9.46 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.588 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8504 ~ SOIL CLASSIFICATION IS SUBAREA AREACACRES) = TOTAL AREACACRES) = "0" 1.50 1.65 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 4.58 5.12 ~ OF SUBAREA STREET FLOW HYORAULICS: ~THCFEET) = 0.47 HALFSTREET FLOOD WIOTHCFEET) = 5.45 FLOW VELOCITYCFEET/SEC.) = 4.13 DEPTH*VELOCITYCFT*FT/SEC.) 1.95 LONGEST FLOWPATH FROM NODE 805.00 TO NODE 802.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 802.00 TO NODE 802.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.46 RAINFALL INTENSITYCINCH/HR) = 3.59 TOTAL STREAM AREACACRES) = 1.65 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 6.27 2 5.12 Tc CMIN.) 9.73 9.46 INTENSITY (I NCH/HOUR) 3.533 3.588 AREA (ACRE) 2.05 1.65 *********************************WARNI NG********************************** tI THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 11.21 9.46 3.588 2 11.30 9.73 3.533 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCfS) = 11.30 TcCMIN.) = 9.73 TOTAL AREACACRES) = 3.70 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 802.00 TO NODE 807.00 IS CODE = 61 .....COMPUTE STREET FLOW"TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1293.38 DOWNSTREAM ELEVATIONCFEET) = 1282.31 ~EET LENGTHCFEET) = 299.31 CURB HEIGHTCINCHES) = 6.0 ""'REET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 18.00 ?)ro OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 ~ing's FRICTION FACTOR for Streetflow Section(curb-to-cu~b) = 0.0150 ~ing's FRICTION FACTOR for Back-of-Yalk"Flow Section = ~.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.53 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 0.70 100 YEAR RAINFALL INTENSITYCINCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 0.20 TOTAL AREACACRES) = 3.90 11.60 7.85 7.17 = 3.82 TcCMIN.) = 3.401 = .8788 10.43 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 0.60 11.90 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.54 HALFSTREET FLOOO WIDTHCFEET) 8.15 FLOW VELOCITYCFEET/SEC.) = 7.18 DEPTH*VELOCITYCFT*FT/SEC.) 3.86 LONGEST FLOWPATH FROM NOOE 803.00 TO NODE 807.00 = 989.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~~=:~::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.43 RAINFALL INTENSITYCINCH/HR) = 3.40 TOTAL STREAM AREACACRES) = 3.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.90 **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1288.82 DOWNSTREAM ELEVATION = 1287.72 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[C 110.00'*3)/C 1.10)]**.2 6.464 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.423 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.95 ~AL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.95 IIIIP*********************************************************************** FLOW PROCESS FROM NODE B09.00 TO NOOE 807.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~\q .....CSTANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1287.22 OOWNSTREAM ELEVATIONCFEET) = 1282.31 ~T LENGTHCFEET) = 400.00 CURB HEIGHTCINCHES) = 6.0 ~T HALFWIOTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCOECIMAL) . = 0.020 Manning'S FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.39 HALFSTREET FLooO WIDTHCFEET) = 4.38 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.36 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIMECMIN.) = 1.99 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.817 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8531 SOIL CLASSIFICATION IS hO" SUBAREA AREACACRES) = 1.10 TOTAL AREACACRES) = 1.35 2.75 8.45 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 3.58 4.53 END OF SUBAREA STREET FLOW HYORAULICS: .HCFEET) = 0.46 HALFSTREET FLOOD WIOTHCFEET) = 5.35 VELOCITYCFEET/SEC.) = 3.80 DEPTH*VELOCITYCFT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NOOE 808.00 TO NODE 807.00 = 510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NOOE 807.00 IS COOE = -----------------------~---------------------------------------------------- .....OESIGNATE 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 CONCENTRATIONCMIN.) 8.45 RAINFALL INTENSITYCINCH/HRl = 3.82 TOTAL STREAM AREACACRES) = 1.35 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.53 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 11.90 2 4.53 Tc CMIN.) 10.43 8.45 INTENSITY (INCH/HOUR) 3.401 3.817 AREA CACRE) 3.90 1.35 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS .BASED _HE RCFC&WCD FORMULA OF PLATE D-1 AS OEFAULT VALUE. THIS FORMULA NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. OJ!> ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN. ) CINCH/HOUR) ~~ 14.18 8.45 3.817 15.94 10.43 3.401 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 15.94 TcCMIN.) = 10.43 TOTAL AREACACRES) = 5.25 LONGEST FLOWPATH FROM NODE 803.00 TO NOOE 807.00 = 989.31 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 807.00 TO NODE B07.00 IS CODE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.43 RAINFALL INTENSITYCINCH/HR) = 3.40 TOTAL STREAM AREACACRES) = 5.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 15.94 **************************************************************************** FLOW PROCESS FROM NOOE 810.00 TO NOOE 811.00 IS CODE = 21 .....RATiONAL METHOO INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ASSUMED INITIAL SUBAREA UNIFORM _ OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1289.12 DOWNSTREAM ELEVATION = 1287.72 ELEVATION DIFFERENCE = 1.40 TC = 0.393"[C 140.00""3)/C 1.40)]"".2 = 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-fAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) 0.83 TOTAL AREACACRES) = 0.23 TOTAL RUNOFfCCFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NOOE 811.00 TO NOOE 807.00 IS CODE =. 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1287.22 DOWNSTREAM ELEVATIONCFEET) = 1282.31 STREET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~SIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER_OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to~curb) 0.0150 ~ Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: ~REET FLOW OEPTH(FEET) = 0.31 ~LFSTREET FLOOO WIOTHCFEET) = 3.40 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.75 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIMECMIN.) = 1.07 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.885 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8538 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.66 TOTAL AREACACRES) = 0.89 1.92 8.18 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.19 3.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) = 4.09 FLOW VELOCITYCFEET/SEC.) = 4.18 DEPTH*VELOCITYCFT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NOOE 810.00 TO NOOE 807.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.18 _FALL INTENSITYCINCH/HR) = 3.89 L STREAM AREACACRES) = 0.89 PEAK FLOW RATECCFS) AT CONFLUENCE 3.02 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 15.94 2 3.02 Tc CMIN.) 10.43 8.18 INTENSITY (INCH/HOUR) 3.401 3.885 AREA CACRE) 5.25 0.89 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D,' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 15.53 8.18 3.885 2 18.58 10.43 3.401 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ FLOW RATECCFS) = 18.58 TcCMIN.) = ~L AREACACRES) = 6.14 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 10.43 807.00 = 989.31 FEET. **************************************************************************** 1;#/ FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 10 ---------~-----;-------------~~---~----------------------------------------- .....MAIN-STREAM MEMORY COPIEO ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~....................................................................... FLOW PROCESS FROM NODE 812.00 TO NOOE 813.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 497.83 UPSTREAM ELEVATION = 1302.23 DOWNSTREAM ELEVATION = 1282.20 ELEVATION OIFFERENCE = 20.03 TC = 0.303'[C 497.83"3)/C 20.03)]".2 6.910 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.264 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8822 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFFCCFS) = 1.50 TOTAL AREACACRES) = 0.40 TOTAL RUNOFFCCFS) = 1.50 ****~*********************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 813.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~******************************************~****************************. ~W PROCESS fROM NODE 814.00 TO NODE 815.00 IS COOE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 1295.44 DOWNSTREAM ELEVATION = 1293.54 ELEVATION OIFFERENCE = 1.90 TC = 0.393'[C 190.00"3)/C 1.90)]".2 = 8.044 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.922 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8542 SOil CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 0.67 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 815.00 TO NODE B16.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eTREAM ELEVATIONCFEET) = 1293.04 DOWNSTREAM ELEVATIONCFEET) EET LENGTHCFEET) = 600.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 = 1290.04 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 ~ INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 ~EET PARKWAY CROSSFALLCOECIMAL) = 0.020 ~nnin9's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) Q.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 2.38 STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.43 HALFSTREET FLOOD WIOTHCFEET) = 4.96 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.00 STREET FLOW TRAVEL TIMECMIN.) = 4.33 TcCMIN.) = 12.38 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.095 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8435 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = TOTAL AREACACRES) = 1.30 1.~ SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 3.39 4.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = D.52 HALFSTREET FLOOD WIDTHCFEETl 7.33 FLOW VELOCITYCFEET/SEC.) = 2.61 DEPTH*VELOCITYCFT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NOOE 814.00 TO NODE 816.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NOOE 816.00 IS CODE = ....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ======================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 12.38 RAINFALL INTENSITYCINCH/HR) = 3.10 TOTAL STREAM AREACACRES) = 1.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.06 **************************************************************************** FLOW PROCESS FROM NODE 817.00 TO NODE 818.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1296.08 DOWNSTREAM ELEVATION = 1294.98 ELEVATION DIFFERENCE = 1.10 TC = 0.393*IC 260.00**3)/C 1.10)]**.2 = 10.831 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.331 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT .8470 SOIL CLASSIFICATION IS "0" .SUBAREA RUNOFFCCFS) = 0.56 TAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) 0.56 **************************************************************************** FLOW PROCESS FROM NODE 818.00 TO NOOE 816.00 IS CODE = 61 ~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1294.48 DOWNSTREAM ELEVATIONCFEET) = 1290.04 ......E~T LENGTHCFEET) = 210.00 CURB HEIGHTCINCHES) = 6.0 ~EE1 HALfWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.26 HALFSTREET FLOOD WIDTHCFEET) = 2.78 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIMECMIN.) = 1.02 TcCMIN.) = 11.85 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.170 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8447 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.50 TOTAL AREACACRES) = 0.70 1.23 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.34 1.90 . OF SUBAREA STREET FLOW HYDRAULICS: THCFEET) = 0.30 HALFSTREET FLOOD WIDTHCFEET) = 3.36 FLOW VELOCITYCFEET/SEC.) = 3.80 DEPTH*VELOCITYCFT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 817.00 TO NODE 816.00 = 470.00 FEET. ***************************************************************.************ FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.85 RAINFALL INTENSITYCINCH/HR) = 3.17 TOTAL STREAM AREACACRES) = 0.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.90 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBE~ CCFS) 1 4.06 2 1.90 Tc CMIN.) 12.38 11.85 INTENSITY (INCH/HOUR) 3.095 3.170 AREA CACRE) 1.50 0.70 *********************************WARNI NG********************************** tI THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA LL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO oP CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY .~R CCFS) CMIN.) (INCH/HOUR) 5.79 11.85 3.170 2 5.92 12.38 3.095 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 5.92 TcCMIN.) = 12.38 TOTAL AREACACRES) = 2.20 LONGEST FLOWPATH FROM NOOE 814.00 TO NODE 816.00 = 790.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 816.00 TD NODE 816.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 12.38 RAINFALL INTENSITYCINCH/HR) = 3.10 TOTAL STREAM AREACACRES) = 2.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.92 **************************************************************************** FLOW PROCESS FROM NODE 819.00 TO NODE 820.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ~====:::~::~=;:;;;::=:~:::::=::;:~::===========================~======== OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATJON CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1296.08 DOWNSTREAM ELEVATION = 1294.98 ELEVATIDN DIFFERENCE = 1.10 TC = 0.393*[C 110.00**3)/C 1.10)J**.2 = 6.464 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.423 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.57 0.15 TOTAL RUNOFFCCFS) 0.57 **************************************************************************** FLOW PROCESS FROM NODE 820.00 TO NODE 816.00 IS CODE = 61 tttteCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARD CURB SECTION USED) . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1294.48 DOWNSTREAM ELEVATIONCFEET) = 1290.04 STREET LENGTHCFEET) = .315.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) .DE STREET CROSSFALLCDECIMAL) 0.020 IDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 1JV' Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of~Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) eREETFLOW MODEL RESULTS USING ESTI~ATEO FLOW: REET FLOW DEPTH(FEET) = 0.28 - HALFSTREET FLOOD WIDTHCFEET) = 3.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.95 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 0.82 STREET FLOW TRAVEL TIMECMIN.) = 1.78 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.870 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8536 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.40 TOTAL AREACACRES) = 0.55 1.23 8.24 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 1.32 1.89 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.64 FLOW VELOCITYCFEET/SEC.) = 3.25 DEPTH*VELOCITYCFT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 819.00 TO NOOE 816.00 = 425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CODE = ...~.DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: ~ OF CONCENTRATIONCMIN.) = 8.24 ~FALL INTENSITY(INCH/HR) = 3.87 TOTAL STREAM AREACACRES) = 0.55 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.89 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 5.92 2 1.89 Tc CMIN.) 12.38 8.24 INTENSITY CINCH/HOUR) 3.095 3.870 AREA CACRE) 2.20 0.55 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 5.84 8.24 3.870 2 7.43 12.38 3.095 .UTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW RATECCFS) 7.43 TcCMIN.) = 12.38 TOTAL AREACACRES) = 2.75 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 816.00 790.00 FEET. JP\ **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 821.00 IS CODE = 61 ee~eeCOMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== ~.CSTANDARO CURB SECTION USEO)===== ~====================================================================== UPSTREAM ELEVATIONCFEET) = 1290.04 OOWNSTREAM ELEVATIONCFEET) = 1288.93 STREET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.67 HALFSTREET FLDOD WIDTHCFEET) = 16.15 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIMECMIN.) = 1.55 TcCMIN.) = 13.93 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.901 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7806 SOIL CLASSIFICATION IS "B" ~REA AREACACRES) = 0.75 ~L AREA(ACRES) = 3.50 8.28 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 1.70 9.13 END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.69 HALFSTREET FLOOD WIOTHCFEET) = 17.38 FLOW VELOCITYCFEET/SEC.) = 2.58 DEPTH*VELOCITYCFT*FT/SEC.) LONGEST FLOWPATH FROM NODE 814.00 TO NDDE 821.00 = 1030.00 1.n FEET. **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS COOE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.93 RAINFALL INTENSITYCINCH/HR) = 2.90 TOTAL STREAM AREACACRES) = 3.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 9.13 **************************************************************************** FLOW PROCESS FROM NODE 822.00 TO NODE 823.00 IS CODE = 21 e~~e~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1300.79 DOWNSTREAM ELEVATION = 1299.59 ~ ELEVATION DIFFERENCE = 1.20 TC = 0.393*[C 120.00"3)/C 1.20)]**.2 = . 6.693 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.339 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8582 ~ CLASSIFICATION IS "D" ~REA RUNOFFCCFS) = 0.74 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 823.00 TO NODE 821.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1299.09 DOWNSTREAM ELEVATIONCFEET) = 1288.93 STREET LENGTHCFEET) = 360.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(~urb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: .REET FLOW DEPTHCFEET) = 0.28 LFSTREET FLOOD WIDTHCFEET) = 3.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIMECMIN.) = 1.44 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.900 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8540 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) 0.60 TOTAL AREACACRES) = 0.80 1.74 8.13 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 2.00 2.74 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.68 FLOW VELOCITY(FEET/SEC.) = 4.62 OEPTH*VELOCITY(FT*FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 821.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 821. 00 TO NODE 821.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.13 4INFALL INTENSITY(INCH/HR) = 3.90 L STREAM AREACACRES) = 0.80 FLOW RATECCFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS ITY AREA ~1J.. NUMBER 1 2 (CFS) 9.13 2.74 CMIN.) 13.93 8.13 (INCH/HOUR) 2.901 3.900 CACRE) 3.50 0.80 ~********************~********WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 8.07 8.13 3.900 2 11. 17 13.93 2.901 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 11.17 TcCMIN.) = 13.93 TOTAL AREACACRES) = 4.30 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 821.00 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821. 00 TO NODE 821.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .AL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.93 RAINFALL INTENSITYCINCH/HR) = 2.90 TOTAL STREAM AREACACRES) = 4.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.17 **************************************************************************** FLOW PROCESS FROM NODE 824.00 TO NODE 821.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1299.59 DOWNSTREAM ELEVATION = 1288.93 ELEVATION DIFFERENCE = 10.66 TC = 0.303*[C 340.00**3)/C 10.66)]**.2 = 6.236 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.511 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.93 TOTAL AREACACRES) = 0.23 TOTAL RUNOFFCCFS) = 0.93 ~*********************************************************************** ~W PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ?J~ ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 6.24 eINFALL INTENSITYCINCH/HR) = 4.51 TAL STREAM AREACACRES) = 0.23 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.93 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 11. 17 2 0.93 Tc CMIN. ) 13.93 6.24 INTENSITY CINCH/HOUR) 2.901 4.511 AREA CACRE) 4.30 0.23 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc CCFS) CMIN.) 5.93 6.24 11.n 13.93 INTENSITY (I NCH/HOUR) 4.511 2.901 tlMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AK FLOW RATECCFS) = 11.77 TcCMIN.) = OTAL AREACACRES) = 4.53 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 13.93 821. 00 1030.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) 4.53 TCCMIN.) = 11. 77 13.93 ============================================================================ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS ~ 1>~ ************************************~*************************************** . RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOO CONTROL & WATER CONSERVATION OISTRICT CRCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Oate: 01/01/2000 License ID 1264 Analysis prepared by: RBF& Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 800 NODES 821 - 842 * * lOa-YEAR: * * * ************************************************************************** FILE NAME: 821840.DAT TIME/DATE OF STUDY: 14:18 09/26/2001 ---------------------------------------------------------------------------- USER SPECIFIEO HYDROLOGY ANO HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SI2ECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE = 0.95 .YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITYCINCH/HOURl = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-OURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITYCINCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO HYDROLOGY MANUAL DC"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOWNSTREAM ANALYSES *USER-OEFINED STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREET FLOW MODEL* HALF- CROWN TO STREET'CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIOTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIOE/ WAY CFT) (FT) CFT) (FT) Cn) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street FLow Depth) - <Top-of-Curb) 2. (Oepth)*(VeLocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ~******************..*************************************************** ~ PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 7 --------~------------------------------------------------------------------- .....USER SPECIFIEO HYDROLOGY INFORMATION AT NOOE===== USER-SPECIFIED VALUES ARE AS FOLLOWS: ?].,p ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TCCMIN) = 13.93 TOTAL AREACACRES) = RAIN INTENSITYCINCH/HOUR) = 2.90 4.53 TOTAL RUNOFFCCFS) = l1.n **************************************************************************** .w PROCESS FROM NODE 821.00 TD NODE 825.00 IS CODE = 61 -------~--------------------:-------~_______________M____~.______________ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1288.93 DOWNSTREAM ELEVATIONCFEET) = 1284.28 STREET LENGTHCFEET) = 176.33 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectian(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 15.09 STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.61 HALFSTREET FLODD WIOTHCFEET) = 12.87 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.16 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 0.48 eo YEAR RAINFALL INTENSITYCINCH/HOUR) = EVE LOPED WATERSHED RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.00 TOTAL AREACACRES) = 7.53 3.78 TcCMIN.) = 2.847 .7785 14.41 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 6.65 18.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.65 HALFSTREET FLOOD WIOTHCFEET) = 15.33 FLOW VELOCITYCFEET/SEC.) = 6.13 DEPTH*VELOCITYCFT*FT/SEC.) = 4.00 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 176.3 FT WITH ELEVATION-OROP = 4.7 FT, IS 9.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 825.00 LONGEST FLOWPATH FROM NOOE 0.00 TO NODE 825.00 = 176.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 825.00 TO NODE 825.00 IS CODE = ---------------------------~-----~------------------------------------------ .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 14.41 RAINFALL INTENSITYCINCH/HR) = 2.85 TOTAL STREAM AREACACRES) = 7.53 PEAK FLOW RATECCFS) AT CONFLUENCE = 18.42 ~********************************************************************** ~W PROCESS FROM NODE 826.00 TO NODE 827.00 IS CODE = 21 -------.-------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS q; <7<'7 ============================================================================ ASSUMEO INITIAL SUBAREA UNIFORM . OEVELOPMENT IS SINGLE FAMILY C1I4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 tllTIAL SUBAREA FLOW-LENGTH = 150.00 STREAM ELEVATION = 1295.04 OWNSTREAM ELEVATION = 1293.54 ELEVATION OIFFERENCE = 1.50 TC = 0.393*[( 150.00**3)/C 1.50)J**.2 = 7.318 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.131 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8563 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 1.06 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NOOE 827.00 TO NOOE 828.00 IS CODE = 61 _______~_M___________________________________________________________~______ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1293.04 OOWNSTREAM ELEVATIONCFEET) = 1283.71 STREET LENGTHCFEET) = 975.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 .EET PARKWAY CROSSFALLCOECIMAL) = 0.020 . nning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.51 HALFSTREET FLOOD WIDTHCFEET) = 6.20 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.55 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.80 STREET FLOW TRAVEL TIMECMIN.) = 4.57 TcCMIN.) = 11.89 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.164 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8446 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 3.00 TOTAL AREACACRES) = 3.30 5.10 SUBAREA RUNOFF(CFS) = PEAK fLOW RATECCFS) = 8.02 9.08 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.61 HALFSTREET FLOOD WIDTHCFEET): 12.87 FLOW VELOCITYCFEET/SEC.) = 3.70 DEPTH*VELOCITYCFT*FT/SEC.) = 2.27 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 975.0 FT WITH ELEVATION-DROP = 9.3 FT, IS 6.8 CFS, WHICH EXCEEOS THE TOP-OF-CUR8 STREET CAPACITY AT NOOE 828.00 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 828.00 = 1125.00 FEET. ~*********************************************************************** ~W PROCESS FROM NOOE 825.00 TO NODE 828.00 IS COOE = 1 ---------------------------------------------------------------------------- .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== f7;) ?vJ1f.. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENCENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.89 tilNFALL INTENSITYCINCH/HR) = 3.16 AL STREAM AREACACRES) = 3.30 AK FLOW RATECCFS) AT CONFLUENCE = 9.08 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 18.42 2 9.08 Tc CMIN. ) 14.41 11.89 INTENSITY (INCH/HOUR) 2.847 3.164 AREA CACRE) 7.53 3.30 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCC FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ****************************************************************.********* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 24.28 11.89 3.164 2 26.59 14.41 2.847 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: eK FLOW RATECCFS) = 26.59 TcCMIN.) = AL AREA(ACRES) = 10.83 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 14.41 828.00 = 1125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 828.00 TO NOOE 813.00 IS CODE = 61 ----~-------------------._-------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1283.71 DOWNSTREAM ELEVATIONCFEET) = 1282.21 STREET LENGTHCFEET) = 30.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIOE STREET CROSSFALLCDECIMAL) OUTSIOE STREET CROSSFALLCOECIMAL) GRAOEBREAKCFEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 26.60 STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.66 ~LFSTREET FLOOD WIDTHCFEET) = 15.84 AVERAGE FLOW VELOCITYCFEET/SEC.) = 8.49 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 5.61 STREET FLOW TRAVEL TIMECMIN.) = 0.06 TcCMIN.) = 14.47 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.841 1)"1;6 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8843 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 0.01 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 10.84 PEAK FLOW RATECCFS) = 4111tD OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.66 HALFSTREET FLOOD WIDTHCFEET) 15.84 FLOW VELOCITYCFEET/SEC.) = 8.49 DEPTH*VELOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 826.00 TO NODE 813.00 = 1155.00 0.03 26.61 5.61 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 813.00 TO NODE 813.00 IS COOE = ---------------._-------------------------~---------~----------------------- .....OESIGNATE INOEPENDENT STREAM FOR CDNFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENDENT STREAM 1 ARE: TIME DF CONCENTRATIONCMIN.) = 14.47 RAINFALL INTENSITYCINCH/HR) = 2.84 TOTAL STREAM AREACACRES) = 10.84 PEAK FLOW RATECCFS) AT CONFLUENCE = 26.61 **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 7 -------------------------------------------------------------------------.-- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN)' 10.43 RAIN INTENSITYCINCH/HOUR) = 3.40 4111tTAL AREACACRES) = 6.14 TOTAL RUNOFFCCFS) = 18.58 **************************************************************************** FLOW PROCESS FROM NOOE 807.00 TO NODE 813.00 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 CONCENTRATIONCMIN.) = 10.43 RAINFALL INTENSITYCINCH/HR) = 3.40 TOTAL STREAM AREACACRES) = 6.14 PEAK FLOW RATECCFS) AT CONFLUENCE = 18.58 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 26.61 2 18.58 Tc CMIN.) 14.47 10.43 INTENSITY CINCH/HOUR) 2.841 3.400 AREA CACRE) 10.84 6.14 *********************************WARNI NG********************************** ~ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 4111tNFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ?;o/P STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 37.77 10.43 3.400 2 42.14 14.47 2.841 ~OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 42.14 TcCMIN.) = 14.47 TOTAL AREACACRES) = 16.98 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 813.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 829.00 IS CODE = 61 ------------------------------------...------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.20 OOWNSTREAM ELEVATIONCFE<T) = 1274.12 STREET LENGTHCFEET) = 270.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCOECIMAL) 0.020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR ,for StreetfLow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR- for Back-af-Walk Flow Section = 0.0200 ~**TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = ~STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.67 HALFSTREET FLOOD WIDTHCFEET) = 16.46 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.54 PRDDUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 4.38 STREET FLOW TRAVEL TIMECMIN.) = 0.69 TcCMIN.) = 15.15 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.769 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8378 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.80 TOTAL AREACACRES) = 17.78 43.07 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.86 43.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.67 HALFSTREET FLOOD WIDTHCFEET) = 16.66 FLOW VELOCITYCFEET/SEC.) = 6.57 DEPTH*VELOCITYCFT*FT/SEC.) = 4.43 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 829.00 = 1425.DO FEET. **************************************************************************** FLOW PROCESS FROM NOOE 829.00 TO NODE 830.00 IS CODE = ----------------------~----------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: _ME OF CONCENTRATIDN(MIN.) = 15.15 INFALL INTENSITYCINCH/HR) = 2.77 TAL STREAM AREACACRES) = 17.78 PEAK FLOW RATECCFS) AT CONFLUENCE = 43.99 **************************************************************************** </;J~1 FLOW PROCESS FROM NOOE 831.00 TO NOOE 832.00 IS CODE = 21 -~-~-~._-------------------._----------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS===== 4111i=====:;;:::~=:::;:::=;::::::=::::~::=======~============================ DEVELOPMENT IS SINGLE"FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1280.38 DOWNSTREAM ELEVATION = 1279.28 ELEVATION DIFFERENCE = 1.10 TC = 0.393*[C 110.00**3)/C 1.10)J**.2 = 6.464 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.423 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.76 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NOOE 832.0D TO NOOE 830.00 IS CODE = 61 .------------------------------------------.-------------------------------- .....COMPUTE STREET FLOW TRAVEL TiME THRU SUBAREA===== .....CSTANOARD CURB SECTION USEO)===== ============================================================================ UPSTREAM ELEVATIONCFEET) = 1278.78 DOWNSTREAM ELEVATIONCFEET) = 1274.92 STREET LENGTHCFEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.0D OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 .IOE STREET CROSSFALLCOECIMAL) = 0.020 TSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) = 4.09 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.42 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.24 STREET FLOW TRAVEL TIMECMIN.) = 1.37 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.981 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8548 SOIL CLASSIFICATION IS .0" SUBAREA AREACACRES) 1.00 TOTAL AREACACRES) = 1.20 2.46 7.83 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.40 4.16 ENO OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.44 HALFSTREET FLOOO WIOTHCFEET) = 5.06 FLOW VELOCITYCFEET/SEC.) = 3.88 DEPTH*VELOCITYCFT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 831.00 TO NOOE 830.00 = 390.00 FEET. ~*********************************************************************** ~OW PROCESS FROM NODE 830.00 TO NODE 830.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~ ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 7.83 tlINFALL INTENSITYCINCH/HR) = 3.98 TAL STREA~ AREACACRES) = 1.20 EAK FLOW RATECCFS) AT CONFLUENCE = 4.16 **************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NODE 834.00 IS CODE = 21 ------..~----------------------~-------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1280.68 DOWNSTREAM ELEVATION = 1279.28 ELEVATION DIFFERENCE = 1.40 TC = 0.393"[C 140.00""3)/C 1.40)]"".2 = 7.119 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.195 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.72 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.72 ************.*************************************************************** FLOW PROCESS FROM NODE 834.00 TO NODE 830.00 IS CODE = 61 ______~w________________._______________~___________________________________ ....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ....CSTANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1278.78 DOWNSTREAM ELEVATIONCFEET) = 1274.92 STREET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.02D OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of~Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATEO FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOWOEPTHCFEET) = 0.33 HALFSTREET FLOOD WIOTHCFEET) = 3.73 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIMECMIN.) = 1.0D TcCMIN.) = 8.12 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.902 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFf COEFFICIENT = .8540 ..L CLASSIFICATION IS "0" AREA AREACACRES) = 0.90 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.10 PEAK FLOW RATECCFS) = 2.22 3.00 3.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) = 4.61 1J?/\ FLOW VELOCITYCFEET/SEC.) = 4.13 DEPTH*VELOCITYCFT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NOOE 833.00 TO NODE 830.00 = 360.06 FEET. **************************************************************************** ~-~~~::~~-~~~~-~~:_---~~~:~~-~~-~~~:_---~~~:~~-~~.:~~:-~---~_._----_.- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 8.12 RAINFALL INTENSITYCINCH/HR) = 3.90 TOTAL STREAM AREACACRES) = 1.10 PEAK FLOW RATECCFS) AT CONFLUENCE 3.72 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 43.99 2 4.16 3 3.72 Tc CMIN. ) 15.15 7.83 8.12 INTENSITY (INCH/HOUR) 2.769 3.981 3.902 AREA CACRE) 17.78 1.20 1.10 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** eNFALL INTENSITY AND TIME OF CONCENTRATION RATIO . FLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 30.48 7.83 3.981 2 31.37 8.12 3.902 3 49.53 15.15 2.769 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 49.53 TcCMIN.) = 15.15 TOTAL AREACACRES) = 20.08 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 830.00 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 829.00 TO NOOE 840.00 IS CODE = 61 ----------~-------_._-------------------------------------~----------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1274.12 DOWNSTREAM ELEVATIONCFEET) = 1265.46 STREET LENGTHCFEET) = 248.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 4IANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) DE STREET CROSSFALLCDECIMAL) = 0.020 TSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 1rO Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-at-Walk FLow Section = 0.0200 .""TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) = TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.69 " HALFSTREET FLOOD WIOTHCFEET) = 17.59 AVERAGE FLOW VELOCITYCFEET/SEC.) = 7.10 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 4.89 STREET FLOW TRAVEL TIMECMIN.) = 0.58 TcCMIN.) = 15.74 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.712 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8366 SOIL CLASSIFICATION IS RD" SUBAREA AREACACRES) = 1.40 TOTAL AREACACRES) = 21.48 51.12 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 3.18 52.70 END OF SUBAREA STREET FLOW HYORAULICS: OEPTHCFEET) = 0.70 HALFSTREET FLOOD WIDTHCFEET) = 18.00 FLOW VELOCITYCFEET/SEC.) = 7.09 DEPTH"VELOCITYCFT"FT/SEC.) = 4.93 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 840.00 = 1673.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 840.00 TO NODE 835.00 IS CODE' -----------------------------------------------______~_________~__________4_ 4e4440ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 15.74 _FALL INTENSITYCINCH/HR) = 2.71 AL STREAM AREACACRES) = 21.48 PEAK FLOW RATECCFS) AT CONFLUENCE = 52.70 **************************************************************************** FLOW PROCESS FROM NOOE 836.00 TO NODE 837.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"rCLENGTH""3)/CELEVATION CHANGEl]"".2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1269.62 DOWNSTREAM ELEVATION = 1268.42 ELEVATION DIFFERENCE = 1.20 TC = 0.393"[C 120.00""3)/C 1.20)]"".2 6.693 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.339 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8582 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 1.12 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) , 1.12 **************************************************************************** FLOW PROCESS FROM NODE 837.00 TO NODE 835.00 IS CODE = 61 -- --------------------.--------------------------------------------------- .COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ...CSTANDARD CURB SECTION USEO) , ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1267.92 DOWNSTREAM ELEVATIONCFEET) = 1265.26 STREET LENGTHCFEET) = 265.00 CURB HEIGHTCINCHES) = 6.0 ~\ STREET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 ~IDE STREET CROSSFALLCDECIMAL) = 0.020 .....,SIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) = STREET FLOW MOOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.37 HALFSTREET FLOOD WIDTHCFEET) = 4.22 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.12 STREET FLOW TRAVEL TIMECMIN.) = 1.48 TcCMIN.) = 8.17 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.889 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8538 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.70 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1.00 PEAK FLDW RATECCFS) 2.28 2.32 3.44 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.44 HALFSTREET FLOOO WIDTHCFEET) = 5.00 FLOW VELOCITYCFEET/SEC.) = 3.28 DEPTH*VELOCITYCFT*FT/SEC.) 1.43 LONGEST FLOWPATH FROM NODE 836.00'TO NODE 835.00 = 385.00 FEET. ~*********************************************************************** ~ PROCESS FROM NODE 837.00 TO NODE 835.00 IS CODE = 1 --------------------------------..----------------------..------------.----- tt~t~OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 8.17 RAINFALL INTENSITYCINCH/HR) = 3.89 TOTAL STREAM AREACACRES) = 1.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.44 **************************************************************************** FLOW PROCESS FROM NODE 838.00 TO NODE 839.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1269.52 OOWNSTREAM ELEVATION = 1268.42' ELEVATION DIFFERENCE' 1.10 TC = 0.393*[C 110.00**3)/C 1.10)]**.2 = 6.464 .0 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.423 LE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8589 L CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.76 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.76 ~?/ **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NOOE 835.00 IS CODE =' 61 ~__w_______________________________________w______________________________~_ ~..COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ....,..CSTANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATIONCFEET) = 1267.92 DOWNSTREAM ELEVATIONCFEET) = 1265.26 STREET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATEO FLOWCCFS) = 1.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.34 HALFSTREET FLOOD WIDTHCFEET) = 3.83 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.06. STREET FLOW TRAVEL TIMECMIN.) = 1.19 TcCMIN.) = 7.65 lDO YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.032 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8553 SOIL CLASSIFICATION IS "DR 4111JAREA AREACACRES) = 0.70 SUBAREA RUNOFFCCFS) = 2.41 . AL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) 3.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.41 HALFSTREET FLOOO WIDTHCFEET) = 4.65 FLOW VELOCITYCFEET/SEC.) = 3.47 DEPTH*VELOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 838.00 TO NODE 835.00 = 330.00 1.42 FEET. **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = --------~------------------------------------------------------------------- .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 7.65 RAINFALL INTENSITYCINCH/HR) = 4.03 TOTAL STREAM AREACACRES) = 0.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.17 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 52.70 .2 3.44 3 3.17 Tc CMIN.) 15.74 8.17 7.65 INTENSITY (INCH/HOUR) 2.712 3.889 4.032 AREA CACRE) 21.48 1.00 0.90 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA 1ft?; WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~INFALL INTENSITY AND TIME OF CONCENTRATION ,...,NFLUENCE FORMULA USED FOR 3 STREAMS. RATIO ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF CCFS) 32.02 33.86 57.24 TABLE ** Tc CMIN.) 7.65 8.17 15.74 INTENSITY CINCH/HOUR) 4.032 3.889 2.712 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 57.24 TcCMIN.) = 15.74 TOTAL AREACACRES) = 23.38 LONGEST FLOWPATH FROM NOOE 826.00 TO NODE 835.00 = 1673.00 FEET. **.*******************************.*.******************.******************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 7 ---___.________________________________w____________________________________ .....USER SPECIFIEO HYOROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.74 RAIN INTENSITYCINCH/HOUR) = 2.71 TOTAL AREACACRES) = 12.00 TOTAL RUNOFFCCFS) = 8.12 ********~******************************************************************* .FL~~ _ ~~~~=~~ _ ~~~~_ ~~~= __ _ _ ~~:: ~~ _ ~~ _ ~~~= _ _ _ _ ~ ~: ~~ _ ~~ _ ~~~= _: _. ~~ _ _ _ _ _ _ _ _ __ ....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USEO)===== ============================================================================ UPSTREAM ELEVATIONCFEET) = 1265.26 OOWNSTREAM ELEVATIONCFEET) = 1263.04 STREET LENGTHCFEET) = 442.38 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHCFEET) = 0.69 HALFSTREET FLOOD WIDTHCFEET) = 17.59 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.69 -PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.85 STREET FLOW TRAVEL TIMECMIN.) = 2.75 TcCMIN.) = 18.49 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.483 ..GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8317 L CLASSIFICATION IS no" SUBAREA AREACACRES) = 1.50 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 13.50 PEAK FLOW RATECCFS) = 9.67 3.10 11.22 ENO OF SUBAREA STREET FLOW HYORAULICS: ~ OEPTHCFEET) = 0.72 HALFSTREET FLOOO WIOTHCFEET) = 19.43 FLOW VELOCITYCFEET/SEC:) = 2.71 OEPTH*VELOCITYCFT*FT/SEC.) 1.94 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SU8AREA PARAMETERS, AND L = 442.4 FT WITH ELEVATION-DROP = 2.2 FT, IS 3.8 CFS, ~ WHICH EXCEEOS THE TOP-OF-CURB STREET CAPACITY AT NODE 841.00 ~GEST FLOWPATH FROM NOOE 826.00 TO NOOE 841.00 = 2115.38 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 841.00 TO NODE 841.00 IS CODE = ---------------------------------------------------------------~------------ .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 18.49 RAINFALL INTENSITYCINCH/HR) = 2.48 TOTAL STREAM AREACACRES) = 13.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.22 **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 7 ----------------------_____________w________________________________________ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.74 RAIN INTENSITYCINCH/HOUR) = 2.71 TOTAL AREACACRES) = 12.00 TOTAL RUNOFFCCFS) = 8.12 **************************************************************************** ew PROCESS FROM NODE 840.00 10 NODE 842.00 IS COOE = 61 ----------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANOARD CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1265.46 OOWNSTREAM ELEVATIONCFEET) = 1263.04 STREET LENGTHCFEET) = 484.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb} = 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.70 HALFSTREET FLOOD WIDTHCFEET) = 18.41 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.70 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.90 STREET FLOW TRAVEL TIMECMIN.) = 2.98 TcCMIN.) = 18.72 . YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.465 LE-FAMILYC1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8313 IL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 2.20 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 14.20 PEAK FLOW RATECCFS) 10.37 ..51 12.63 ~ END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.74 HALF STREET FLOOO WIOTHCFEET) = 20.97 FLOW VELOCITYCFEET/SEC.) = 2.72 DEPTH*VELOCITYCFT*FT/SEC.) = 2.02 .*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 484.0 FT WITH ELEVATION-DROP = 2.4 FT, IS 5.5 CFS, WHICH EXCEEOS THE TOP-OF-CUR8 STREET CAPACITY AT"NODE 842.00 LONGEST FLOWPATH FROM NODE 836.00 TO NODE 842.00 = 869.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 841.00 TO NODE 842.00 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 CONCENTRATIONCMIN.) = 18.72 RAINFALL INTENSITYCINCH/HR) = 2.47 TOTAL STREAM AREACACRES) = 14.20 PEAK FLOW RATECCFS) AT CONFLUENCE 12.63 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 11.22 12.63 Tc CMIN.) 18.49 18.72 INTENSITY CINCH/HOUR) 2.483 2.465 AREA CACRE) 13.50 14.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED . THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA LL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 23.69 18.49 2.483 2 a.n 18.72 2.465 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 23.77 TcCMIN.) = 18.72 TOTAL AREACACRES) = 27.70 LONGEST FLOWPATH FROM NODE 826.00 TO NODE 842.00 = 2115.38 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUOY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) 27.70 TCCMIN.) = a.n 18.72 ============================================================================ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS - ~ ~ ~ ~ REVISED CATCH BASIN & STREET FLOW CALCULA TIONS DRAINAGE BASIN 800 LINES C, C1, C2, C3 & C4 ~~ **************************************************************************** ~ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ------------------~--------------------------------------------------------- TIME/DATE OF STUDY: 13:35 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 835 AND 840 * * 10-YEAR * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION ---------------------------------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) . 0.020000 CONSTANT STREET FLOWCCFS) = 38.74 eVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 ;ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET). 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET). 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MOOEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASEO ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIOE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTHCFEET) = 0.51 HALF STREET FLOOO WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.45 19.72 4.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- -- ~ **************************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 --------------------------------------------------~---------------------~--- TIME/DATE OF STUOY: 14:01 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 835 840 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION====: -----------------~-------------------~-------------------------------------- . eurb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOWCCFS) = 19.37 GUTTER FLOWOEPTHCFEET) = 0.51 BASIN LOCAL DEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 28.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 39.2 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.4 ************************** DESCRIPTION OF STUDY ************************** * NODES 835 AND 840 * 10-YEAR * * * * ************************************************************************** **************************************************************************** .....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION====: ------~-------------------------------------------------------~------------- ~urb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph pLots for fLowby basins and sump basins. STREETFLOWCCFS) 19.37 ~ GUTTER FlOWDEPTHCFEET) = 0.51 BASIN lOCAL OEPRESSIONCFEET) = 0.33 FlOWBY BASIN WIDTHCFEET) = 28.00 ~...CAlCUlATED BASIN WIDTH FOR TOTAL INTERCEPTION = 39.2 ....CAlCUlATEO ESTIMATEO INTERCEPTIONCCFS) = 16.4 ============================================================================ . . ~ **************************************************************************** -- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01,01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 --~--------------~------~-------------------------------------~----~----~--- TIME/OATE OF STUDY: 09:46 09/26/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NODES 821 825 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: -----------------------------~~-------------_._--------~----------------.--- CONSTANT STREET GRADECFEET/FEET) = 0.026000 CONSTANT STREET FLOWCCFS) = 11.92 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER'LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: --------------.--------------------.-----------------------------------~~--- STREET FLOW DEPTHCFEET) = 0.42 HALF STREET FLOOD WIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.04 15.22 4.84 ============================================================================ . 7/.1)\ ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ----------------------------------------~._--------------_._-----~------_.-- TIME/DATE OF STUDY: 13:29 10/03/2001 ============================================================================ ************************** DESCRIPTION Of STUDY ************************** * node 841 * la-year * * * * ************************************************************************** **************************************************************************** ....FlOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION====: ----------~----_._------_.------------------------_._----------------------- .curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFlOWCCFS) = 5.00 GUTTER FlOWDEPTHCFEET) = 0.42 BASIN lOCAL OEPRESSIONCFEET) = 0.33 FlOWBY BASIN WIOTHCFEET) = 11.00 ....CAlCUlATEO BASIN WIDTH FOR TOTAL INTERCEPTION = 12.4 etttCALCULATEO ESTIMATED INTERCEPTION(CFS) = 4.7 ============================================================================ . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Saftware (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---~------------------------------------~----------------------------------- TIME/OATE OF STUOY: 14:03 10/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node Ilir'I" ~ '1:"L * 10-year * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ---------------------------------------------------------------------------- eurb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOWCCFS) = 5.90 GUTTER FLOWDEPTHCFEET) = 0.44 BASIN LOCAL DEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 11.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.9 ....CALCULATED ESTIMATED INTERCEPTIONCCFS) = 5.2 ====================;======================================================= . ?;?r'7 **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License IO 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUOY: 09:48 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 828 813 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ~~~~STREETFLOW MODEL INPUT INFORMATION:=;: CONSTANT STREET GRAOECFEET/FEET) = 0.050000 CONSTANT STREET FLOWCCFS) = 17.30 eVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDEClMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS =;=========~================================================================ STREET FLOW MOOEL RESULTS: STREET FLOW DEPTHCFEET) = 0.43 HALFSTREET FLOOO WIOTHCFEET) = 15.78 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.56 PRODUCT OF DEPTH&VELOCITY = 2.83 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -----------~------------~--------------------------------------------------- TIME/DATE OF STUDY: 09:50 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 813 * 10-YEAR * 829 * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===:: CONSTANT STREET GRADECFEET/FEET) = 0.030000 .ONSTANT STREET FLOWCCFS) = 18.87 VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIOTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MOOEL RESULTS: STREET FLOW DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 18.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.55 PRODUCT OF DEPTH&VELOCITY = 2.65 ============================================================================ . / # **************************************************************************** ~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:52 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 807 - 830 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRADECFEET/FEETl = 0.027000 CONSTANT STREET FLOWCCFS) = 12.63 .VERAGE STREETFLOW FRicTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIOTHCFEET) = 20.00 OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER'HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: STREET FLOW DEPTHCFEET) = 0.43 HALFSTREET FLOOO WIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF OEPTH&VELOCITY = 2.07 15.78 4.79 ============================================================================ . ~ *****************~********************************************************** ~ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:54 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 830 - 835 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRADECFEET/FEET) = 0.040000 CONSTANT STREET FLOWCCFS) = 17.32 .VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTHCfEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03150 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SlOE, ANO THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: STREET FLOW DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIDTHCFEET) = 16.34 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.14 PRODUCT OF DEPTH&VELOCITY = 2.72 ============================================================================ . ~ **************************************************************************** ~ HYORAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982~2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID'1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:59 09/26/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NODES 829 - 840 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRADECFEET/FEET) = 0.035000 CONSTANT STREET FLOWCCFS) = 20.95 eVERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 18.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.16 PRODUCT OF DEPTH&VELOCITY = 2.94 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ # **************************************************************************** ~ HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Capyright 1982-2000 Advanced Engineering Saftware (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/OATE OF STUOY: 07:58 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * max ql0 * Q = 8.8 CFS * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRAOECFEET/FEET) = 0.005000 CONSTANT STREET FLOW DEPTHCFEET) = 0.50 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ""'ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. ============================================================================ STREET FLOW MOOEL RESULTS: STREET FLOW DEPTHCFEET) = 0.50 HALFSTREET FLOOD WIDTHCFEET) = 19.19 HALFSTREET FLOWCCFS) = 8.89 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.32 PRODUCT OF OEPTH&VELOCITY = 1.16 ============================================================================ . # **************************************************************************** . HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 -Release Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:06 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 835 & 840 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: CONSTANT STREET GRADECFEET/FEET) = 0.020000 CONSTANT STREET FLOWCCFS) = 57.24 AAVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 ~CONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTEO. STREET FLOW DEPTHCFEET) = 0.57 HALFSTREET FLOOD WIDTHCFEET) = 20.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.59 PRODUCT OF DEPTH&VELOCITY = 3.16 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 7:1(;f() **************************************************************************** HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Oate: 01/01/2000 License 10 1264 . Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -~--------------------------------_._-------------------------~~-----._----- TIME/DATE OF STUDY: 14:54 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 835 840 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ---------------------------------------------------------------------------- .curb Inlet Capacities are approximated based on the Bureau of ublic Roads nomograph pLots for fLowby basins and sump basins. STREETFLOWCCFS) = 28.62 GUTTER FLOWOEPTHCFEET) = 0.57 BASIN LOCAL DEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 28.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 51.5 ....CALCULATED ESTIMATED INTERCEPTIONCCFS) = 20.5 ============================================================================ . ?;?0\ **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:56 09/26/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 841 842 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: CONSTANT STREET GRADECFEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 23.77 _VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ONSTANT.SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ====~~=:================:=::================================================ STREET FLOW MOOEL RESULTS: ------~----~-------------------_._------------------------------------------ NOTE: STREET FLOW EXCEEOS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTEO. STREET FLOW DEPTH~FEET) = 0.55 HALFSTREET FLOOD WIDTHCFEET) = 20.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY = 1.37 ============================================================================ 1 . 1k'V **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ----------~-----------------~----------------~----~------------------------- TIME/OATE OF STUDY: 15:00 09/26/2001 =========================~================================================== :1 * NODES 841 842 * 100-YEAR ************************** DESCRIPTION OF STUDY ************************** * * * ************************************************************************** * **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION -------------------------------------~--------------------------~-------~--- ~ Curb Inlet Capacities are approximated based on the Bureau of ~public Roads nomograph plots for flowby basins and sump basins. STREETFLOWCCFS) = 11.88 GUTTER FLOWDEPTHCFEET) = 0.55 BASIN LOCAL DEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 21.00 ....CALCULATEO BASIN WIDTH FOR TOTAL INTERCEPTION = 22.2 ....CALCULATED ESTIMATED INTERCEPTIONCCFS) = 11.6 ==~==============================================================~========== ~ ?f:P ~ REVISED WSPG OUTPUT: .. DRAINAGE BASIN 800 ~ LINES C, C1, C2, & C3 ~ ~ \!Brevc:~p- . . . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 line C UP TO 1678.83 & Line C1 FROM 1683.42 TO UPSTREAM END T3 File: RREVCWSP AND RREVCWSP 4/13/01 REV. 9/26/01 SO 999.411228.21 1 .013 1231.21 R 1080.991254.05 1 .013 R 1083.991254.54 1 .013 R 1200.031255.12 1 .013 R 1235.381255.30 1 .013 R 1261.121255.43 1 .013 1 JX 1265.781255.45 1 22.013 11.6 11..61256.201256.2045. 57. R 1365.821255.95 1 .013 R 1678.831257.51 1 .013 JX 1683.421257.98 3 4 .013 20.5 R 1707.161258.103 .013 SH 3 CD 1 4 CD 24 CD 34 CD 44 26. 1258.00 3.0 1.5 2.0 2.0 . - ~"' - 90. 1 45. 45. ~_. --- - --,.~ Pa9~J.J ~ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE Hill PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - line C UP TO 1678.83 & line Cl FROM 1683.42 TO UPSTREAM END HEADING LINE NO 3 IS . File: RREVC.wSP AND RREVC.wSP 4/13/01 REV. 9/26/01 1f/P . . . F0515P WATER SURFACE PROFilE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 999.41 1228.21 1 ElEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1080.99 1254.05 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1083.991254.54 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1200.031255.12 1 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1235.38 1255.30 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1261.121255.43 1 0.013 PAGE NO 2 W S ElEV 1231.21 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 7 IS A JUNCTION . U/S DATA STATION INVERT SECT LAT-1 LAT-2 1265.781255.45 1 2 2 0.013 11.6 ELEMENT NO B IS A REACH U/S DATA STATION INVERT SECT 1365.821255.95 1 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT 1678.831257.51 1 0.013 . N 03 04 INVERT-3 INVERT -4 PHI 3 PHI 4 11.6 1256.20 1256.20 45.00 57.00 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 26.00 0.00 1 ELEMENT NO 10 IS A JUNCTION . U/S DATA STATION INVERT SECT LAT-1LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1683.421257.98 3 4 0 0.013 20.5 0.0 125B.00 0.00 45.00 0.00 ELEMENT NO 11 IS A REACH UfS DATA STATION INVERT SECT 1707.161258.10 3 0.013 ELEMENT NO 12 IS A SYSTEM HEADWORKS UfS DATA STATION INVERT SECT 1707.161258.10 3 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 45.00 0 W S ElEV 0.00 ?G:.'\ . . . F0515P PAGE NO 3 WATER SURFACE PROFilE - ELEMENT CARD LISTING NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ElEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W,S.ElEV = INV + DC ?j/O . LICENSEE: RB.F. & ASSOC. . SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFilE LISTING CROWNE Hill PROJECT WORK ORDER # 151-00245.001 line C UP TO 1578.83 & line Cl FROM 1683.42 TO UPSTREAM END File: RREVC.wSP AND RREVC.wSP 4/13/01 REV. 9/26/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO AVBPR ElEV OF FLOW ElEV HEAD GRD.El. ElEV DEPTH DIA IDNO. PIER UElEM SO SF AVE HF NORM DEPTH ZR *******************-.-*-..........*************---,.,......,..,******-.*****------**-..****- 999.41 1228.21 0.920 1229.130 64.2 34.93 18.945 1248.075 0.00 2.573 3.00 0.00 0.00 0 0.00 14.89 0.31674 .208712 3.11 0.840 0.00 1014.30 1232.93 0.950 1233.876 64.2 33.35 17.271 1251.147 0.00 2.573 3.00 0.00 0.00 0 0.00 11.50 0.31674 .183165 2.11 0.840 0.00 1025.80 1236.57 0.984 1237.553 64.2 31.80 15.700 1253.253 0.00 2.573 3.00 0.00 0.00 0 0.00 8.92 0.31674 .160503 1.43 0.840 0.00 1034.72 1239.39 1.019 1240.412 84.2 30.33 14.280 1254.692 0.00 2.573 3.00 0.00 0.00 0 0.00 7.16 0.31674 .140644 1.01 0.840 0.00 1041.88 1241.66 1.055 1242.718 64.2 28.91 12.974 1255.692 0.00 2.573 3.00 0.00 0.00 0 0.00 . 5.91 0.31674 .123282 073 0.840 0.00 1047.79 1243.53 1.093 1244.626 64.2 27.57 11.799 1256.425 0.00 2.573 3.00 0.00 0.00 0 0.00 4.95 0.31674 .108101 0.54 0.B40 0.00 1052.74 1245.10 1.132 1246.234 64.2 26.28 10.724 1256.958 0.00 2.573 3.00 0.00 0.00 0 0.00 4.21 0.31674 .094812 0.40 0.840 0.00 1056.95 1246.43 1.173 1247.608 64.2 25.06 9.750 1257.358 0.00 2.573 3.00 0.00 0.00 0 0.00 3.62 0.31674 .083182 0.30 0.840 0.00 1060.57 1247.5B 1.215 124B.796 64.2 23.89 B.B64 1257.660 0.00 2.573 3.00 0.00 0.00 0 0.00 3.12 0.31674 .073015 0.23 0.B40 0.00 1063.69 1248.57 1.260 1249.830 64.2 22.78 8.059 1257.889 0.00 2.573 3.00 0.00 0.00 0 0.00 2.72 0.31674 .064128 0.17 0.840 0.00 1066.41 1249.43 1.306 1250.737 64.2 21.73 7.329 1258.066 0.00 2.573 3.00 0.00 0.00 0 0.00 2.37 0.31674 .056331 0.13 0.840 0.00 . ?:fli . LICENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFilE LISTING CROWNE Hill PROJECT WORK ORDER # 151-00245.001 line C UP TO 1678.83 & line Cl FROM 1683.42 TO UPSTREAM END File: RREVC.wSP AND RREVC.wSP 4/13/01 REV. 9/26/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO AVBPR ElEV OF FLOW ElEV HEAD GRD.El. ElEV DEPTH DIA IDNO. PIER UElEM SO SF AVE HF NORM DEPTH ZR *---.***-********************* ~ ~ ~ ******-**~*--********************-***-**************- 1068.78 1250.18 1.354 1251.537 64.2 20.71 6.660 1258.197 0.00 2.573 3.00 0.00 0.00 0 0.00 2.08 0.31674 .049519 0.10 0.840 0.00 1070.86 1250.84 1.405 1252.245 64.2 19.75 6.056 1258.301 0.00 2.573 3.00 0.00 0.00 0 0.00 1.82 0.31674 .043563 0.08 0.840 0.00 1072.68 1251.42 1.458 1252.875 64.2 18.83 5.504 1258.379 0.00 2.573 3.00 0.00 0.00 0 0.00 1.60 0.31674 .038339 0.06 0.840 0.00 1074.28 1251.92 1.513 1253.436 64.2 17.95 5.005 1258.441 0.00 2.573 3.00 0.00 0.00 0 0.00 1.40 0.31674 .033772 0.05 0.840 0.00 1075.68 1252.37 1.572 1253.939 64.2 17.12 4.549 1258.488 0.00 2.573 3.00 0.00 0.00 0 0.00 . 1.22 0.31674 .029778 0.04 0.840 0.00 1076.90 1252.76 1.633 1254.389 64.2 16.32 4.135 1258.524 0.00 2.573 3.00 0.00 0.00 0 0.00 1.08 0.31674 .026271 0.03 0.840 0.00 1077.9B 1253.10 1.697 1254.793 64.2 15.56 3.759 1258.552 0.00 2.573 3.00 0.00 0.00 0 0.00 0.93 0.31674 .023204 0.02 0.840 0.00 1078.91 1253.39 1.765 1255.156 84.2 14.84 3.418 1258.574 0.00 2.573 3.00 0.00 0.00 0 0.00 0.81 0.31674 .020525 0.02 0.840 0.00 1079.72 1253.65 1.837 1255.484 64.2 14.15 3.108 1258.592 0.00 2.573 3.00 0.00 0.00 0 0.00 0.69 0.31674 .018180 0.01 0.B40 0.00 1080.41 1253.87 1.913 1255.779 64.2 13.49 2.825 1258.604 0.00 2.573 3.00 0.00 0.00 0 0.00 0.58 0.31674 .016133 0.01 0.840 0.00 1080.99 1254.05 1.995 1256.045 64.2 12.86 2.568 1258.613 0.00 2.573 3.00 0.00 0.00 0 0.00 0.39 0.16333 .014853 0.01 0.995 0.00 . ?10 . LICENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFilE LISTING CROWNE Hill PROJECT WORK ORDER # 151-00245.001 line C UP TO 1678.83 & line Cl FROM 1683.42 TO UPSTREAM END File: RREVC.wSP AND RREVC.wSP 4/13/01 REV. 9/26/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO AV8PR ElEV OF FLOW ElEV HEAD GRD.El. ElEV DEPTH DIA IDNO. PIER UElEM SO SF AVE HF NORM DEPTH ZR ---***..............._*****-***-*_..******_........****--**_......---***--*****-**..** 1081.38 1254.11 2.027 1256.141 64.2 12.63 2.477 1258.618 0.00 2.573 3.00 0.00 0.00 0 0.00 0.91 0.16333 .013735 0.01 0.995 0.00 1082.29 1254.26 2.116 1256.379 64.2 12.04 2.252 1258.631 0.00 2.573 3.00 0.00 0.00 0 0.00 0.72 0.16333 .012262 0.01 0.995 0.00 1083.01 1254.38 2.213 1256.593 64.2 11.48 2.047 1258.640 0.00 2.573 3.00 0.00 0.00 0 0.00 0.52 0.16333 .010993 0.01 0.995 0.00 1083.53 1254.46 2.319 1256.784 64.2 10.95 1.861 1258.645 0.00 2.573 3.00 0.00 0.00 0 0.00 0.34 0.16333 .009912 0.00 0.995 0.00 1083.87 1254.52 2.437 1256.957 64.2 10.44 1.692 1258.649 0.00 2.573 3.00 0.00 0.00 0 0.00 . 0.12 0.16333 .009015 0.00 0.995 0.00 1083.99 1254.54 2.573 1257.113 64.2 9.95 1.537 1258.650 0.00 2.573 3.00 0.00 0.00 0 0.00 7.5B 0.00500 .008345 0.06 3.000 0.00 1091.57 1254.58 2.738 1257.316 64.2 9.49 1.398 1258.714 0.00 2.573 3.00 0.00 0.00 0 0.00 40.36 0.00500 .008599 0.35 3.000 0.00 1131.93 1254.78 3.000 1257.780 64.2 9.08 1.281 1259.061 0.00 2.573 3.00 0.00 0.00 0 0.00 68.10 0.00500 .009194 0.63 3.000 0.00 1200.03 1255.12 3.291 1258.411 64.2 9.08 1.281 1259.692 0.00 2.573 3.00 0.00 0.00 0 0.00 35.35 0.00509 .009265 0.33 3.000 0.00 1235.38 1255.30 3.694 1258.994 64.2 9.08 1.281 1260.275 0.00 2.573 3.00 0.00 0.00 0 0.00 25.74 0.00505 .009265 0.24 3.000 0.00 1261.12 1255.43 3.867 1259.297 64.2 9.08 1.281 1260.578 0.00 2.573 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00429 .006522 0.03 0.00 . 31\ . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFilE LISTING CROWNE HilL PROJECT WORK ORDER # 151-00245.001 line C UP TO 1678.83 & line Cl FROM 1683.42 TO UPSTREAM END File: RREVC.wSP AND RREVC.wSP 4/13/01 REV. 9/26/01 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ElEV UElEM SO 1265.78 1255.45 4.975 1260.425 100.04 0.00500 1365.82 1255.95 4.853 1260.803 313.01 0.00498 1678.83 1257.51 4.558 1262.068 JUNCT STR 0.10240 1683.42 1257.9B 4.173 1262.153 23.74 0.00505 1707.16 1258.10 4.347 1262.447 PAGE 4 Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl Zl NO HEAD GRD.El. ElEV DEPTH DIA ID NO. PIER ZR SF AVE HF NORM DEPTH 41.0 5.80 0.522 1260.947 0.00 2.0B6 3.00 0.00 0.00 0 0.00 .003779 0.38 2.162 0.00 41.0 5.BO, 0.522 1261.325 0.00 2.086 3.00 0.00 0.00 0 0.00 .003779 1.18 2.164 0.00 41.0 5.BO 0.522 1262.590 0.00 2.086 3.00 0.00 0.00 0 0.00 .005995 0.03 0.00 20.5 6.52 0.661 1262.814 0.00 1.624 2.00 0.00 0.00 0 0.00 .008212 0.19 2.000 0.00 20.5 6.52 0.661 1263.108 0.00 1.624 2.00 0.00 0.00 0 0.00 f'IIA.'< U,"-.Gv'-'.Gt..'" 1'Z...0Z,41.f-//-fO,Z('v") :: l'l ~ "Z. s 5' ~1"Z--- li:f.~~iL'=_____ . . . ----=-~- -_. .. Pag!!1] -,-- -'"~. o T1 LINE 800 T2 Storm Drain Lateral C2 100 Year Discharge T3 10/01/01 FPG FILE: C2WSP Q FILE = QC2WSP SO 102.121256.20 1 .013 1260.43 R 120.751256.30 1 .013 SH 1 CD 1 4 2.00 p1? . . . F0515P WATER SURFACE PROFilE - TITLE CARD LISTING HEADiNG LINE NO 1 IS- LINE 800 HEADING LINE NO 2 IS - Storm Drain Lateral C2100 Year Discharge HEADiNG LINE NO 3 is - 10/01/01 FPG FilE: C2.wSP Q FilE = QC2.wSP PAGE NO 3 ~1~ . . . F0515P WATER SURFACE PROFilE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET . U/S DATA STATION INVERT SECT 102.12 1256.20 1 W S ELEV 1260.43 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 120.751256.30 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ElEV 120.751256:30 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS lESS THAN OR EQUALS INVERT ElEVATION IN HDWKDS, W.S.ElEV = INV + DC , ?;IJ . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFilE LISTING PAGE 1 LINE 800 Storm Drain Lateral C2 100 Year Discharge 10/01101 FPG FilE: C2.wSP Q FilE = QC2.wSP STATION INVERT DEPTH W.S. AVBPR ElEV OF FLOW ElEV UElEM SO Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.El. ElEV DEPTH DIA 10 NO. PIER SF AVE HF NORM DEPTH ZR --****-----*******---****-*****---*-**-------****-***-***-*************-***** 102.12 1256.20 4.230 1260.430 11.6 3.69 0.212 1260.642 0.00 1.223 2.00 0.00 0.00 0 0.00 18.63 0.00537 .002629 0.05 1.230 0.00 120.75 1256.30 4.179 1260.479 11.6 3.69 0.212 1260.691 0.00 1.223 2.00 0.00 0.00 0 0.00 I^AX U:5 wbjS.L:::: IZ(,tJ.Li'7'l + IJ. Z (Z/-z..) - Il ~O. <; L J ?1~ I'C3.w~!l.. . . . =~ .,---:- -==:_= ~ ---_.- ~ "~- Pjl9TI] o T1 LINE 800 T2 Storm Drain Lateral C3 100 Year Discharge T3 10/01/01 FPG FILE: C3.wSP Q FILE = QC3.wSP SO 101.781256.20 1 .013 1260.43 R 131.701256.29 1 .013 SH 1 CD 1 4 1.50 ?;11 . . . F0515P WATER SURFACE PROFilE - TITLE CARD LISTING HEADING LINE NO 1 IS . LINE 800 HEADING LINE NO 2 IS - Storm Drain Lateral C3 100 Year Discharge HEADING LINE NO 3 IS - 10/01/01 FPG FilE: C3.wSP Q FilE = QC3.wSP PAGE NO 3 ?1~ . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 101.781256.20 1 PAGE NO 2 W S ElEV 1260.43 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 131.701256.29 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ElEV 131.701256.29 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - WARNING NO.2 - - WATER SURFACE ELEVATION GIVEN IS lESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ElEV = INV + DC ':? 1l\ :Ii- .- . . liCENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFilE LISTING PAGE 1 LINE 800 Storm Drain Lateral C3 100 Year Discharge 10/01101 FPG FilE: C3WSP Q FilE = QC3WSP STATION INVERT DEPTH W.S. AVBPR ElEV OF FLOW ElEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO HEAD GRD.El. ElEV DEPTH DIA ID NO. PIER UElEM SO SF AVE HF NORM DEPTH ZR *******._**********************-****- -***-*-****--**-*._**-******* 101.78 1256.20 4.230 1260.430 11.6 6.56 0.669 1261.099 0.00 1.298 1.50 0.00 0.00 0 0.00 29.92 0.00301 .012195 0.36 1.500 0.00 131.70 1256.29 4.505 1260.795 11.6 6.56 0.669 1261.464 0.00 1.29B 1.50 0.00 0.00 0 0.00 f'I\4 X u S Iv';;;: 1..;;. I l f., O. "7 q 5 i I- b, t ( fa~ q ) = 1(&0. Q3' ~