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HomeMy WebLinkAboutHydrology Storm Drain 1~Od3~ s:)IlnV~a^H aNY ^~010~a^H IOS laa RmolRd. 98 L 172: · l::>V'~U ~O::l NIV~O V\I~OlS . U3:AI:i3:i1I sarpado.ld P.lOJpaa: :~O; 03~\>'d3~d l66l Ii 18mt . J:JIHO ONIOHIIN1l38 NilS SUVI:>OSSV NV011lM 06EU ll!UJOj!J1O '1!jn:l:lwa~ OS'/: allnS 'a^!lO l{Il() a[llU1S S9L8'/: .L. ..--.y..----b~'f/J JfOI6ID1Ul!db'~~ ~ :AS 03Wd3~d JaujjaH lP!O 'U1luqA~ alflW :suosJad l~I!IUO::> ~66~ '/: 'ony OiSIAitl 1661 'SI A~\>'nN\>'r };Z~"'/H~ 1-<,g/~1 -') \ \ ~ot7];J 'OJ '(I'i 171). '111)J-IVl9YJ~\ j./'J~?nl '7'flO flJ-lfYJ t:fJ3.-l.a?JlIo;J '(}o '\ O;>7.:1ldM,) J'/-a;;~ '3(l4f1 S.J.rJ-aWVi~ } (VI ~ 1/132/ ?'5 ?jIJ -7 a ) 1-tJ )t, 0 W I ',~oU "'-- , I I I I I I I I I I I I I I I I I I I I. II. III. IV. EXHIBITS "A" liB" "e" APPENDIX "All liB" "e" lion TABLE OF CONTENTS INTRODUCTION HYDROLOGY PROPOSED MAINLINE STORM DRAIN FACILITIES CATCH BASIN DESIGN LOCATION MAP SOILS MAP STORM DRAIN LOCATION 10- AND 100-YEAR HYDROLOGY (RATIONAL METHOD) HYDROLOGY MAP CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS STORM DRAIN HYDRAULIC ANALYSIS LINE "A" LATERAL "A-I" LATERAL "A-2" LATERAL "A-3" LATERAL "A-4" LATERAL "A-5" LATERAL "A-6" LATERAL "A-7" LATERAL "A-8" LATERAL "A-9" LATERAL "A-lQ" LATERAL "A-14" LINE "B" LATERAL "B-2" LATERAL "B-3" LATERAL "B-4" LATERAL "B-5" LINE "C" . LINE "C-1" LINE "C-3" LINE "C-5" LINE "D" PAGE NO, 1 2 4 5 lA 2A 4A 109-147 148-149 150-151 152-153A 154-156 157-159 160-164 165-166 167-170 171-173 174-176 177-179 180-191 192-194 195-197 198-200 201-202 203-215 216-218 219-221 222-224 225-226 , I I I I I !I I I I I- I I I I I I I I I I. INTRODUCTION This report includes the hydrologic and hydraulic calculations performed for the design of onsite drainage facilities for Tract No, 24186 of The Meadows residential development proposed for the City of Temecula, California. The owner/developer of the site is Bedford Properties. The development site is located east of Interstate Route 15 and south of Rancho California Road, as shown on Exhibit "A". The project area is generally bound by Meadows Parkway to the west, Sunny Meadows to the south and east, and Lena Way to the south. The data provided in this report was used as a basis for the design of street and storm drain improvements. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the onsite and offsite catch basins in Tract No. 24186. 2. Based on drainage patterns, ground slope, land use, and soil type and using the Riverside County Rational Method, perform a hydrologic analysis of onsite runoff to provide 10- and IOO-year design flows for the sizing of drainage facilities. 3. Based on the hydrology results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. Drainage from offsite the project is conveyed in a pipe system along Street "E" from Tract No. 24188. The Hydrology Report for Tract 24188, prepared by Robert Bein, William Frost and Associates identifies a combined tributary drainage area of 64.2 acres at node 1 as shown on the hydrology map (Appendix "B"). - 1 - ., I II II II II II II II II II II II I I ~ Elsinore Temecula .....-....-...............: tj .... Rancho . .....Callfomla '. '. '. '. '. '. :............ . Riverside Co ..............................~..... 79 San Diego Co. ,m [' ...~ ~CScitt,'WiIlWl2 'R!>. 3~.;".... . , ~ 7.89 . JN2S;S9.248S REGIONAL MAP Vail Meadows I:....hil....;. A 4\. I I I I I I I I I I I I I I I I I I I II. HYDROWGY In-Tract Hydrology Hydrologic calculations were performed using the Riverside County Rational Method from RCFC & WCD Hydrology Manual dated April 1978. The 10- and 100-year design discharge at each storm drain inlet was computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "mode" point determined by the proposed street layout. The computer results are included in Appendix "A". The following assumptions/guidelines were applied for use of the Rational Method: 1. The soils map from the Riverside County Hydrology Manual indicates that the study area is primarily Group "B" and "C" soils. Soil type "C" was used in the hydrologic calculations. Soils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff, The soils map, excerptee from the Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots", undeveloped open- space for the recreation area, mobile home park for the future school site, condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for residential single family residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff for the proposed density. 3. Initial subareas were drawn to be less than 10-acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of 18-inches were specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). For the IOO- year analysis, the data specifies a 100-year 10-minute rainfall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.40 inches/hour. For the 10-year analysis, the data specifies a 10-year lO-minute rainfall intensity of 2.36 inches/hour and a 10-year 60-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 1OO-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Map, Appendix "B". Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow charts, Appendix "C". - 2 - ., I I I I I I I I I I I I I I I I I I I to > to . C') i - , z o " ... :t c en i;) !n o ~ o " ~ z r;) r- m . " m o :t ~ Z r;) ~ , I I I I I I I I I I I I I I I I I I I III. PROPOSED MAINLINE STORM DRAIN FACILITIES The proposed mainline facilities described as Line "A", begin by joining the Tract No, 24188 Street "E" storm drain pipeline. Line "A" extends downstream along Street "E" and into the undeveloped recreation area. The storm drain pipe picks up additional street runoff at the intersection of Leena Way and Campanula Way, plus the intersection flows from Line "B". Two additional pipelines; Line "C" and Line "D" extend within the tract to connections with Tract 24187. - 3 - I I I I I I I I I I I I I I I I I I I '. )'-- - -' ~- "'~~ " , .\-- - ~ .I TT 24188 TT 24187 TT 24186 TT 24185 TT 24183 o Offsite Storm Drain o Storm Drain Pipe Alignment G Direction of Flow G Pipe Indentification PALOMA DEL SOL, EAST Tract 24186 Storm Drain Schematic mb-- 1200' - CJ1B "Jt>betl 'Beili.. 'W'J1li.am 'Hllst Ql,c:5'.-...... 'Y JN26940 JANUARY 1991 .. I I I I I I I I I I I I I I I I I I I IV. CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from Tract No. 24186. Catch basins placed in "sump" conditions are sized to accept 100% of the 100-year design discharge according to County guidelines. Any discharge not picked- up by on-grade basins was added to the next downstream basin design discharge. A secondary outlet was provided at all sump locations to preclude any flooding of building pads. Curb size was increased from 6-inches to 8-inches along portions of Street "D" near Meadows Parkway in order to carry the IO-year design flows within the street. Detailed catch basin, street capacity, and gutter capacity design calculations are included in Appendix "C". - 4 - " I I I I I I I I I I I I I I I I I I I ~I 1 \ V. STORM DRAIN DESIGN The results from the Rational Method hydrology and catch basin design were used to prepare a steady-state hydraulic analysis of the storm drain system under the predicted 10- year and 100-year flow conditions. The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The WSPG output listings are contained in Technical Appendix "D". The hydraulics were calculated for both Cast-In-Place Concrete Pipe (CIPP) and Reinforced C-oncrete (RCP) where the alternatives exist. The Manning's "n" values used were .013 for RCP and .014 for CIPP. The hydraulic grade line resulting from the CIPP alternative is plotted on the plans. - 5 - -- 10 AND 100 YEAR HYDROLOGY (RATIONAL METHOD) - ~ o ~~ ::l8 ~~ ~~ 9 f2 I o Cl -< I *************..*************************.......***.......................... I I RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM BASEO ON RIVERSIOE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 197B HYDROLOGY MANUAL (C) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.BA Relea.e Date: 8/28/90 Serial # 8101 I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 4n.35D5 I ***.***********......***.. DESCRIPTION OF . TRACT 24186 PALOMA DEL SOL . 100 YEAR HYDROLOGY STUDY ......................**.. . . '* LINE "A"&"DU FILE NAME: 86ADl00.DAT * II .......................................................................... FILE NAME: 86A0100.DAT III--~~~~~~~~~-~~-~~~~~~_.~~.~-_.~~.~~~~~_._----_..............-.------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1Il--~~~~-~;~~;;;~~.~~~~~.~~~:~;~~~~;.:..;~~:~~_.......------------.----....... SPECIFIEO MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 10'YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.600 .-_ 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) 1.400 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITYCINCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED I NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I I II............................................................................ - FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 7 I--~~~~~~~~~-~;~~;;;~~.:~~~~~~~~-;:;~~~~;~-~~-:~~:::::..........--.-.----- . ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.99 RAIN INTENSITYCINCH/HOUR) = 2.72 TOTAL AREACACRES) = 65.50 TOTAL RUNOFFCCFS) = ~'1' Z4/fl,~ /lr'O(l/)LOeoy 'I/t.-TII'fIf7"e' c;tn/OI'T/OA.! /lYP eno~;oj I 167.70 fi'o10 , , ~/III~ P o,eF~ $/1'E' _ (~ee 11**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 --------.............-..--------------------...........-.--.-............... I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 III CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I ~ t I TIME OF CONCENTRATION(MIN.) 16.99 RAINFALL INTENSITY(INCH/HR) = 2.72 TOTAL STREAM AREA(ACRES) = 65.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 167.70 I 1****....*****...**.***..**....*********.**...........*....**************.*** FLOW PROCESS FROM NOOE .20 TO NOOE 2.00 IS COOE = 2 1----....---------...-------,------------------------.........-...----------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS CONDOMINIUM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1216.50 DOWNSTREAM ELEVATION = 1201.50 ELEVATION DIFFERENCE = 15.00 TC = .359.[( 650.00..3)/( 15.00)]...2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ,B547 SUBAREA RUNOFF(CFS) = 4.88 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.88 1 I 10.183 3.566 I II............................................................................ FLOW PROCESS FROM NOOE 2.00 TO NOOE 1.00 IS COOE = 6 ..---------------------------.-.-------.......----.-----------------.--..... I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< . ====================~======================================================= II UPSTREAM ELEVATION = 1201.50 STREET LENGTH(FEET) = 650.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1184.00 CURB HEIGTH(INCHES) = 6. @ I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 ~A~'~ V,\ OUTSIDE STREET CROSSFALL(DECIMAL) = .017 ~ I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.62 STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = .38 HALFSTREET FLOOOWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35 PROOUCT OF OEPTH&VELOCITY = 1.66 STREET FLOW TRAVELTIME(MIN) = 2.49 TC(MIN) = 12.67 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.177 SOIL CLASSIFICATION IS IICII CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOOWIDTH(FEET) = 17,11 FLOW VELOCITY(FEET/SEC.) = 4.77 DEPTH'VELOCITY = 2.01 ~ I 7.56 12.44 I 11******...****..************************************************************* ~ ) 7l) CI'. 'A-I "1 ft ,. I FLOW PROCESS FROM NooE 1. 00 TO NooE 1.00 IS CooE = II >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.67 II RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.44 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 137.53 12.67 I 2 178.36 16.99 INTENSITY ~~ Ifllp:tO, (lNCM/HOUR) 3.177 ___ SEE flj!!oovG' 2.722 _q =/~7.70..i "1(;. f(,.'19jr= ?7ZjA-o,ts- I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 178.36 Tc(MIN.) = TOTAL AREA(ACRES) = 69.90 ~/L 16.99 11**************************************************************************** FLOW PROCESS FROM NooE 1.00 TO NooE 3.00 IS CooE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PJPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.3 PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NooE ELEVATION = 1179.00 DOYNSTREAM NooE ELEVATION = 1174.00 I FLOWLENGTH(FEET) = 500.00 MANNING'S N _ ESTIMATED PIPE DIAMETER( INCH) = 54.00 PIPEFLOW THRU SUBAREA(CFS) = 178.36 II TRAVEL TIME(MIN.) = .62 TC(MIN.) = INCHES = .013 NUMBER OF PIPES = 17.61 1....................***************.****************************.*********** FLOW PROCESS FROM NooE 3.00 TO NODE 3.00 IS CooE = 1 -..........-.-.--.---....-----------.----.---------------------------------- II==;~;::~:~:::::~;:;;::::;:::=;:::::=:~:=~~::~~::~::::::===================== CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: 1- TIME OF CONCENTRATION(MIN.) = 17.61 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 69.90 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 178.36 *****......***********************************..*.*.**.********************* I FLOW PROCESS FROM NODE .30 TO NooE 4.00 IS CooE = 2 -------------.---.-.---..----.----.-------.------.-..-.-.-...-........------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 11============================================================================ t:(p" (212) - 1~7.'):)+ /7.44. ;,'8 ;:. 1783"1- -r;, " /~. '19 ,: t7,I!:,. r L..-/Nt: A- I ~L-OiV 8 I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1211.00 DOWNSTREAM ELEVATION = 1184.00 ELEVATION DIFFERENCE = 27.00 TC = .359*[( 1000.00**3)/( 27.00)]**.2 = 11.724 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.311 SOIL CLASSIFICATION IS lit" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8517 SUBAREA RUNOFF(CFS) = 5.64 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 5.64 I @ I I 1 1***.***************.**...********.....***********...***..............**..... FLOW PROCESS FROM NOOE 4.00 TO NOOE 3.00 IS COOE = 6 1 ==:::::~~:~::=:::::::~~=:::~:~:~::=:::~=:~::::::::::====================== UPSTREAM ELEVATION = 1184.00 DOWNSTREAM ELEVATION = 1179.00 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I o 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 1 --TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 16.36 STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = .42 HALF STREET FLOOOWIDTHCFEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.13 PROOUCT OF DEPTH&VELOCITY = 1.32 STREET FLOW TRAVELTIME(MIN) = 2.13 TCCMIN) = 13.85 I I 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.032 SOIL CLASSIFICATION IS "t" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8480 SUBAREA AREA(ACRES) = B.30 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 10.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOOWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY = 1.74 Fun,.; 70 . 1 21.34 26.98 1 .*....**********************************************.***......**............ I FLOW PROCESS FROM NOOE 3.00 TO NOOE 3.00 IS COOE = 1 ---..-------.--.--------.-------------------............---------.-.-------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFtUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 13.85 RAINFALL INTENSITY(INCH/HR) = 3.03 TOTAL STREAM AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = I 1 26.98 c./3. ( I I 1't_~J ;~-IO \~ ~ I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 2 STREAMS. ... PEAK II STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 167.23 202.13 TABLE -- TIME (MIN.) 13.85 17.61 INTENSITY .,1'te>>1t1 /!'I~, (INCH/HOUR) 3.032 .. 2.671 ___ 4€~ AI!CNE t:(= 178, 3' j ~. 17,1,1 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 202.13 Tc(MIN.) = II TOTAL AREA(ACRES) = 80.20 c;.hU: : 17.61 1***************.****************************......................*...****** FLOW PROCESS FROM NOOE 3.00 TO NOOE 4.10 IS COOE = 3 jI ::e. fo7j A:;~/1. 'I ~: /78,31,+ z.t"qp(f.'~i)~ 202,/3 7;::17.61 ..O,K. >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -=========================================================================== DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.5 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NOOE ELEVATION = 1174.00 DOWNSTREAM NOOE ELEVATION = 1170.00 /...IJVf? FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013 II ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 202.13 TRAVEL TIME(MIN.) = .32 TC(MIN.) = 17.94 II ****.*..*..***.******************~*******.********************************** II--~~~~-~~~::~~-~~~-~~:_----~::~-~~-~~:_----~::~-~~.:~:_:_--~------------ >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==:~::~::~~::::~~::;~:~;:~:=~::::::::::=::::::==:=::::===================== TIME OF CONCENTRATION(MIN.) = 17.94 I RAINFALL INTENSITY(INCN/HR) = 2.65 TOTAL STREAM AREA(ACRES) = BO.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 202.13 11**************************************************************************** II--~~~-~~~::~~-~~~-~~:_----_:~~-~~-~~:_----~:~~-~~_:~:.:_--~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 II INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1196.10 DOWNSTREAM ELEVATION = 1176.00 ELEVATION DIFFERENCE = 20.10 II TC = .359*[( 700.00**3)/( 20.10)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIl. CLASSIFICATION IS "ell 11 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = 10.041 3.592 .8550 ( / A FlOW @ \l\ I I SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 11.67 3.80 TOTAL RUNOFF(CFS) = 11.67 C,e.. , / A-'3 PI-OW ********************************************.*....*.*.********************** I FLOII PROCESS FROM NOOE 4.10 TO NOOE 4.10 IS COOE = 1 ------------....----------------..-----.----------------------------........ >>>>>DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< II==:::::::~=~~:~::=~:::~:=~~::~~::~:~=::::::=~:~~:::::::=================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.04 RAINFALL INTENSITY(INCH/HR) = 3.59 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOII RATE(CFS) AT CONFLUENCE = I I 11.67 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CDNFLUENCE FORMULA USED FOR 2 STREAMS. I *. PEAK FLOW RATE STREAM RUNDFF NUMBER (CFS) 1 124.80 2 210.72 TABLE -- TIME (MIN.) 10.04 17.94 INTENSITY ~~ /NFi:J. (INCH/HOUR) 3.592 ___ ?~ AlloV€ 2.646 -~~;wZ.13...i 1",-17,94 ~ r~ Z.&'Sjlr= fjIt).2 I COMPUTED CONFLUENCE PEAK FLOII RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOIIS: = 210.72 Tc(MIN.) = 84.00 C#€CK.- : q. c iUJ?_/~ + /I. &.7 (~:~~) ';'2!!.l.4 7f ,,17. 74 .. tJ./L.. 17.94 I .*********************************~**.*************************************** ...~~~.~~~~~~~.~~~.~~~..._.~:~~.~~-~~~_....~:~~.~~.~~~.~...~............ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< II==::;;:~~;:;~~;::::~~~:;:~::;;;::;;:::;~:~;:~:;;:~::=:~~~~:::::=========== PIPEFLOII VELOCITY(FEET/SEC.) = 13.7 . UPSTREAM NOOE ELEVATION = 1170.00 DOIINSTREAM NOOE ELEVATION = 1163.00 LltJe- FLOIILENGTH(FEET) = 750.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = PIPEFLOII THRU SU8AREA(CFS) = 210.72 TRAVEL TIME(MIN.) = .91 TC(MIN.) = 18.85 A / FLffW I............................................................................ FLOII PROCESS FROM NOOE 6.0D TO NOOE 6.00 IS COOE = 1 ...-...........-.......-................----................................. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 II CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME DF CDNCENTRATIDN(MIN.) = 18.85 RAINFALL INTENSITY(INCH/HR) = 2.58 I TOTAL STREAM AREA(ACRES) = 84.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21D.72 I II II .***........**********....*****...........**.*******...........************. I.-~~~-~~~~~~~-~~~.~~~-----_:~~-~~-~~~-----~:~~-~~-~~~-:---~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFDRM DEVELDPMENT IS CONOOMINIUM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)1...2 I INITIAL SUBAREA FLOW-LENGTH = 6DD.DO UPSTREAM ELEVATION = 1195.10 DOWNSTREAM ELEVATION = 1180.00 ELEVATION DIFFERENCE = 15.10 I TC = .359.[( 600.00..3)/( 15.10)1...2 = 9.692 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.660 SOIL CLASSIFICATION IS "C" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8557 SUBAREA RUNOFF(CFS) = 7.52 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.52 II............................................................................ FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 6 11.---,----------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1180.00 STREET LENGTH(FEET) = 400.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1174.00 CURB HEIGTH(INCHES) = 6, I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALLCOECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.01 STREETFLDW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLDDDWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY = 1.16 STREETFLOW TRAVELTIME(MIN) = 2.20 TC(MIN) = 11.89 II II 100.00 YEAR RAINFALL INTENSITYCINCH/HOURl = 3.286 SOIL CLASSIFICATION IS uC" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8514 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .42 HALFSTREET FLDDDWIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH.VELOCITY = 1.33 8.95 16.47 11********************.....***.*******.......*****..************************** FLOW PROCESS FROM NODE 8.00 TO NODE 6.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1174.00 DOWNSTREAM ELEVATION = 1168.00 STREET LENGTH(FEET) = 530.00 CUR8 HEIGTH(INCHES) = 6. I @ 8 @ /7 I LLO' = (1YHIJ30)llYjSSO~~ 133~lS 30lS1OO L~O' = (1YHI~30)llYjSSO~~ 133~lS ~01~31NI OO'OL '= lY3~830Y~~ llYjSSO~~ 01 N~~~ HO~j 3~NY1S10 1 00'02 = (133j)H10I"jlYH 133~lS I 2 = jjONn~ ~NI1~~Y~ S133~lSjlYH jO ~38HnN 031jl~3dS 1 Ll"L = (NIH)~l LS'2 = (NIH)3HI113^Y~1 ~lj133~lS 2"L = 11IJ013^!H1d30 jO l~noo~d LO'~ = ('~3S/133j)111~Ol3^ ~lj 3~Y~3^Y 2,'6L = (133j)H101"OOOlj 133~lSjlYH 9" = (133j)H1d3~lj 133~lS :SllnS3~ l300H ~lj133~lS S"02 = (Sj~)~lj NY3H ~Nlsn 031ndHO~ 3HI113^Y~1.. I I SS'L = 111~Ol3^.H1d30 S2'~ = ('~3S/133j)111~Ol3^ ~lj 00'02 = (133j)H101"OOOlj 133~lSjlYH S,. = (133j)H1d30 :S~llnY~OlH ~lj133~lS Y3~Y8nS jO ON3 = (Sj~)jjONn~ lY101 OS'S = (S3~~Y)Y3~Y 03HHnS = (Sj~)jjONn~ Y3~Y8nS 02'~ = (S3~~Y)Y3~Y Y3~Y8nS 59?8' = 1N31Jljj30J jjOHn~ 1H3HdOl3^30 HnIHlHOOHOJ IIJII 51 NOUYJHISSY1J lIOS L~6'2 = (~OOH/H~NI)11ISN31NI llYjNIY~ ~Y31 OO'OOL W'2 '6'L Q.L f'107::;/ -f-v 'e~ ( I I 1 1 = 3oo~ SI 00'9 300N 01 00'9 300N HO~j SS3~0~d ~lj ............~...............................................................1 I >>>>>S3nlY^ WY3H1S a3JN3n'~NOJ Snol~Y^ 31ndHOJ ON'9'<<<<< >>>>>3JN3n'~NOJ HOJ WV3H1S IH3QN3d30NI 31VN~IS3Q<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------T------------------------ I L"'2 = 3~N3nljNO~ 1Y (Sj~)31Y~ MOlj lY3d OS'S = (S3~JY)Y3~Y HY3~lS lY101 ~6'2 = (~H/HJNI)11ISN31NI llYjNIY~ Ll"L = (.NIH)NOI1Y~lN3~NO~ jO 3Hl1 :3~Y 2 HY3~lS 1N30N3d30NI ~Oj 03sn S3nlY^ 3~N3nljNO~ 2 = SHY3~lS jO ~38HnN lY101 I I 'SHY3~lS 2 ~Oj 03sn YlnH~Oj 3~N3nljNO~ OllY~ NOI1Y~lN3~NO~ jO 3Hl1 ONY 111SN31NI llYjNIY~ SS'SL 6L'2~2 2 I Ll"~ OS'6SL L ('NIH) (Sj~) ~38HnN 3HU HONn~ 1fY3~lS I .. 318Y1 31VH ~lj )Y3d .. -/:18 -=-v: a.s'Z~~ ;- 59'13/":1. ~ 'ZL'Q/Z - t> - LlS'2 3N'9'Y ~ - L~6'2 , (~OOH/H~NI) 4:l1'V/ ~ 111SN31NI I OS'26 = (S3~~Y)Y3~Y lY101 SS'SI = ('NIH)'l 6L'2~2 = (Sj~)31Y~ ~lj lY3d :S~llOj SY 3~Y S31YHl1S3 3~N3nljNO~ 031ndHO~ /I~ - ",'0 ': 59'81'< 1- /"2 'ZEZ ~ ~;'.~) Ib'I7t + ZL' alt' ~ eI dJ ~ = 3oo~ SI 00'6 300N 01 00'9 300N HO~j SS3~0~d ~lj ............................................................................11 I >>>>>(~lj 3~nSS3~d-NON) 3ZlS3dld 031YHI1S3.~31ndHO~ ~NIsn<<<<< >>>>>Y3HVSnS OHHl 3Wlll3^YHl MOlj3dId 31ndHOJ<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I S3H~NI ~'6~ SI 3dld H~NI o',s NI ~lj jO H1d30 7Q:/ 07Gf1 I 'lI 3/'1/7 J 3;) tvE117.:f 1\tbJ? (YtOn::i &/ pJIlFL~ VELOCITY(FEET/SEC.) = 18.7 UPSTREAM NOOE ELEVATION = 1163.00 OISTREAM NOOE ELEVATION = 1162.00 F LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATEO PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIFL~ THRU SUBAREA(CFS) = 232.19 T EL TIME(MIN.) = .04 TC(MIN.) = 18.89 "'1***************...**********************..********...****************. F PROCESS FROM NOOE .20 TO NOOE 10.00 IS COOE = 2 >I>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< === ====================================================================== ASSUMED INITIAL SU8AREA UNIFORM I DEVELOPMENT IS CONDOMINIUM T K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 IN IAL SUBAREA FL~'LENGTH = 1000.00 UPIREAM ELEVATION = 1216.50 o STREAM ELEVATION = 1188,00 E ATION OIFFERENCE = 28.50 TC = .359*[( 1000.00"3)/( 28.50)1".2 = 11.598 ,.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.329 S CLASSIFICATION IS IICII CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8520 SIREA RUNOFF(CFS) = 22.13 T L AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 22.13 ....------------------....---------....--...----------******************** F PROCESS FROM NOOE 10.00 TO NOOE 11.00 IS COOE = 6 ~._--------------------_._-------------------------------------------------- >,>COMPUTE STREETFL~ TRAVELTIME THRU SU8AREA<<<<< === ====================================================================== UPSTREAM ELEVATION = 1188.00 D~NSTREAM ELEVATION = 1177.15 StET LENGTH(FEET) = 470.00 CURB HEIGTH(INCHES) = 6. S ET HALF~IDTH(FEET) = 20.00 DISTANCE FROM CR~N TO CROSSFALL GRADEBREAK = 10.00 ItltRIOR STREET CROSSFALL(DECIMAL) = .017 ~IDE STREET CROSSFALL(DECIMAL) = .017 SlIflFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVELTIME COMPUTED USING MEAN FL~(CFS) = 26.19 STREETFL~ MOOEL RESULTS: I STREET FLOWOEPTH(FEET) = .44 HALFSTREET FLOOO~IDTH(FEET) = 18.27 AVERAGE FL~ VELOCITY(FEET/SEC.) = 4.43 I PROOUCT OF DEPTH&VELOCITY = 1.95 S ETFL~ TRAVELTIME(MIN) = 1.77 TC(MIN) = 13.37 1.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.089 S CLASSIFICATION IS "C" C QM!N!UM DEVELOPMENT RUNOFF COEFFICIENT = .8488 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = SlED AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = E OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOO~IDTH(FEET) = 19.42 FlIr VELOCITY(FEET/SEC.) = 4.55 DEPTH'VELOCITY = 2.10 8.13 30.25 @ @ . ~ 1 1**************...*****....**....*****.*******...........*.*....************* FLOW PROCESS FROM NOOE 11.00 TO NOOE 11.00 IS COOE = 1 1 >>>>>OESJGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.37 RAINFALL INTENSITY(INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 10.90 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.25 1***.....*************...**.*****.......******..**......*.**********...****** FLOW PROCESS FROM NOOE .11 TO NOOE 11.00 IS COOE = 2 II==::::::::;;~::;:;:;;;:::;~:::::~~:;;~::::~~:~::::::======================== DEVELOPMENT IS CONDOMINIUM 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)1**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1183.40 DOWNSTREAM ELEVATION = 1177.15 II ELEVATION DIFFERENCE = 6.25 TC = .359*[( 600.00**3)/( 6.25)1**.2 11.562 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.335 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8520 SUBAREA RUNOFF(CFS) = 8.24. TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = II I 8.24 ........***......**.********.*********...**.******************.****......... I FLOW PROCESS FROM NOOE 11.00 TO NOOE 11.00 IS COOE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;::=::::::=;;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 TIME OF CONCENTRATIDN(MIN.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24 1 ***.........******.************************************************..******* 1 FLOW PROCESS FROM NODE .90 TO NODE 11.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II=========:;;:::;=;:;;;::=;::::::=::;;~::==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER Te = K*[(LENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1203.00 DOWNSTREAM ELEVATION = 1177.15 ELEVATION DIFFERENCE = 25.85 I II @ @ Ie II TC = .709*[( 600.00**3)/( 25,85)]**.2 = 17.191 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.706 1 SOIL CLASSIFICATION IS lIell UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7369 SUBAREA RUNOFF(CFS) = 3.79 II TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.79 **********.********.***************************............***************** 1 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 .._-------.-----.--------------------------------.-------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 17.19 RAINFALL INTENSITY(INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 1.90 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME I NUMBER (CFS) (MIN.) 1 36.96 11.56 2 40.83 13.37 3 36.97 17.19 INTENSITY ~71!91,*, /Alre? (INCH/HOUR) 9 3.335 _ Q~ 8.Z'1 j fe." II,<;Z jI=~,J3 j A-2, .3 3.089 _ Q" 3o,Z$,) T,,= 1;f,37,) I= 3.09 jA~ /0 2.706 __ ~ ,..-,o"fi II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 PEAK FLOW RATE(CFS) = 40.83 Tc(MIN.) = TOTAL AREA(ACRES) = 15.70 CH€CIL , I ( I ":t.8W 70 C,a, S ,A-S ; A-t;> 1************************************************.....*.*.******.***~******** FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 3 +I/Jf3 /ft C""'F, : Qp: ~O. ZS"+ 8.2t(:~~)::: 37,'10 7p ~ ('I. 37 //137) C?r ~ 77,9()./- 3,7'1 t'i7.J<{ :=-40,e~ Ip ~ '3.37 :, all., 13.37 1 >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.8 UPSTREAM NODE ELEVATION = 1172.00 DOWNSTREAM NODE ELEVATION = 1162.00 1 FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREA(CFS) = 40.83 II TRAVEL TIME(MIN.) = .34 TC(MIN.) = 13.70 tIfT, ( A -(p / pl.Ck.J *****.**.*******************....******************************************** I FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: II. TIME OF CONCENTRATION(MIN.) = 13.70 It. JIINFALL INTENSITYIINCH/HR) = 3.05 TOTAL STREAM AREACACRES) = ~. 70 1IIK FL~ RATEICFS) AT CONFLUENCE = 40.83 **1******************..*********......****.**********..****************** PROCESS FROM NooE 9.00 TO NooE 9.00 IS CooE = 7 j"'USER SPECIFIEO HYDROLOGY INFORMATION AT NooE<<<<< ~= ======================================================================= R-SPECIFIED VALUES ARE AS FOLLOWS: , TCCMIN) = 18.89 RAIN INTENSITYIINCH/HOUR) = 2.57 1IIrL AREAIACRES) = 92.80 TOTAL RUNOFFICFS) = 232.19 ***1************************************....*****************************. F PROCESS FROM NooE 9.00 TO NooE 9.00 IS CooE = 1 ------.....---------------......-------------------------------------------- ""'DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< I'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==- ====================================================================== TOTAL NUMBER OF STREAMS = 2 CILUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: T OF CONCENTRATIONIMIN.) = 18.89 RAINFALL INTENSITYIINCH/HR) = 2.57 TIL STREAM AREACACRES) = 92.80 P FLOW RATEICFS) AT CONFLUENCE = 232.19 r I e5 tiNe: ,... V~li Ft7R- coNF"l..-IIef'/c..t RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CIltLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** SIAM RUNOFF TIME INTENSITY ~7~ IN~, N ER ICFS) CMIN.) CINCH/HOUR) 1 209.27 13.70 3.049 _ C?$1fO.8'1j-r..~/-;,7()jI=1'()~jA.IS:70 2 266.67 18.89 2.575 - ~ A'1I04iT CJIlUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~~ : PEAK FLOW RATEICFS) = 266.67 TcIMIN.) = 18.89 TlItL AREAIACRES) = 108.50 ***1***********************************..**********...******************** F PROCESS FROM NooE 9.00 TO NooE 12.00 IS CooE = 3 ---------------.-----------.....----.........------.....-.------.......----- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< '.'USING COMPUTER-ESTIMATED PIPESIZE INON-PRESSURE FLOW)<<<<< === ====================================================================== DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.3 PIFLOW VELOCITYIFEET/SEC.) = 19.4 U REAM NOOE ELEVATION = 1162.00 DO~NSTREAM NODE ELEVATION = 1145.00 FILENGTHIFEET) = 850.00 MANNING'S N E MATED PIPE DIAMETERIINCH) = 57.00 P FLOW THRU SUBAREAICFS) 266.67 TRAVEL TIMEIMIN.) = .73 TCIMIN.) = 1 INCHES = .013 NUMBER OF PIPES = 19.62 ~.................***.*...***.******..*.****************....**.............. ~, PROCESS FROM NooE 12.00 TO NooE 12.00 IS CooE = Jle-D (Z.<;;7) tPf';: Z31.1't of- 40,83- 3Ji$ ~ 2~t..,5'1 'r;: /8.e'i .' CAlC, r A' L./NE: Ft..eJW J7 ---,,---------------------------------------------------.---.--------------- ==I>>>>:~::~:::::=~:~::::~:::=::::::=:~:=~~::~~::~::::::===================== T L NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TI OF CONCENTRATIONCMIN.) = 19.62 R FALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 108.50 PIIr FLOW RATE(CFS) AT CONFLUENCE = 266.67 *****************************....***.***************.....................**. --1IIt-~~~:~~-~~~-~~:-----~:~~-~~-~~:----~~:~~-~~-~~:-:---~------------ >>>>>RATtONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==lIIr===:;;~:;~=;:;;;:~=;~:::;:=~:;;~::==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER 1- K*[(LENGTH**3)/CELEVATION CHANGE)1**.2 I IAL SUBAREA FLOW-LENGTH = 830.00 REAM ELEVATION = 1179.00 DOWNSTREAM ELEVATION = 1168.00 EIIVATION DIFFERENCE = 11.00 T-= .709*[( 830.00**3)/C 11.00)]**.2 = 24.778 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.231 SI CLASSIFICATION IS lien U VELDPED WATERSHED RUNOFF COEFFICIENT = .7095 S AREA RUNOFFCCFS) = 3,32 TOTAL AREACACRES) = 2.10 TOTAL RUNOFF(CFS) = 3.32 I *****.*****************.*****~***..***~***************.********************* --~IIr--~~~~=~~-~~~-~~=----~~:~~-~~-~~=----~~:~~-~~-~~=-:--~~------------ >>>>>COHPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I> >>TRAVELTIME THRU SUBAREA<<<<< === ====================================================================== REAM NODE ELEVATION = 1168.00 OOWNSTREAM NODE ELEVATION = 1149.50 CINEL LENGTH THRU SUBAREACFEET) ,=- 850.00 C NEL SLOPE = .0218 CHANNEL BASE(FEET) = 5.00 "2" FACTOR = 3.000 MIING'S FACTOR = .030 MAXIMUM OEPTHCFEET) = 2.00 C NEL FLOW THRU SUBAREACCFS) = 3.32 F VELOCITYCFEET/SEC) = 2.52 FLOW DEPTH(FEET) = .23 TiiVEL TIMECMIN.) = 5,62 TCCMIN.) = 30.40 **************************************************************************** FI PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 8 --- ..----------.....----------------.------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==:IIf:~~:::~:~~:;~~:~~:;~~~:;;;;;;:~:;:~:~=:==;:~~;======================= UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6928 SIREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 10.69 T L AREACACRES) = 9.80 TOTAL RUNOFF(CFS) = 14.01 TC(MIN) = 30.40 I PU7AI @ t?~'" SPAc€ R..67IoI /l0PE'I..- @ 70 , / C,S, A-7 F/EZ-D SUMP Ja I .****************************************..********************************* t PROCESS FROM NOOE 12.00 TO NOOE 12.00 IS COOE = 1 .. ---_._~---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ==JI[:~::~:;::~::~;~:::;:~:=~::::::::::=::::::==:=:::~===================== TIME OF CONCENTRATION(MIN.) = - 30.40 IN FALL INTENSITY(INCH/HR) = 2.00 AL STREAM AREA(ACRES) = 9.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 14.01 1 ********.***.****************.....***********...*********...*********....... [PROCESS FROM NOOE 14.00 TO NOOE 15.00 IS COOE = 2 -- ----------------------------------------------------------------------- >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 ITIAL SUBAREA FLOW.LENGTH = 500.00 TREAM ELEVATION = 1195.80 DOWNSTREAM ELEVATION = 1186.00 IVATION DIFFERENCE = 9.80 = .336.[C 500.00..3)/C 9.80)]...2 = 8.858 0.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.838 SOil CLASSIFICATION IS lie.' IILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8696 AREA RUNOFFCCFS) = 18.02 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 18.02 ...11....................................................................... FLOW PROCESS FROM NOOE 15.00 TO NOOE 16.00 IS COOE = 3 --jII::~~;~~~.;;;~;~~.~~~~~~~;~~-~~~~.~~~~~~~:::::-------...-------..----- >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON.PRESSURE FLOW)<<<<< ==~;:=~;=;:;:=;:==;~~~=;:~:=;;;;=;;==~:~:=;:~:;;========================== PIPEFLOW VELOCITYCFEET/SEC.) = 10.3 UIREAM NODE ELEVATION = 1186.00 D STREAM NOOE ELEVATION = 1173.00 F LENGTHCFEET) = 600.00 MANNING'S N = .013 ESTIMATEO PIPE OIAMETER(INCH) = 21.00 NUMBER OF PIPES = plFLOW THRU SUBAREACCFS) = 18.02 T EL TIME(MIN.) = .98 TC(MIN.) = 9.83 ...1*******************..************************************************* F PROCESS FROM NOOE 15.00 TO NOOE 16.00 IS COOE = 8 -----......------...-------------------------------------------------------- >I>AOOITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< === ====================================================================== 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.632 SI CLASSIFICATION IS lit.. M LE HOME PARK DEVELOPMENT RUNOFf COEFFICIENT = .8681 SUBAREA AREACACRES) = 6.20 SUBAREA RUNOFF(CFS) = TJlrL AREA(ACRES) = 11.60 TOTAL RUNOFFCCFS) = 19.55 37.57 8 "5C/IOO'- @ rL-e11V 70 c.~. ,FIn/:) ~vlA P ?1f7€' ,TwW r / A-8 ;lODE!.- /I? I TC(MIN) = 9.83 II***~**.***.*..****..*****..*******.*.*****.*..****************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 IS CODE = 3 1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER.ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< ===========================~================================================ I DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.5 UPSTREAM NODE ELEVATION = 1173.00 DOWNSTREAM NODE ELEVATION = 1145.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = _013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREA(CFS) = 37.57 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 9.92 '-AT / I A- tJ r(.Q W 1 II 1************************.....*********...*********************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 1 >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.92 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 11.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 37.57 II 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. 1 ** PEAK FLOW RATE TABLE .- STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 177.03 9.92 II 2 301.94 19.62 3 246.54 30.40 INTENSITY (INCH/HOUR) ~ '''FO, 3.614 ___ ~ /'i!?i:W€: 2.524 _ 4>" ~.,,7; Tc.>< 11,"z. ~ I= 2. <.>'2- j A" lOB. = 2.003 -Q'" /4,01 )T".. 3f),4f) jJ:"'z.,oo j A,. ",80 1 COMPUTED CONFLUENCE PEAK FL~ RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 301.94 Te(MIN.) = 129.90 19.62 ~! II............................................................................ f,,4"3 I.z. CNF: jz,Sz.) C;;" Z(,(;,(J,7+37S1(3,~/;=7'I2. -r;; ::: 1'1, CPZ rJ (''f.hZ) '-Y,P'=- ?"It, "/0 +14.01 30.40 =~ ....-:: _ I~(,Z ,',o.K, ,p- ,. ~ 1 FLOW PROCESS FROM NODE 12.00 TO NODE 17.00 IS CODE = 3 II--~~~~~~~;~;~-;;;~;~~-;~:~~~;;~~-;~~~-~~~:~~:~~~~~-_.--.------.----------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II==~:;;:=~;=;~;:=;:==;;~~=;:~:=;;;:=;;==::~;=;:~::;========================== PIPEFL~ VELOCITY(FEET/SEC.) = 19.6 UPSTREAM NODE ELEVATION = 1145.00 D~NSTREAM NODE ELEVATION = 1144.00 FL~LENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 301.94 r I ____.J 1..-11011: P. rl..V~ II 7n 1 TC(MIN.l = 19.66 TRAVEL TIME(MIN.l = .04 11............................................................................ FLOW PROCESS FROM NOOE 17.00 TO NOOE 17.00 IS COOE = 1 1-------....--.-.--------------------..-.--..-----------.---..-.............- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 TOTAL NUMBER OF STREAMS =- 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.l = 19.66 RAINFALL INTENSITY(INCH/HRl = 2.52 I TOTAL STREAM AREA(ACRESl = 129.90 PEAK FLOW RATE(CFSl AT CONFLUENCE = 301.94 1********************...***************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 2 -----.---------------------------------------------------------------------- 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS COMMERCIAL TC = K'[(LENGTH'.3l/(ELEVATION CHANGEl]...2 INITIAL SUBAREA FLOW-LENGTH = 620.00 1 UPSTREAM ELEVATION = 1206.00 DOWHSTREAM ELEVATION = 1186.00 ELEVATION DIFFERENCE = 20.00 TC = .303.[( 620.00..3)/( 20.00)]...2 = 7.885 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.080 SOIL CLASSIFICATION IS lIell COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8885 SUBAREA RUNOFF(CFSl = 3.26 TOTAL AREA(ACRESl = .90 TOTAL RUNOFF(CFS) = 1 3.26 I............................................................................ FLOW PROCESS FROM NODE 19.00 TO NODE 17.00 IS CODE = 6 1 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1186.00 DOWNSTREAM ELEVATION = 1149.00 1 STREET LENGTH(FEETl = 1100.00 CURB HEIGTH(INCHESl = 6. STREET HALFWIDTH(FEETl = 22.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(OECIMALl = .020 OUTSIDE STREET CROSSFALL(OEClMAL) = .020 10.00 1 SPECIFIED HUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ..TRAVELTIME COMPUTED USING MEAN FLOW(CFSl = 4.99 STREET FLOW MODEL RESULTS: STREET FLOWOEPTH(FEETl = .33 HALFSTREET FLOOOWIOTH(FEETl = 10.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PROOUCT OF DEPTH&VELDCITY = 1.43 STREETFLOW TRAVELTIME(MINl = 4.22 TC(MINl = 12.11 1 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.255 @ ~ 7.1 II SOil CLASSIFICATION IS lie" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNDFF(CFS) SUMMED'AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.43 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH.VELOCITY = 1.67 I 3.46 6.72 I II...........................~................................................ FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ , TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.11 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 I 6.72 ltJar...-..r Fl..w 11**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 2 II >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 900.00 I I UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1170.00 ELEVATION DIFFERENCE = 36.00 TC = .303.[( 900.00..3)/( 36.00)]...2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 2.74 I 8.767 3.858 I 1******...............*******....************.**.....*******.............*.** FLOW PROCESS FROM NODE 20.00 TO NODE 17.00 IS CODE = 6 I==:::::~~:~::=:::::::~~=:::~:~:~::=:::~=:~::::::::::====================== UPSTREAM ELEVATION = 1170.00 DOWNSTREAM ELEVATION = 1149.00 STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(OECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 3.64 / ) ro C,15, A-"l @ @ Z2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CtltLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE" . SIAM RUNOFF TIME INTENSITY N ER CCFS) (MIN.) CINCH/HOUR) 1 lB3.53 11.25 3.383_:7~ Afi!OV6 197.00 12.11 3.255._ C\l-:.r,,7Z jTt.-1Z,I/ )I:? "5.Z~;A~~./I:J 310.53 19.66 2.521 - Q ~ 1tJI, "f'1 .i ,,-;{&I."I:> j1> Z,!>?' j -/I.;; IZCl.'~O COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~~ : pi FLOW RATECCFS) = 310.53 ,Tc(MIN.) = 19.66 T L AREA(ACRES) = 133.40 I HALFSTREET FLOODWIDTHCFEET) = 8.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 I PRODUCT OF DEPTH&VELOCITY = 1.22 S ETFLOW TRAVELTIME(MIN) = 2.48 TC(MIN) = 11.25 ,.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.383 S CLASSIFICATION IS "C.' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8865 S'IREA AREA(ACRES) = .60. SUBAREA RUNOFF(CFS) = S ED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = E OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOODWIDTHCFEET) = 10.15 FIIr VELOCITY(FEET/SEC.) = 3.95 DEPTH'VELOCITY = 1.30 1.80 4.54 "'1*********************************...********************************** F PROCESS FROM NODE 17,00 TO NODE 17.00 IS CODE = 1 -.------------------....---------------------------.------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >I>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< === ====================================================================== TOTAL NUMBER OF STREAMS = 3 CILUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: T OF CONCENTRATION(MIN.) = 11.25 RAINFALL INTENSITY(INCH/HR) = 3.38 TIL STREAM AREA(ACRES) = 1.40 P FLOW RATE(CFS) AT CONFLUENCE = 4.54 <f>TZe1/H1 /IVF=O I~ I ...(********...********.*************************...****************.***** FL PROCESS FROM NODE 17.00 TO NODE 21.00 IS CODE = 3 ----..---------------------------------------------------------------------- >'>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >. >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DIH OF FLOW IN 60.0 INCH PIPE IS 44.0 INCHES P FLOW VELOCITY(FEET/SEC.) = 20.1 UPSTREAM NOOE ELEVATION = 1144.00 DISTREAM NOOE ELEVATION = 1143.00 F LENGTHCFEET) = 50.00 MANNING'S N = .013 E MATEO PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 310.53 TtltEL TIMECMIN.) = .04 TCCMIN.) = 19.70 ***1Ir********************************************************************** ( A-1J ~c,.7eR.I..'f ~ Te> C,.e;. -' -n>rAct-. (",7+4, ~ -:. I r ..Z- c..rs- lez CDl/p. 6,72 + 4.l,;4(;~) =- 11,0"1 f-' fZ.11 'w/3. IZSZ) tip: "3O{,<j4r I/.di(-,:z;-s -;;.3/(1.,"1- Tp ~ / 1. 6V .', 33=.' - C?P= / I Vile A Ft-Ow 7-:1; '16'.t..J.'w~$ 1:1001::/ .L"~7"?1:<1d t1Ol::.J141JtJoJ foI~ ~ (\1C>?~ rv"';/S8t1 f'/O!.L?NYi}: $1f!.L ~ I FLOW PROCESS FROM NOOE 21.00 TO NOOE 21.00 IS COOE = .-:I---:~~~;~~~;~-;~~~;~~~~~;.~;~~~~-;~~-~~~;~~~~~~:::::--------------------- :==--~====================================================================== TOTAL NUMBER OF STREAMS = 3 CILUENCE VALUES USED FOR INDEPENDENT T _ OF CONCENTRATIONCMIN.) = 19.70 RAINFALL INTENSITYCINCH/HR) = 2.52 TIL STREAM AREACACRES) = 133.40 P FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 310.53 ...1**.******..**************.************.**......................******* F PROCESS FROM NOOE 21.00 TO NOOE 21.00 IS COOE = 7 >I>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< === ====================================================================== USER.SPECIFIED VALUES ARE AS FOLLOWS: TIIN) = 11.96 RAIN INTENSITYCINCH/HOUR) = 3.28 T L AREA(ACRES) = 2.90 TOTAL RUNOFFCCFS) = 9.50 AC'c:' c t;>. (A-I4-' f''''f- (P... -t-4,~c;;; ...1***..*******...******..............*****.**********************.****** F PROCESS FROM NOOE 21.00 TO NOOE 21.00 IS COOE = 1 >I>DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<< . === ====================================================================== TOTAL NUMBER OF STREAMS = 3 CILUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: T OF CONCENTRATIONCMIN.) = 11.96 R FALL INTENSITYCINCH/HR) = 3.28 TOTAL STREAM AREACACRES) = 2.90 1IIr FLOW RATECCFS) AT CONFLUENCE = c. g, A-/4-J ~ TIL -z4-l8f:; IfYOe<no"-Y (Sre- oFFSrTE'" /'Ii p/i!<lUJ"y) 9.50 ...,~.*****.*.*.***.*****...**********.*.*************.********************** PROCESS FROM NOOE 21.00 TO NOOE 21.00 IS COOE = 7 -------------.-----------------....------------------------------_.-.-.----- ==jii::;;;~;;;;~~::~~;;:::;~:;:;~~~~;::~~:=::=:~::::::==================== TC(MIN) = 20. RAIN INTENSITYCINCH/HOUR) = 2.50 TIlrL AREACACRES) 21.10 TOTAL RUNOFFCCFS) = z..o, -; ~ r CJ1- ?"'\ (;:,4- 1__) L./""r;; I'e/ t==t..OIJ (ser;; HYDfZDl.DG, I" f'oIZ. UN I; 1r/ Ph>,54- ) 45.48 **************************************************************************** Iw PROCESS FROM NODE 21.00 TO NOOE 21.00 IS COOE = 1 --- ...--...----------------------..--------------------------------------- >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< == ======================================================================= TOTAL NUMBER OF STREAMS = 3 IFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: E OF CONCENTRATIONCMIN.) f....2~; 0, ~ b RAINFALL INTENSITYCINCH/HR) = 2.50 tAL STREAM AREACACRES) = 21.10 K FLOW RATECCFS) AT CONFLUENCE = 45.48 RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO 1IIFLUENCE FORMULA USED FOR 3 STREAMS. 24- I *. PEAK SiAM N ER 1 I~ FLOII RATE RUNOFF CCFS) 225.14 362.57 360.58 TABLE ** TIME CMIN. ) 11.96 19.70 20.03 INTENSITY (INCH/HOUR) '5/4;1f1tII 1# rt), 3.276 - ~ " 'f.g; ; Tc;/I.9l. j -r~. Z-8 ; A<'/33,q.o 2.518 - q" ~/(), S-"3 ; ~"I9. 70 j r '" 2, Sz-; A.: "Z."O 2.496 - ~ AetNIC' CIUTED CONFLUENCE ESTIMATES ARE AS FOLLOIIS: P FLOII RATECCFS) = 362.57 TeCMIN.) = T ~L AREACACRES) = 157.40 19.70 tJ/.!eUL It2 C<J>IF, ( Z ~ ) Qp ~ 3/0,g-l 1.~ ~,d ='317,83 Tp ;; {"t, 70 Of"'; '5/1,6 3 of 4<;.4-8(;:~~ Xl,$ 1; . {"'f.70 .. ~ t ~/3 ...~...................................................................... FllJII PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 2 ---.------.....----------...-.------....---------..-------.--------------- > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SU8AREA UNIFORM I DEVELOPMENT IS CONDOMINIUM T K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOII-LENGTH = 450.00 UIREAM ELEVATION = 1191.00 D STREAM ELEVATION = 1186.50 ELEVATION DIFFERENCE = 4.50 TW- .359*[C 450.00"3)/C 4.50)]".2 = 10.390 .00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.528 S CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543 SIREA RUNOFFCCFS) = 7.23 T L AREA(ACRES) = 2.40 TOTAL RUNOFFCCFS) = o 7.23 c.e;. (D-I)"PU>",} 1***1*********************************.....*********..********************. F PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 3 ----------------------------------------.----------------------------------- >.>COMPUTE PIPEFLOII TRAVELTIME THRU SUBAREA<<<<< > >USING COMPUTER-ESTIMATED PIPESI2E (NON.PRESSURE FLOII)<<<<< ============================================================================ EIMATED PIPE DIAMETERCINCH) INCREASED TO lB.OOO D H OF FLOII IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOII VELOCITY(FEET/SEC.) = 11.1 UIREAM NODE ELEVATION = 1180.00 D STREAM NODE ELEVATION = 1170.40 F LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = plFLOII THRU SUBAREACCFS) = 7.23 T EL TIMECMIN.) = .30 TCCMIN.) = 10.69 ============================================================================ EIOF STUDY SUMMARY: P FLOII RATECCFS) = TOTAL AREACACRES) = fa T~T 24ft?> 7 s .'D, 7.23 TeCMIN.) = 10.69 2.40 ---------------------------------------------------------------------------- --;iIr~;-;~~;~~~~-~;~~~-~~~~~;;;------------------------------------------- 1 I ?C I f**************************.*********....**********************************. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTRDL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL 1 (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5,8A Release Date: 8/28/90 Serial # 81Dl 1 Analysis prepared by: 1 Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 1.************************* DESCRIPTION OF STUDY TRACT 24186 PALOMA DEL SOL * 10 YEAR HYDROLOGY ************************** r LINE "AII&1l0" FILE NAME: 86AD10.DAT * **********************************......********************************** FILE NAME: 86AD10.DAT II._~~~~~~~~~-~~-~~~~~--~~~~---~~.~~~~~----------------_____________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: II--~~~~-~~~~;;;~~-~~~~~-~~~~~;~~:~;-:---;~:~~-------------------------~------ SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.0D I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10-YEAR STORM 10-MINUTE INTENSITYCINCH/HOURl = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 IDD-YEAR STORM lD-MINUTE INTENSiTY(INCH/HOURl = 3.6DD II 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY'DURATION CURVE = .5271139 II COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = lD.OO I-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDRDLOGY MANUAL "C"-VALUES USED II NOTE: COMPUTE CDNFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES .9D ~*************************************************************************** FLOW PROCESS FROM NODE 1.DD TO NODE 1.00 IS CODE = 7 II.-:::::~~~~-~~~~;;;~~-~~~~~~~~-;~;~~~~;~~-:~-~~~:::::-------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: 1 TCCMIN) = 17.09 RAIN INTENSITY(INCH/HOUR) = 1.77 TDTAL AREA(ACRES) = 65.5D TOTAL RUNDFF(CFS) = 108.90 Ill........................................................................... FLOW PROCESS FROM NODE 1. 00 TO NODE 1.00 IS CODE = 1______------------------------------------------------------.--------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONF~UENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 II CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: * * t' / T/2AC7 21-/ae Ltj\/~ F 1Il-7/M/t7'e- ffrt),e.,zo~r (5ec OFF-SrT~ HYP~Y ITeM) ?L T"E OF CONCENTRATION(MIN.) = 17.09 RAINFALL INTENSITY(INCH/HR) = 1.77 ~L STREAM AREA(ACRES) = 65.50 PIIk FLOW RATE(CFS) AT CONFLUENCE = 108.90 *..~.********..*.*...*********.*.**********.********..******.************* FLOW PROCESS FROM NOOE .20 TO NOOE 2.00 IS COOE = 2 ~~:IIt::::~~::~~::::~~~:~:~:~~:~:::::~:::~::~::::::~~~~~~~~~~~~~~~~~~~~~~~~ ASSUMEO INITIAL SUBAREA UNIFORM I OEVELOPMENT IS CONOOMINIUM T K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW. LENGTH = 650.00 UIREAM ELEVATION = 1216.50 o STREAM ELEVATION = 1201.50 E ATION OIFFERENCE = 15.00 TC = .359*[( 650.00..3)/( 15.00)]...2 = 10.183 1.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.360 CLASSIFICATION IS lIell CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8362 IREA RUNOFF(CFS) = 3.16 T L AREA(ACRES) = 1,60 TOTAL RUNOFF(CFS) = 3.16 ...I***~*..***************.*.*************...****..*...**................. F PROCESS FROM NOOE 2.00 TO NOOE 1.00 IS COOE = 6 'I'COMPUTE STREETFLOW TRAVEL liME THRU SUBAREA<<<<< . === ====================================================================== UPSTREAM ELEVATION = 1201.50 DOWNSTREAM ELEVATION = 1184.00 SIET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 6. S ET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 10.00 tRIOR STREET CROSSFALL(DECIMAL) = .017 IDE STREET CROSSFALL(DECIMAL) = .017 SIIfIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.57 IrREETFLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = .34 HALFSTREET FLOOOWIOTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85 I PROOUCT OF DEPTH&VELOCITY = 1.32 S ETFLOW TRAVELTIME(MIN) = 2.81 TC(MIN) = 13.00 1.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.063 S CLASSIFICATION IS "ell CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8291 SIREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = S ED AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = E OF SUBAREA STREETFLOW HYDRAULICS: OEPTH(FEET) = .38 HALFSTREET FLOOOWIDTH(FEET) = 14.80 FIIr VELOCITY(FEET/SEC.) = 4.01 DEPTH.VELOCITY = 1.53 4.79 7.95 ...IIr...............................................~...................... @ @ ~ 7tJ co, &, (A-~l 27 I I FLOW PROCESS FROM NOOE 1.00 TO NOOE 1.00 IS COOE = 1 ....------------------------------------------------------------------------ 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.00 1 RAINFALL INTENSITY(INCH/HR) = 2.06 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.95 1 RAINFALL INTENSITY AND TIME OF CDNCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 1 90.76 13.00 2 115,74 17.09 INTENSITY (INCH/HOUR) ~~ IfJfO 2.063 ___ -Ser:;- A:80\le l.m _ Q= /O!3."?tJ ,; ~-: f7.cf1 jT=f.77 ;A~hS:5l' COMPUTED CONFLUENCE I PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 115.74 Tc(MIN.) = 69.90 17.09 CtleC-~ c?p"; IOg.90+ 7-9~ ({;;,).. //5.73 Tp~I7.()"I _,0.,,_ 1Ir****************.********************************************************** FLOW PROCESS FROM NOOE 1.00 TO NOOE 3.00 IS COOE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ------------------------~--------~------------------------------------------ I DEPTH DF FLOW IN 48.0 INCH PIPE IS 34.0 PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 1179.00 DOWNSTREAM NODE ELEVATION = 1174.00 II FLOWLENGTH(FEET) = 500.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 4B.00 PIPEFLOW THRU SUBAREA(CFS) = 115.74 II TRAVEL TIME(MIN.) = .68 TC(MIN.) = INCHES L1N~ I I A 'FLCJvJ = .013 NUMBER OF PIPES = 17.n 1**************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 II==;~;::~:~:::::~;:;;::::;:::=;:::::=:~:=~~::~~::~::::::===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATJON(MIN.) = 17.n RAINFALL INTENSITY(INCH/HR) = 1.74 TOTAL STREAM AREA(ACRES) = 69.90 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 115.74 **************************************************************************** 1 FLOW PROCESS FROM NOOE .30 TO NODE 4.00 IS CODE = 2 ~.........................._.........................--..-.................. >>>>>RAlIONAl METHOD INITIAL SUBAREA ANAlYSIS<<<<< @ 11============================================================================ u:? I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM I = K"[(LENGTN""3l/(ELEVATION CHANGE)]*".2 ITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1211.00 fNSTREAM ELEVATION = 1184.00 VATION DIFFERENCE = 27.00 = .359*[( 1000.00""3)/( 27.00l1**.2 = 10.00 YEAR RAINFALL INTENSITy(INCH/HOURl = IL CLASSIFICATION IS "C" DOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8322 SUBAREA RUNOFFCCFSl = 3.63 IITAL AREA(ACRESl = 2.00 TOTAL RUNOFF(CFS) = 11.724 2.184 3.63 **********...*****************....***************...**.....***..**.******... --~-~~~~~~~-~~~-~~~-----~:~~-~~-~~~-----~:~~-~~-~~~-~---~_._-----_._- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ==~;::::=:~:::;;~:=:===;;::~~~===~;::;;::::=:~:::;;~:=:===;;;;~~~========= STREET LENGTH(FEETl = 400.00 CURB HEIGTH(INCHES) = 6. IEET HALFWIDTH(FEETl = 20.00 TANCE FROM CROWN TO CROSSFALL GRAOEBREAK = 10.00 INTERIOR STREET CROSSFALLCDECIMALl = .017 1ItSIDE STREET CROSSFALL(DEClMALl = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 II --TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEETl = .3B HALFSTREET FLOOOWIOTH(FEETl = 14.BO AVERAGE FLOW VELOCITY(FEET/SEC.l = PRODUCT OF DEPTH&VELOCITY = 1.00 1IIEETFLOW TRAVELTIME(MINl = 2.54 TC(MIN) = 14.26 10.00 YEAR RAINFALL INTENSITY(INCH/HOURl = 1.960 I CLASSIFICATION IS "ell OMINIUM DEVELOPMENT RUNOFF CoeFFICIENT = .8263 S AREA AREA(ACRESl = 8.30 SUBAREA RUNOFF(CFSl = 13.44 SUMMED AREA(ACRESl = 10.30 TOTAL RUNOFF(CFSl = 17.08 EIOF SUBAREA STREET FLOW HYDRAULICS: o HCFEETl = .42 HALFSTREET FLOOOWIDTH(FEETl = 17.11 FLOW VELOCITY(FEET/SEC.) = 3.27 OEPTH"VELOCITY = 1.38 I 2.62 1 ..**************************...****...************..*****..****............. FI PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 -.. .------------.-.------------------------------------------------------ > >DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES<<<<< '==1====================================================================== T L NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TI OF CONCENTRATIONCMIN.l = 14.26 R FALL. INTENSITY(INCH/HRl = 1.96 TOTAL STREAM AREA(ACRESl = 10.30 Plif FLOW RATECCFSl AT CONFLUENCE = 17.08 8 ~toJ ro , I C,F.$, A-Z' 4: A-IO / ?(;j I RIFALL INTENSITY AND TIME OF CONCENTRATION RATIO C LUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE -- SiAM RUNOFF TIME N ER (CFS) (MIN.) 1 109.96 14.26 12 130.86 17.n C UTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 130.86 Te(MIN.) = T~L AREA(ACRES) = 80.20 I NTENS ITY ( INCH/HOUR) 1.960 _ -:$rw A.f!t:TY~ ''1 1.737_ C(~ /15,74' ;Tc~'7,77 )'1! = 1,74)A~0'? 5r~ INFo. CJthJC /L. .. 17.n ***1*********..*********************************************************** F PROCESS FROM NOOE 3.00 TO NOOE 4.10 IS COOE = 3 >I>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< > >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===- -====================================================================== DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES plFLOW VELOCITY(FEET/SEC.) = 13.7 U REAM NOOE ELEVATION = 1174.00 DOWNSTREAM NOOE ELEVATION = 1170.00 FILENGTHCFEET) = 300.00 MANNING'S N = .013 E MATED PIPE DIAMETERCINCH) = 45.00 NUMBER OF PIPES = P EFLOW THRU SUBAREACCFS) = 130.86 TRAVEL TIMECMIN.) = .37 TCCMIN.) = 18.14 I **************************************************************************** --~~-~~~::~~-~~~-~~:_----~:~~-~~-~~:_----~:~~-~~_:~:_:---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ==~~~::~~::::~:::;~:::;:~:=~::::::::::=::::::==:=:::~===================== TIME OF CONCENTRATIONCMIN.) = 18.14 RIFALL INTENSITYCINCH/HR) = 1.72 T L STREAM AREACACRES) = 80.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 130.86 1 ***********************************...****************.......****...******** FI PROCESS FROM NOOE .50 TO NOOE 4.10 IS COOE = 2 ..e ......________________________.___________________________________~~~. : > >RATIONAL "ETHOO INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 IIIAL SUBAREA FLOW-LENGTH = 700.00 U REAM ELEVATION = 1196.10 o STREAM ELEVATION = 1176.00 ELEVATION DIFFERENCE = 20.10 TI .359*[C 700.00**3)/C 20.10)]**.2 = .00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CIlfOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = 10.041 2.378 .8366 ~ '" /15.74+17.08C::)=-'!o,90 -r;, '" 17.77 p r / LINE II FL-ON @ O,IC.., ~ StlAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = I 7.56 3.80 TOTAL RUNOFF(CFS) = 7.56 ... 'A"" FL-DvJ C."" -"" ***..******.......******....***....***......******************************.* _.~-~~~~~~-~~~-~~~-_...~:~~-~~-~~~-----~:~~-~~-~~~.:.-.~._-_....._.. >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< )>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< == ======================================================================= AL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: IE OF CONCENTRATION(MIN.) = 10.04 NFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 3.80 )K FLOW RATE(CFS) AT CONFLUENCE = 7.56 R INFALL INTENSITY AND TIME OF CONCENTRATION RATIO IFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY IBER (CFS) (MIN.) (INCH/HOUR) ?T~ IN Fa ' 1 79.99 10.04 2.378 ___ ~ A;ecJ~ 2 136.32 18.14 1.717 _ 0130,~0 jTc" re,/4 j"[-1.7Zj,+= 80,20 IpUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: C:/fETC../L ~ (/, 7 Z) 3 Z. K FLOW RATE(CFS) = 136.32 Te(MIN.) = 18.14 . C//,P;; 130,!%7+ 7. % z:=i8 "- /3(,. TiAL AREA(ACRES) = 84.00 TP -::. I~ ./4 ... o. K.. *.*.*.*..**.*******...**...*.*****....~.....**********************...******* _.~-~~~~~~~.~~~-~~~-----~:~~.~~.~~~-----~:~~-~~.~~~_:---~-------_.... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< )> >>USING COMPUTER' ESTIMATED PIPESIZE (NON'PRESSURE FLOW)<<<<< == ======================================================================= TH OF FLOW IN 51.0 INCH PIPE IS 37.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.3 uIITREAM NOOE ELEVATION = 1170.00 ~NSTREAM NOOE ELEVATION = 1163.00 FLOWLENGTH(FEET) = 750,00 MANNING'S N = .013 IIMATEO PIPE OIAMETER(INCH) = 51.00 NUMBER OF PIPES = EFLOW THRU SUBAREA(CFS) = 136.32 T VEL TIME(MIN.) = 1.02 TC(MIN.) = 19.16 L IN€: ' p.,' F{.,Qf\J --JIIl-.-.----.-.....----------.-.---*---.-.------.**.**.*****.....*.**.*.** FLOW PROCESS FROM NOOE 6.00 TO NOOE 6.00 IS COOE = 1 --1--.........-------------.......-----------.........-------------------- >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: T OF CONCENTRATION(MIN.) = 19.16 RAINFALL INTENSITY(INCH/HR) = 1.67 rllAL STREAM AREA(ACRES) = 84.00 PIIK FLOW RATE(CFS) AT CONFLUENCE = 136.32 I 31 I 0*.............----------....-------------------------********************** FI PROCESS FROM NODE .60 TO NODE 7.00 IS CODE = 2 ... ------------------....-----------------------------------------------. > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONOOMINIUM TC = K*[(lENGTH**3)/(ElEVATION CHANGE))**.2 IllAl SUBAREA FLOW-LENGTH = . 600.00 U REAM ELEVATION = 1195.10 D STREAM ELEVATION = 1180.00 ELEVATION DIFFERENCE = 15.10 TI .359*[( 600.00**3)/( 15.10))**.2 = 9.692 .00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 SOIL CLASSIFICATION IS IICII CIOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8376 S REA RUNOFF(CFS) = 4.87 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.87 .**JIl**************************............................................ FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 6 ---1-------------------------------------------_._-----------------------. > >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UIREAM ELEVATION = 1180.00 S ET LENGTH(FEET) = 400.00 S ET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1174.00 CURB HEIGTH(INCHES) = 6. DIANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 I RIOR STREET CROSSFALl(OEClMAl) = .017 OUTSIDE STREET CRDSSFAlL(OECIMAL) =. .017 S~IFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = REETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HAlFSTREET FLOODWIOTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF OEPTH&VELOCITY = .92 STREETFLOW TRAVELTIME(MIN) = 2.49 TC(MIN) = 12.19 11.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.138 SOIL CLASSIFICATION IS Ile" CIOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8311 S REA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = S ED AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DIH(FEET) = .36 HALFSTREET FLOODWIOTH(FEET) = 13.64 F VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY = 1.12 7.73 II 2.67 5.69 10.56 1***1*********************************....******************************.*. FL PROCESS FROM NODE 8.00 TO NODE 6.00 IS CODE = 6 >I>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< === ====================================================================== UPSTREAM ELEVATION = 1174.00 DOWNSTREAM ELEVATION = 1168.00 SlIIET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. 0) 8 @ :C7 I STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ""TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13,06 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY = 1.15 STREET FLOW TRAVELTIME(MIN) = 3.09 TC(MINl = 15.28 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.888 SOIL CLASSIFICATION IS "t" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8241 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH"VELOCITY = 1.26 4.98 15.54 FLCltI /'0 c,~. , A-4) I I I *******.........*......****************************.************************ FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.28 RAINFALL INTENSITY(INCH/HR) = 1.89 TOTAL STREAM AREA(ACRES) = 8.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 15.54 I I RAINFALL INTENSITY AND TIME.OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I '** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE "" RUNOF F TI ME (CFS) CMIN.) 124.25 15.28 150.04 19.16 I NTENS IlY (INCH/HOUR) 1.888 -- -S-a. AeoIE' 1.667 _ c? "r?;r,,32jTc"I'1,/~;r;;,.('7 jA-g4-.0 S~ /Nfi? I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.04 Tc(MIN.) = 19.16 TOTAL AREACACRESl = 92.80 c~: 1I,~7) Q ;; (3(,,32 .j- , )'Sq.,!. 'D't ~ j?,o;. p -r; .. ;q. Ie, , 0,(., r _ I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 3 I >>>>>CQMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES ~3 P1IlFLOW VELOCITYCFEET/SEC.) = 16.7 UITREAM NODE ELEVATION = 1163.00 D STREAM NODE ELEVATION = 1162.00 F LENGTHCFEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 45.00 NUMBER OF PIPES = PIFLOW THRU SUBAREACCFS) = 150.04 T EL TIMECMIN.) = .05 TCCMIN.) = 19,21 (I ... LiNE: A 'FLOw /101.-0 Po!!- ecwFl.--U€'ICE ***I.************.*..*********~***.*************************************** F PROCESS FROM NODE .20 TO NODE 10.00 IS CODE = 2 >I>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< === ====================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM T K*[CLENGTH*'3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UIREAM ELEVATION = 1216.50 o STREAM ELEVATION = 1188.00 E ATION DIFFERENCE = 28.50 TC = .359'[C 1000.00"3)/C 28.50)]".2 = 11.598 r.OO YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.197 S CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8325 SIREA RUNOFFCCFS) = 14.27 T L AREACACRES) = 7.80 TOTAL RUNOFFCCFS) = @ 14.27 **.1**********************....******************....********************** F PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 6 >I>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< === ====================================================================== UPSTREAM ELEVATION = 1188.00 DOYNSTREAM ELEVATION = 1177.15 @ SIET LENGTHCFEET) = 470.00 CURB HEIGTHCINCHES) = 6. ~IO S ET HALFYIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 IRIOR STREET CROSSFALLCDECIMAL) = .017 IDE STREET CROSSFALLCDECIMAL) = .017 SIIrIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVELTIME COMPUTEO USING MEAN FLOWCCFS) = 16.84 STREET FLOW MODEL RESULTS: I STREET FLOWDEPTHCFEETl = .38 HALFSTREET FLOODYIDTHCFEET) = 14.80 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.25 I PRODUCT OF DEPTH&VELOCITY = 1.62 S ETFLOW TRAVELTIMECMIN) = 1.84 TCCMIN) = 13.44 1.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.025 S CLASSIFICATION IS "CII C OMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8281 SUBAREA AREACACRES) = 3.10 SUBAREA RUNOFFCCFS) = slED AREACACRES) = 10.90 TOTAL RUNOFFCCFS) = E OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = .40 HALFSTREET FLOODYIDTHCFEET) = 15,95 FIIr VELOCITYCFEET/SEC.) = 4.26 DEPTH'VELOCITY = 1.71 5.20 19.46 ~ I II 1*********************************************.......******************.***** FLOW PROCESS FROM NooE 11.00 TO NooE 11.00 IS CooE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.44 RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 10.90 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.46 1*************************************************************************... FLOW PROCESS FROM NooE .11 TO NooE 11.00 IS CooE = 2 II==::::::::;;:::~:;:;;::::;~:::::~~:;;~::::~::~::::::======================== DEVELOPMENT IS CONDOMINIUM I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1183.40 I DOWNSTREAM ELEVATION = 1177.15 ELEVATION DIFFERENCE = 6.25 TC = .359*[( 600.00**3)/( 6.25)]**.2 = 11.562 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.200 I SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEffICIENT = .8326 SUBAREA RUNOfF(CFS) = 5.31. II TOTAL AREA(ACRES) = 2.90 TOTAL RUNOff(CfS) = 5.31 II::~;~:~;~~~~~:~;~:~~~::::~~~~~:~~:~~~::::~~~~~:~~:~~~:::::::::::::::::: >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;:~=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.l = 11.56 RAINfALL INTENSITY(INCH/HRl = 2.20 TOTAL STREAM AREA(ACRESl = 2.90 II PEAK fLOW RATE(CFS) AT CONfLUENCE = 5.31 ***************.*.********************************************************** II--~~~-~~~~~~~-~~~-~~~-----_:~~-~~-~~~----~~:~~-~~-~~~_:_--~------------ >>>>>RATIONAl METHOD INITIAL SUBAREA ANAlYSIS<<<<< II=========:;;:::~=;:;;;:~=;::::::=::;;~::==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[CLENGTH**3)/CElEVATION CHANGE)]**.2 I INITIAL SUBAREA fLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1203.00 DOWNSTREAM ELEVATION = 1177.15 II ELEVATION DIFFERENCE = 25.85 s @ ~c; II TC = .709*[C 600.00**3)/C 25.85)1**.2 = 17.191 10.00 YEAR RAINFAll INTENSITYCINCH/HOUR) = 1.769 II SOIL CLASSIFICATION IS lien UNDEVElOPEO WATERSHED RUNOFF COEFFICIENT = .6723 SUBAREA RUNOFFCCFS) = 2.26 II TOTAL AREACACRES) = 1.9D TOTAL RUNOFFCCFS) = 2.26 ..***********************...*****.....**.**************************.*******. II__~~~_~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~_:~-~~~_:___~_______..... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIDNCMIN.) = 17.19 RAINFALL INTENSITYCINCH/HR) = 1.77 TDTAl STREAM AREACACRES) = 1.90 II PEAK FLOW RATECCFS) AT CONFLUENCE = 2.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 3 STRE~S. ** PEAK FLOW RATE TABLE *- I STREAM RUNOFF TIME NUMBER CCFS) CMIN.) 1 23.58 11.56 2 26.12 13.44 I 3 23.53 17.19 INTENSITY 4'11Zef'rM 1/'1("0, CINCH/HOUR) 2.200 ___ Q'" 5.31; re~ {f,<;(g jT'" 2.2-0 jAcl~ 2.025 __ (?'" t<l.~j TC: 13,'/4 j I = 2,o?J jA '" 10,'10 1.769 _ ~ Ae.>v~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOllOWS: II PEAK FLOW RATECCFS) = 26.12 TeCMIN.) = TOTAL AREACACRES) = 15.70 CHec-t:- 1 f "Z cour:) ii', 03 ) 41>: /9.4&1-5.3/ \:u;; "24.3ro 7p :: /3.4-4 ~ "'/3) ('1-14) . Qp= 24-.3"+ 2.24 if.7II:~ -rp.. rM4 "';::-' 13,44 1***************************....*********************.***...*****.*********** FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 3 I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SU8AREA<<<<< >>>>>USING COMPUTER. ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPEFlOW VElOCITYCFEET/SEC.) = 13.0 UPSTREAM NODE ELEVATION = 1172.00 DOWNSTREAM NODE ELEVATION = 1162.00 I FlOWlENGTHCFEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 21.00 NUMBER OF PIPES = PIPEFlOW THRU SUBAREACCFS) = 26.12 II TRAVEL TIMECMIN.) = .39 TCCMIN.) = 13.83 , I tAT, A-f.? rt.ctoJ **************************************************************************** II__~~~_~~~~~~~-~~~.~~~..__.~:~~-~~-~~~-----~:~~_:~-~~~_:.._~..__________ >>>>>DESIGNATE INDEPENDENT STREAM FOR COHFLUENCE<<<<< II==;~;:~=:~::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: II TIME OF CONCENTRATIONCMIN.) = 13.83 :ov_ I RAINFALL INTENSITYCINCH/HR) = 1.99 TIL STREAM AREAlACRES) = 15.70 P FLOW RATECCFS) AT CONFLUENCE = 26.12 '**1...*************..***********************************.....*.********** F PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 7 'I'USER SPECIFIEO HYDROLOGY INFORMATION AT NODE<<<<< === ====================================================================== U .SPECIFIED VALUES ARE AS FOLLOWS: TClMIN) = 19.21 RAIN INTENSITY(lNCH/HOUR) = 1.66 . LINe ~ I '1='C.PW H1?tD p/ZEiVlw9..-'r' TIltL AREAl ACRES) = 92.80 TOTAL RUNOFFlCFS) = 150.04 ***1*********************************************.****..******..*******... F PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 'I'DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< , ,AND COMPUTE VARIOUS .CONFLUENCED STREAM VALUES<<<<< === ====================================================================== TOTAL NUMBER OF STREAMS = 2 CILUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: T OF CONCENTRATIONlMIN.) = 19.21 RAINFALL INTENSITYlINCH/HR) = 1.66 TIL STREAM AREAlACRES) = 92.80 P FLOW RATElCFS) AT CONFLUENCE = 150.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CtltLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** SIAM RUNOFF TIME INTENSITY N ER lCFS) lMIN.) liNCH/HOUR) 1 134.12 13.83 1.994 - q"2/..,'Z-~Tc=13,S3jr""I,CJ?J',IJ=15,7o 2 171.84 19.21 1.664 _ ~ ~ CIIlUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 171.84 TelMIN.) = 19.21 TtltL AREAlACRES) = 108.50 ~1~ INFO. e lieu'- qp ~ 15/),04 -+ 2&"Z({~):: /7/$3 -r;. = /9.ZI .. 0. IL ***,.*************....***.*******.....************************************ F PROCESS FROM NODE 9.00 TO NODE 12.00 IS CODE = 3 I~-:::::~~;~;~-;;;~;~~-;~~~~~;;~~-;~~~-~~~~~~~:::::..-...-----------.-.-... 1 "'USING COMPUTER. ESTIMATED PIPESIZE lNON-PRESSURE FLOW)<<<<< 1=== ====================================================================== OEPTH OF FLOW IN 48.0 INCH PIPE IS 35.3 INCHES PIFLOW VELOCITYlFEET/SEC.) = 17.3 U REAM NODE ELEVATION = 1162.00 DOWNSTREAM NODE ELEVATION = 1145.00 FILENGTHlFEET) = 850.00 MANNING'S N = .013 E MATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = P FLOW THRU SUBAREAlCFS) = 171.84 TiifEL TIMElMlN.) = .82 TClMIN.) = 20.03 r I UtJt=,4 FlOW **************************************************************************** FI PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = ~- . I I -.....-.----------------.-.....--------.---------....----------------------- >I>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< === ====================================================================== T L NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TI OF CONCENTRATIONCMIN.) = 20.03 R FALL INTENSITYCINCH/HR) = 1.63 TOTAL STREAM AREACACRES) = 108.50 PIIr FLOW RATECCFS) AT CONFLUENCE = 171.84 **************************************...*********..***********......******* -.~IIr-~~~~~~~-~~~-~~~...._::~~.~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< ===IIr===:;;~::;=;:;;;::=;~:::::=~:;;;::==================================== DEVELOPMENT IS: UNOEVELOPED ~ITH FAIR COVER Tl= K*[CLENGTH**3)/CELEVATION CHANGE))**.2 I IAL SUBAREA FLOW-LENGTH = 830.00 U REAM ELEVATION = 1179.00 DOWNSTREAM ELEVATION = 1168.00 ElATION DIFFERENCE = 11.00 T .709*[C 830.00**3)/C 11.00))**.2 = 24.778 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.446 SI CLASSIFICATION IS "C" U VELOPED ~ATERSHEO RUNOFF COEFFICIENT = .6364 S AREA RUNOFFCCFS) = 1.93 TIIAL AREACACRES) = 2.10 TOTAL RUNOFFCCFS) = @ 1.93 I*.*****..***********..*******.**..*.**~*******************...***............ . FI PROCESS FROM NOOE 13.00 TO NOOE 12.00 IS COOE = 51 : --- --------------......._------------------------------------------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FlOW<<<<< i I>TRAVELTIME THRU SUBAREA<<<<< j=== ====================================================================== REAM NOOE ELEVATION = 1168.00 DOWNSTREAM NOOE ELEVATION = 1149.50 CINEL LENGTH THRU SUBAREACFEET).= 850.00 C NEL SLOPE = .0218 CHANNEL BASECFEET) = 5.00 "Z" FACTOR = 3.000 fAJ2/C srr~ 'FLoW MIING'S FACTOR = .030 MAXIMUM DEPTHCFEET) = 2.00 C NEL FLOW THRU SUBAREACCFS) = 1.93 FLOW VELOCITYCFEET/SEC) = 2.05 FLOW DEPTHCFEET) = .17 TjiVEL TIMECMIN.) = 6.90 TCCMIN.) = 31.67 ..*****************....****.........************..****...................... Fr PROCESS FROM NOOE 13.00 TO NOOE 12.00 IS CODE = 8 ... .-.--.------------------...-.---....--------...------------------------ >>>>>AODITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==:~~~~:~:~:~~~~~:::~:;:~~:;;;~;;:~:;:~:;=:==~~;:;======================= UNDEVELOPED ~ATERSHED RUNOFF COEFFICIENT = .6105 tREA AREACACRES) = 7.70 SUBAREA RUNOFFCCFS) = 5.94 T L AREACACRES) = 9.80 TOTAL RUNOFFCCFS) = 7.87 TCCMIN) = 31.67 @) I ~TO \ / c.3. A-7 .20 I ..........*...*****.....******...**************.*......*..**....*..*..****** II--~=~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~-------.---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1Ir.;~;::.::::::.~;.;;::::;.:..;.............................................. CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN;)' 31_67 RAINFALL INTENSITY(INCH/HR)' 1.26 TOTAL STREAM AREA(ACRES)' 9.80 PEAK FLOW RATE(CFS) AT CONFLUENCE' 7.87 I *.***************************.********************.*...****.**************** II--~=~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< II.........~:~~:~~:~:~;:~::~~~~:::~:;;~::.................................... TC . K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-LENGTH' 500.00 UPSTREAM ELEVATION' 1195.80 DOWNSTREAM ELEVATION. 1186,00 I ELEVATION OIFFERENCE . 9.80 TC' .336*[( 500.00**3)/( 9.80)]**.2 . 8.858 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR). 2.548 SOIL CLASSIFICATION IS "C" II MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT' .8572 SUBAREA RUNOFF(CFS) 11.79 TOTAL AREA(ACRES) . 5.40. TOTAL RUNOFF(CFS) . 11.79 II .**********************************************...........*.**************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE' 3 II--:::::~~~~~~-~;~~;~~-~~~~~~~;~~-~~~~-~~~~~~~:::::------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)..... II..~:;;:.~;.;:~.;:..;:~~.;:~:.;;;:.;;..;;~;.;:~::;.......................... PIPEFLOW VELOCITY(FEET/SEC.)' 9.2 I UPSTREAM NODE ELEVATION' 1186.00 DOWNSTREAM NODE ELEVATION' 1173.00 FLOWLENGTH(FEET)' 600.00 MANNING'S N' .013 ESTIMATED PIPE DIAMETER(INCH)' 18.00 NUMBER OF PIPES. I PIPEFLOW THRU SUBAREA(CFS) . 11.79 TRAVEL TIME(MIN.)' 1.0B TC(MIN.)' 9.94 11.......***........*...*.***........*...........................*............ FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE' 8 --...........-.-.---.-.----------------------------------------------------- II >>>>>ADOITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR)' 2.391 I SOIL CLASSIFICATION IS "C" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT' _B549 SUBAREA AREA(ACRES)' 6.20 SUBAREA RUNOFF(CFS) . II TOTAL AREA(ACRES)' 11.60 TOTAL RUNOFF(CFS) . 12.68 24.47 o <SCHoOL <5I,EO 'PI Fe: rLctU @ "rur -"It- f"t,.dW-ro C.13. ~'2l) ':::f9 INTENSITY (INCH/HOUR) 912€J\M IIJ~, 2.318 --- ~-'\"12CVE: 1.626 ~ G"'/71.81 jTcrZo,O:>jI~){,3j^,=)08.'SO 1.263 --- Q.... 7,87 j 'c. ~I,(P7 j &), '2-" ;A= 9, eo I COMPUTED CDNFLUENCE ESTIHATES ARE AS FOLLOIIS: ~: Ifz. u.F.) //,b'3) PEAK FLOII RATE(CFS) = 193.55 Tc(MIN.l = 20.03 ~p ~ nf,84+ U,47~.z,38 -: /98. (PO I TOTAL AREA(ACRES) = 129.90 TP .:; -ZC,O'3> <t 'oJ/3) Qp ~ /88.bO-l-7.87(~iJ) =- /1J.~ -rp=- 20.03 ,:~ I TC(MIN) = 9.94 II............................................................................ FLOII PROCESS FROM NOOE 16.00 TO NOOE 12.00 IS COOE = 3 II..:::::~~;~;~.;;;~;~~-;~~~~~;;~~-;~~~-~~:~~~:::::------------------.----- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I==:;;;::;:;=;;;:=;;:::;::;;:~::=;:~:::;:;=;;=;:~;;;========================= DEPTH OF FLOII IN 18.0 INCH PIPE IS 9.7 INCHES PIPEFLOII VELOCITY(FEET/SEC.) = 25.1 I UPSTREAM NOOE ELEVATION = 1173.00 DOIINSTREAM NOOE ELEVATION = 1145.00 FLOIILENGTH(FEET) = 150.00 MANNING'S N = .013 I ESTIMATED PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOII THRU SUBAREA(CFSl = 24.47 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 10.04 I............................................................................ FLOW PROCESS FROM NOOE 12.00 TO NOOE 12.00 IS COOE = 1 I--:::::~~~;~~~;~-;~~~;~~~~~;.~;~~~~-;~~-~~~;~~~~~~:::::--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I==;;;::=:~::::=;;=;;::::;=:==;============================================== CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.04 I RAINFALL INTENSITY(INCH/HRl = 2.38 TOTAL STREAM AREA(ACRES) = 11.60 PEAK FLOII RATE(CFS) AT CONFLUENCE = 24.47 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 3 STREAMS. 1 .. PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME NUMBER (CFS) (MIN.) I 1 113.12 10.04 2 193.55 20.03 3 154.3B 31.67 **...****************************************..***************************** I--~~~-~~~~~~~.~~~.~~~----~~:~~-~~-~~~_._.~~:~~.~~-~~~.:...~.._--------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< ============================================================================ DEPTN OF FLOW IN 51.0 INCN PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 I UPSTREAM NOOE ELEVATION = 1145.00 DOWNSTREAM NOOE ELEVATION = 1144.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 II ESTIMATED PIPE OIAMETER(INCH) = 51.00 NUMBER OF PIPES = LAI' A--8 ) FwW ( / /.....IN~ A 4n I 193.55 TC(MIN.) = 20.07 PIPEFL~ THRU SUBAREA(CFS) 1 TRAVEL TIME(MIN.) = .05 *********************....**********..******.*.********.*.**********.******** I--~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==;~;::=::::::=~;=;;::::;=:'=;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.07 I RAINFALL INTENSITY(INCH/HR) = 1.62 TOTAL STREAM AREA(ACRES) = 129.90 PEAK FL~ RATE(CFS) AT CONFLUENCE = 193.55 I *****************..************..******************************************* FL~ PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 2 1-------------------------------.-------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSlS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3)/CELEVATION CHANGE)1".2 I INITIAL SUBAREA FL~-LENGTH = 620.00 UPSTREAM ELEVATION = 1206.00 D~NSTREAM ELEVATION = 1186.00 ELEVATION DIFFERENCE = 20.00 I TC = .303'1( 620.00"3)/( 20.00)]".2 = 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) SOIL CLASSIFICATION IS "C" II COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 7.885 2.717 2.16 I..........................................................................~. FLOW PROCESS FROM NODE 19.00 TO NODE 17.00 IS CODE = 6 1_--------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIOTHCFEET) 1186.00 1100.00 = 22.00 O~NSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1149.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALLCDECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = II "TRAVELTIME COMPUTED USING MEAN FL~(CFS) = 3.27 STREETFL~ MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOOOWIDTH(FEET) = 8.87 AVERAGE FLOW VELOCITYCFEET/SEC_) = 3.62 PRODUCT OF DEPTH&VELOCITY = 1.10 STREET FLOW TRAVELTIME(MIN) = 5.06 TC(MIN) = 12.95 I II @ @) 4/ I 10.00 YEAR RAINFALL INTENSITYlINCH/HOUR)' 2.067 SOIL CLASSIFICATION IS "C" 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT . .8798 SUBAREA AREAlACRES)' 1.20 SUBAREA RUNOFFlCFS) . SUMMED AREAlACRES)' 2.10 TOTAL RUNOFFlCFS) . I ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET)' .32 HALFSTREET FLOOOWIDTHlFEET) . FLOW VELOCITYlFEET/SEC.)' 4.25 DEPTH.VELOCITY-' 2.18 4.34 9.51 1.34 II............................................................................ FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE' 1 1-----..-.--.-.---.-------------------------------------..-.-....------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 TOTAL NUMBER OF STREAMS' 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONlMIN.). 12.95 RAINFALL INTENSITYlINCH/HR)' 2.07 TOTAL STREAM AREAlACRES)' 2.10 PEAK FLOW RATECCFS) AT CONFLUENCE . I 4.34 11**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE' 2 1__.....------------------.-......---------------.....-------.-----.....--.-. >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< . ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL Tt = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH' .900.00 UPSTREAM ELEVATION. 1206.00 OOWNSTREAM ELEVATION. 1170.00 ELEVATION DIFFERENCE' 36.00 TC. .303.[1 900,00..3)/1 36.00)]...2 . 8.767 10.00 YEAR RAINFALL INTENSITYlINCN/HOUR)' 2.563 SOIL CLASSIFICATION IS lIell COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT. .8829 SUBAREA RUNOFFlCFS) . 1,81 TOTAL AREAlACRES) . .80 TOTAL RUNOFFlCFS) . 1.81 I I 1 I............................................................................ FLOW PROCESS FROM NODE 20.00 TO NODE 17.00 IS CODE. 6 ..-----------.......-------.----...---------------------~-----------....~.~. 1 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION. 1170.00 DOWNSTREAM ELEVATION' 1149.00 STREET LENGTH(FEET]' 600.00 CURB HEIGTHlINCHES) . 6. STREET HALFWIDTHCFEET) . 22.00 I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK. 10.00 INTERIOR STREET CROSSFALLlOECIMAL)' .020 OUTSIDE STREET CROSSFALLlDECIMAL) . .020 1 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF' I ..TRAVELTIME COMPUTED USING MEAN FLOWlCFS) = STREET FLOW MODEL RESULTS: 2.39 "" (A-'1) C.O. We:5~l-'I' Ftcw o @ .-1..., I STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOOO~IDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITY = .96 STREET FLOW TRAVELTIME(MIN) = 2.90 TC(MIN) = 11.67 ~.OO YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.190 SOIL CLASSIFICATION IS 'lell CIERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8807 S REA AREACACRES) = .60 SUBAREA RUNOFFCCFS) = S ED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DIHCFEET) = .29 HALFSTREET FLOOO~IDTH(FEET) = 8.23 F VELOCITY(FEET/SEC.) = 3.73 DEPTH.VELOCITY = 1.09 I 1.16 2.97 l C.'5, 1\-'1) ~'T€12-L.,Y RcW To,I''- INLf:, ~ / /? '1 "q-,( ",0/) . - 71 .... /'2./4 -r 4.? ~ , CP'''- ...1*****....*************************************........****.***...***** FL PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 -----.....-------..------------------------..-------------.-----.-----.-.-.- i >I>OESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< I > >ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TIL NUMBER OF STREAMS = 3 C LUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.67 RIFALL INTENSITY(INCH/HR) = 2.19 T L STREAM AREA(ACRES) = 1.40 P FLOW RATE(CFS) AT CONFLUENCE = 2.97 R.FALL INTENSITY AND TIME OF CONCENTRATION RATIO C LUENCE fORMULA USED FOR 3 STREAMS. .IEAK flOW RATE TABLE .* S AM RUNOFF TIME NUMBER (CFS) (MIN.) 1 119.37 11.67 12 132.00 12.95 3 199.16 20.07 INTENSITY CINCH/HOUR) 2.190_ 2.067 ~ 1.624 ___ ~ ,wF"o, ~ A'80ve: Q: 4.:11-; Tc.-=/,Z,'1'S.i L'" ?"7 .;A..~2,/O Q':I'l3, s> j ~ ~ '20,01 j I =/,bz, j A~ 11/f!l() C~: CIUTED CONFLUENCE ESTIMATES ARE ,AS FOLLOWS: P FLOW RATE(CFS) = 199.16 Te(MIN.) = TOTAL AREA(ACRES) = 133.40 20.07 1_2 cm.F) CO 7) I.(p " 4.34~ Z "I? z. Iff' 7. IS' Tp: 1'2,"1'5' ,...i;> //,'-2) Qp" j13S!;;+ 7.15\ 2.07 -;/'19./5 If ;2~.07 .: tJ. ~, ...JIl...................................................................... FLOW PROCESS FROM NDOE 17.00 TO NODE 21.00 IS CDOE = 3 --:JII:~~;~;~-;;;~;~~-;~~~~~;;~~-;~~~-;~~~~~~:::::------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==~~:=~;=;:~=;:==;;~~=;:~:=;;;:=;;==;;~;=;:~::;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UIREAM NDOE ELEVATION = 1144.00 D STREAM NDOE ELEVATION = 1143.00 F~ LENGTH(FEET) = 5D.00 MANNING'S N = .013 ESTIMATED PIPE OIAMETER(INCH) = 51.00 NUMBER OF PIPES = plFLOW THRU SUBAREA(CFS) = 199.16 T EL TIME(MIN.) = .05 TCCMIN.) = 20.12 ~ / /.-IN~ A ~ I 4'2, II............................................................................ I--~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.12 RAINFALL INTENSITY(INCH/HR) = 1.62 TOTAL STREAM AREA(ACRES) = 133_40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 199.16 I 11*******************************..******************************************* FLOW PROCESS FROM NODE 21. DO TO NODE 21.00 IS CODE = 7 11---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.77 RAIN INTENSITY(INCH/HOUR) = 2.08 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 6,09 II............................................................................ FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ------------_.._-------_..-.------------------------------------------------ 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CDNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.77 RAINFALL INTENSITY(INCH/HR) = .2.08 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.D9 I 1**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 7 1 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 21.11 RAIN INTENSITY(INCH/HOUR) = 1.58 TOTAL AREA(ACRES) = 21.10 TOTAL RUNOFF(CFS) = 29.31 1**************************************************************************** FLOW PROCESS FROM NODE 21.DD TO NODE 21.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 21.11 RAINFALL INTENSITY(INCN/HR) = 1.58 TOTAL STREAM AREA(ACRES) = 21.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.31 I I RAINFALL INTENSITY AND TIME OF CDNCENTRATION RATIO / ) C,'8. fH4 (CJFF~Sm:: FWo"..J ~ Tj2,241SS- ~bY) ~J . r J CI"",.I TO ::nc LItlE" 15 rf.Jolv- (5f'fE" f1"(r::>/ZO'l-Or.."( ?61.'-Z) 44 I CONFLUENCE FORMULA USED FOR 3 STREAMS. I ** PEAK FLOW RATE RUNOFF (CFS) 150.23 231.84 227.89 TABLE *. TIME (MIN.) 12.n 20.12 21.11 INTENSITY "5~ INf"O, (INCH/HOUR) 2.083 _ GI",,~,D'1 j Tc'" 12,77 j :r,,.'Z,06 ; A= 2.,,/0 1.622 -~" 1'1'1.11.:; '7C..~Zo.l'2- J:r~ U;'Z jA? /33,40 1.580 ---- 5eJ' ~~ 1 STREAM NUMBER 1 2 3 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 231.84 Te(MIN.) = 20.12 TOTAL AREA(ACRES) = 157.40 c~"- '. 1 ***..************.***********************.....**.***..******************.... I FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 2 -------.._------------------------------------------------------.----------- . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSlS<<<<< II=========~::~:~::~:~;::~:~~~~~:~~:;;~::==========~========================= TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1186.50 I ELEVATION OIFFERENCE = 4.50 TC = .359*[( 450.00**3)/( 4.50)1**.2 = 10.390 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.334 SOIL CLASSIFICATION IS "C" I CONOOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8357 SUBAREA RUNOFF(CFS) = 4.68 TOTAL AREA(ACRES) = 2.40 . TOTAL RUNOFF(CFS) = 4.68 II ***********************************************************.**************.* II":::::~~~~~~-~;~;~~~;~~~~~;;~~~~~~~~~~~~~~:::::~-~~~-:_--~------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II==:;;;::;:~=;;;:=~;:::;::;;:~:~=;:~:::;:~=;~=~:~~~~========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 9.8 UPSTREAM NODE ELEVATION = 1180.00 DOWNSTREAM NODE ELEVATION = 1170.40 FLOWLENGTH(FEET) = 200.00 MANNING'S N = :013 I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.68 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 10.73 II==::~=~;=;;~~;=;~::::;:===================================================== PEAK FLOW RATE(CFS) = 4.68 Te(MlN.) = 10.73 II==;:;:~;:::;;~:::::;;:~=:::~;;;;=========================================== II II 142- -) IL {,Z) . Qp -:; {fl,/(p+t.,O 7 (i08 =203, '10 T;;.: Z~,,.2 4~/3) 1$4./'2) c Qp = Zo~,'fO+ 21,3\ZI.tlF?3/'o if"(j:J.J2 ,~L. 8 c.g, (D~/) p.t)N 4<; I I ............................................................................ 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyr;ght 1982-90 Advanced Engineer;ng Software (aes) Ver, 5.8A Release Date: 8/28/90 Serial # 8101 I I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CaLifornia 92718 (714) 472-3505 I ***...******************** DESCRIPTION . TRACT 24186 PALOMA DEL SOL . 100 YEAR HYDROLOGY ******.**............*..** OF STUDY . LINE liB" FILE NAME: 86B100.DAT * I ******.............***....******....********.............***************** FILE NAME: 86Bloo.oAT I TIME/DATE OF STUDY: 7:58 5/31/1991 ---------...-......---.-----------.......----------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I-.~~~;-~;~~;;;~~-~~~;~-~~~~~;~~~;;-:--;~~:~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(oECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 1o-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 loo-YEAR STORM lo-MINUTE INTENSJTY(INCH/HOUR) = 3.600 loo-YEAR STORM 6o-MINUTE INTENSITY(INCH/HOUR) = 1,400 SLOPE OF lo-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF loo-YEAR INTENSITY-DURATION CURVE = .5271139 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTNER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I I I I II............................................................................ FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 2 ----------------------------_._._-----~.~~~~.----------------.-------......- I >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K'[(LENGTH"3)/(ELEVATION CHANGE))".2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1204.00 DOWNSTREAM ELEVATION = 11.83.50' ELEVATION DIFFERENCE = 20.50 TC = .359'[( 950.00"3)/( 20.50))".2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOil CLASSIFICATION IS IIC" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 14.47 .8512 I I 12.012 3.268 I . . o 4b I TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 14,47 11............................................................................ FLOW PROCESS FROM NOOE 23.00 TO NOOE 24.00 IS COOE = 6 II..~~~~~~~;~;~.~;~~~;;~~.;~~~~~;;~~.;~~~.~~~~~~~:::::..._..~~.._....~:~.....- ~-- . ============================================================================ -- I UPSTREAM ELEVATION = ~-:~?: DOWNSTREAM ELEVATION = 1172.50 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 '.'.' 1-"1 1'"-1(! 'J! - fc,-lL /Ie F,~\ 40 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10,00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALF STREET FLOOOWIDTHCFEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4,25 PROOUCT OF DEPTH&VELOCITY = 1.54 STREET FLOW TRAVELTIME(MIN) = 1.77 TC(MIN) = 13.78 14.47 ~-r2e:er fLJJ lJ ~lE I -ro c,g,s rWvJ F!ZCM (!. "PATC:R.rJO .. CALABeD 'B-1 J ~ s-z) = 2 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 SOIL CLASSIFICATION IS I.e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8482 SUBAREA AREACACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = .36 HALFSTREET FLOOOWIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH.VELOCITY = 1.54 .,00 14.47 \ \1 I 11**************************************************************~************* FLOW PROCESS FROM NOOE 24.00 TO NOOE 24.00 IS COOE = 1 I >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.78 RAINFALL INTENSITYCINCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATECCFS) AT CONFLUENCE = I I 14.47 1****************************************....*******************..**....***.. FLOW PROCESS FROM NOOE 24.50 TO NOOE 24.60 IS COOE = 2 I I >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K.[(LENGTH..3l/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW, LENGTH = 2BO.00 UPSTREAM ELEVATION = 1203.50 DOWNSTREAM ELEVATION = 1197.70 o '11 47 I ELEVATION DIFFERENCE = 5.80 TC = .709*[( 280.00**3)/( 5.80)]**,2 = 14.672 I 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.941 SOIl. CLASSIFICATION IS lIell UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7477 I SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.86 I***************************~************************************************ FLOW PROCESS FROM NODE 24.60 TO NODE 24.00 IS CODE = 6 ---.--.......-.------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1197.70 DOWNSTREAM ELEVATION = 1172.50 I STREET LENGTH(FEET) = 1050.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK = INTERIOR STREET CROSSFALL(DECIHAL) = .017 OUTSIDE STREET CROSSFALL(DECIHAL) = .017 10.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 10.66 STREETFLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = .34 HALFSTREET FLOOOWIDTHCFEET) = 12.4B AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY = 1.26 STREETFLOW TRAVELTIME(MIN) = 4.75 TC(MIN) = 19.42 1 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.537 SOil CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8398 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = SUMMED AREACACRES) = 8.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOOWIDTHCFEET) = 15.95 FLOW VELDCITY(FEET/SEC.) = ,4.03 DEPTH*VELOCITY = 1.62 I 15.55 18.41 I 1 ****.*********************.**********.**..*******........................... FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.42 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 18.41 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME INTENSITY o 48 . I ! I NUI4BER 1 2 (CFS) 27.53 30.49 (MIN,) 13.78 19.42 (INCH/HOUR) 3.040 2.537 -ST~ ,NFD, _ q,. 14.47 C5 j T.,. 13,78141"',) A. 5", Z Ac. j :r = ~.D4 ,"Iurl , ---10" ~a< '" eo" Iii CHl;t;/(. '. /) (7.5'4) '-<f' -= 1f},41 + 14.47 $. e>4 = 30.5'0 . If -r; = /"142- 0, K-. 11*************************...*************...*********.*.**************.*.*** FLOW PROCESS FROM NOOE 24.00 TO NOOE 24.00 IS COOE = 7 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: II PEAK FLOW RATE(CFS) . 30.49 TcCMIN.)' TOTAL AREACACRES) . 13.80 19.42 CFS 1 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: 1 TC(MIN) = 19.42 RAIN INTENSITYCINCH/HOUR) = 2.54 TOTAL AREA(ACRES)' 13.80 TOTAL RUNOFF(CFS) = 25.90 CAPAcITY "p , r:7_I} ,,(I3-Z) C,15, S ~. 11**************************************************************************** FLOW PROCESS FROM NOOE 24.00 TO NOOE 27.10 IS COOE = 3 I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ II 1 OEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.7 UPSTREAM NOOE ELEVATION' 1168.12 DOWNSTREAM NOOE ELEVATION = 1160.50 FLOWLENGTHCFEET) = 170.00 MANNING'S N = .013 ESTIMATEO PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 25.90 TRAVEL TIME(MIN.) = .19 TCCMIN.) = 19.61 fJOL-D FO/Z ccNF'-V~NCE I ~ /d't' - /. '? ., It- 7,'1 .{C ~tI'1Y t Jel,' A ~'~1l p. (. '~; '6' /54.? ~~~', /~- ~ ~ry Fu:>w-6'T' O~"/"C.O, (e-IJ1O , B-3' 1**************************************************************************** FLOW PROCESS FROM NOOE 24.00 TO NOOE 24.00 IS CODE = 7 ............-.------------..--..............---------------.---....-...----- II ==:::::~:::=:::~~:~:~=::~:~~~::=~::~::::~~:=~:=:~::::::==================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.42 RAIN INTENSITY(INCH/HOUR) = 2.54 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = I 2.30vL.,_t_= _ . **************************************************************************** II __~~~_~~~~~~~_~~~_~~~____~~:~~_~~_~~~_.__~~:~~_~~_~~~_~___~_____._..... >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I ================================================..========================== UPSTREAM ELEVATION = 1172.50 DOWNSTREAM ELEVATION = 1167.60 STREET LENGTH(FEET) = 100.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 1 OISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALLCDECIMAL)' .017 OUTSIOE STREET CROSSFALLCDECIMAL) = .017 10.00 ~~ FWIN OF FOf!- ~~T ~ RD'^'-SY I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I 4'7 I ""TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.30 STREET FLOW MODEL RESULTS: I STREET FLOIIDEPTH(FEETl = .26 HALFSTREET FLOOOWIDTH(FEET) = 7.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 1 PRODUCT OF DEPTH&VELOCITY = .94 STREET FLOW TRAVELTIME(MIN) = .47 TC(MIN) = 19.89 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.506 SOIL CLASSIFICATION IS "t.. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8826 SUBAREA AREA(ACRES) = .00 SU8AREA RUNOFF(CFS) = I SUMMED AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: OEPTH(FEET) = .26 HALFSTREET FLOOOWIDTH(FEET) = II FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH"VELOCITY = .00 2.30 7.86 .94 ****************..********..*****************...**************************** II__~=~_~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-~___~____________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;::=::::::=~;=:;:::::=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 19.89 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = .00 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.30 ******************...******************************************************* II--~=~-~~~~~~~-~~~-~~~---_:~:~~-~~-~~~---_:~:~~-~~-~~~-~---~------------ >>>>>RATtONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II=========:::~::~=;:;;;::=:~:::::=~:;;~::==================================== DEVELOPMENT IS CONOOMINIUM TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 1 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1207.08 DOWNSTREAM ELEVATION = 1192.00 I ELEVATION DIFFERENCE = 15.08 TC = ,359"[( 700.00""3)/( 15.08)]"".2 = 10.634 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.485 SOIL CLASSIFICATION IS lie" II CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8538 SUBAREA RUNOFF(CFS) = 11.31 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 11.31 I ~~ ***..******************..************************,.************************* II--~:~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~---_:~~-~~-~~~-~---~--_._.._---- >>>>>CQMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1192.00 480.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1166.20 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I o @) so fl.r:J<r ;~.;Z,!JI ; k~o.o (F<-<:>ou-I&Y) ~: Qp'" n. 3.3+'2. -(~:) .. ip,73 y; ~ 12.I~ .', 0-:;;' (/l7lJ %, /N7~f;pr/OtoJ) -g -5 7 :1 DISTANCE FROM CR~N TO CROSS FALL GRADE BREAK = I INTERIOR STREET CROSSFALL(DEClHAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ""TRAVELTIME COMPUTEO USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOOOWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.82 I STREET FLOW TRAVELTIME(MIN) = 1.51 TC(MIN) = 12.14 15.32 I 5.30 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.250 1 SOIL CLASSIFICATION IS "ell CONOOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8510 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOOWIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTN"VELOCITY = 2.06 8.02 19.33 I ****......*.......***....***.**.****..************************************** I FLOW PROCESS FROM NODE 27.15 TO NODE 27.15 IS CODE = 1 . ---------_....._...._----~-~-----_.._--------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==;~;;:::::::::~;:;;:;::o;::~~;:~~::~:~=:~::::=~:~~:::::::=================== CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 12.14 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 6.70 I PEAK FLOW RATE(CFS) AT CONFLUENCE = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 19.33 I ** PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ~ I"'~, 1 20.73 12.14 3.250 - ~efS ~ve- 2 17.20 19.89 2.506 - q~2.:!o Tc.~ ./ I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.73 Te(MIN.) = TOTAL AREA(ACRES) = 6.70 12.14 I 70 c. ;S. ~rA:L f"t41toJ ****************..********..*****************......****************** ***** I FLOW PROCESS FROM NODE 27.10 TO NODE 27.10 IS CODE = 1 ____..._e......_______________..____________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.14 II RAINFALL INTENSITY(INCH/HR) = 3.25 / 51 I TOTAL STREAM AREACACRESl = 6.70 PEAK FL~ RATECCFS) AT CONFLUENCE = 20.73 I .***...........****..*************.......****..***********......**.......... I FL~ PROCESS FROM NODE 27.10 TO NODE 27.10 IS CODE = 7 ~_._------------------------------------_..._------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1============================================================================ USER-SPECIFIED VALUES ARE AS FOLL~S: TCCMIN) = 19.61 RAIN INTENSITY(INCH/HOUR) = 2.52 TOTAL AREACACRES) = 13.80 TOTAL RUNOFFCCFS) = 25.90 r L-!1J(; 131 Co>vFU;~ Hez-p pl4NtOVs.y VAulE3 I ....**************..*****..************......******************************* 1 FLOW PROCESS FROM NODE 27.10 TO NODE 27.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==:::::::~=~~:~::=::::~:=~~::~~::~:~=::::::=::~~:::::::=================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.61 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 13.80 PEAK FLOW RATE(CFSl AT CONFLUENCE = I 25.90 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME I NUMBER (CFS) CMIN. ) I 36.77 12.14 2 42.00 19.61 lNTENSITY (INCH/HOUR) 3.250 - Q> -- zr;,7 j TC"'IZ,(C( jL325 ).A~(,,70 2.524 --- ~ AeNE ~/1I/f'f:J, I C-f{aK.. : Qp '" ~G: <Jt7+-1fEi({:: ) '" +?,()() -r; ~ /9.c./ ., O./C COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FL~ RATECCFS) = 42.00 TcCMIN.) = 19.61 TOTAL AREA(ACRES) = 20.50 1 **.**J~.~.~...!~...ft~?:.~:...~..~~!...~~...~..!'.!.~). I I I II--~~~-~~~~~~~.~~~.~~~....~::~~.~~.~~~._._~::~~-~~-~~~-:---~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SU9AREA<<<<< II==~::;:~~;:;:~;:::;;~~:;:~::;;;::;;~~;;~:~:;::;:~::=:~~~:::::=========== PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1160.50 D~NSTREAM NOOE ELEVATION = 1157.00 FL~LENGTH(FEET) = 120.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFSl = 42.00 TRAVEL TIME(MIN.) = .14 TCCMIN.) = 19.75 r / UI'/€ 13 JlC IN I TH FUTW TO ( (B-1) t l3-4) 11**********************************************.**.************************** FL~ PROCESS FROM NOOE 27.00 TO NODE 27.00 IS CODE = 11-------........--------------------------....--..-.....---------------.....- 52- I I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 19.75 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.00 I II............................................................................ I-.~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 19.42 RAIN INTENSITY(INCH/HOUR) = 2.54 TOTAL AREA(ACRES) = .00 TOTAL RUNOFFCCFS) = 2.30 11**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 27.00 IS CODE = 6 1______---------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1172.50 STREET LENGTH(FEET) = 170.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. 1164.70 II DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I "TRAVELTIME COMPUTED'USING MEAN FLOW(CFS) = 2.94 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEETl = .28 HALFSTREET FLOODWIDTNCFEET) = 9.02 AVERAGE FLOW VELOCITY~FEET/SEC.) = 3,62 PRODUCT OF DEPTH&VELOCITY = 1.03 STREET FLOW TRAVELTIME(MIN) = .7B TC(MIN) = 20.20 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.485 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8388 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRESl = .60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .28 HALFSTREET FLOODWIDTHCFEET) = 9.02 FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH'VELOCITY = 1.24 1 1.25 3.55 I II............................................................................ FLOW PROCESS FROM NOOE 27.00 TO NODE 27.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CIb Rc1v--sy / ) C ,5, 8-Z 0~~ ({,7eee; punv ( , ~- <\- , J) ,,, C,~, B~4- " 1;3 ~1 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.20 I RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55 II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) -:9(~ /1'11'0, I 1 45.48 19.75 2.515 - q ~1-Z,lX) jTe.'~.7> )j:"Z.51 J A.. zo.>D 2 45.06 20.20 2.4B5 - $01> ~ I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.48 Tc(MIN.) = TOTAL AREA(ACRES) = 21.10 19.75 C/IE(!!L : Qp ~ +2,00+ ~5s(;:.~) '" 15.}-'} 7;- F 19- '5 " 0, ;.. 11**.**********************..***************......**************.............. FLOY PROCESS FROM NODE 27.00 TO NODE 21.00 IS CODE = 3 II..:::::~~;~;~-;;;~;~~-;;~~~~;;~~-;~;~-~~;~;~~:::::------------------------ >>>>>USING COMPUTER.eSTIMATED PIPESJZE (NON. PRESSURE FlOW)<<<<< II==~~::::~=:~~::~::::~~:~:~~:;~;::~~:=~;~;=;:~::;========================== UPSTREAM NODE ELEVATION = 1157.00 I OOWNSTREAM NODE ELEVATION = 1139.00 FLOWLENGTH(FEET) = 550.00 HANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) =. 27.00 NUMBER OF PIPES = II PIPEFLOW THRU SUBAREA(CFS) = 45.48 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 20.36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: I PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 45.48 21.10 Tc(MIN.) = 20.36 L..-IAJe;" IVIT# ~/ ~ ,,, :r)C ;" J {. U-.J€ ^ NOt>E'. ZI. V ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II END OF RATIONAL METHOD ANALYSIS I I I II I II 54- I I I I I I I I I I ! I i 1 i I I I 1 I I I 1 5'S I .***********************************.....***************.**...........**.... I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982~90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8101 I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CaLifornia 92718 (714) 4n-3505 I *********...*****~******** DESCRIPTION * TRACT 24186 PALOMA DEL SOL * 10 YEAR HYDROLOGY ********************.***** OF STUDY * * * LINE "BII FILE NAME: 86B10.0AT * I ...****....*****.*****...**************..........**.*****....**......***** FILE NAME: 86Bl0.DAT I TIME/DATE OF STUDY: 16:36 5/30/1991 ~._..._------------------------------------------_._-------------_.-------.- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1- - ~~~~ - ~~~~;;; ~~ - ~~~~~ - ~~~~~;~~~~; -: - - -;~ :~~ - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - -- SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE I 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10'YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = ,880 100-YEAR STORM 10-MINUTE INTENS1TY(INCH/HOUR) = 3.600 100-YEAR STORM 60-MINUTE JNTENSITY(lNCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 COMPUTED RAINFALL INTENSITY DATA: I STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD NYDROLOGY MANUAL "C"-VALUES USED 1 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ,90 I 1**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 1 UPSTREAM ELEVATION = 1204.00 DOWNSTREAM ELEVATION = 1183.50 ELEVATION DIFFERENCE = 20.50 TC = .359*[( 950.00**3)/( 20.50)]**.2 = 10,00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS IIcn I 12.012 2.155 I I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8315 SUBAREA RUNOFF(CFS) = 9.32 @ 5'- I 9.32 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 1Il..____..._._._.__________._._____...._._.._.______._.********************** FLOW PROCESS FROM NOOE 23.00 TO NOOE 24.00 IS COOE = 6 1---------------------------------------...--------------------------------. >>>>>COMPUTE STREETFlOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I II I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1185.50 450.00 = 20.DD 1172,50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 10,00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ""TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = .32 HALFSTREET FLOOOWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PROOUCT OF DEPTH&VELOCITY = 1.24 STREET FLOW TRAVELTIME(MIN) = 1.95 TC(MIN) = 13.96 9.32 I I 10.DD YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.983 SOIL CLASSIFICATION IS 11(" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8269 I SUBAREA AREA(ACRES) = . .00 SUBAREA RUNOFF(CFS) = SUMMEO AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYORAULICS: 1 OEPTH(FEET) = .32 HALFSTREET FLOOOWIOTH(FEET) = 11.33 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH"VELOCITY = 1.24 .,00 9.32 1**************************************************************************** FLOW PROCESS FROM NOOE 24.00 TO NOOE 24.00 IS COOE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.96 RAINFALL INTENSITY(INCH/HR) = 1.98 TOTAL STREAM AREA(ACRES) = 5.20 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.32 1**************************************************************************** FLOW PROCESS FROM NOOE 24.50 TO NOOE 24,60 IS COOE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========:::==========:====================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER I TC = K"((LENGTH""3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1203.50 II DOWNSTREAM ELEVATION = 1197.70 ~NlKrl b P/fT€J?Io/O f cA/ABa:> ~t2EE1I c.r3'S r~-1} (/a-z' AJiZ ~ 17-r12~T ~ Tb PLOJJ F/i?.OM o 'S7 II ELEVATION OIFFERENCE = 5.80 TC. = .709.[( 280,00..3)/( 5.80)1...2 = 14.672 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.930 SOIL CLASSIFICATION IS lie" UNDEVELOPEO WATERSHED RUNOFF COEFFICIENT = .6868 I SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 1.72 II...........................~................................................ FLOW PROCESS FROM NODE 24.60 TO NODE 24.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1197.70 DOWNSTREAM ELEVATION = 1172.50 I STREET LENGTHCFEET) = 1050.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK = 10.00 II INTERIOR STREET CROSSFALLCDECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = II STREET FLOW MODEL RESULTS, STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOOOWIDTH(FEET) = 10.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 I PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVELTIME(MIN) = 5.34 TC(MIN) = 20.01 6.56 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "ell = 1. 627 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8152 II SUBAREA AREA(ACRES) = 7,30 SUBAREA RUNOFF(CFS) = SUMMED AREACACRES) = 8.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS, DEPTHCFEET) = .34 HALFSTREET FLOOOWIDTH(FEET) = 12.48 FLOW VELOCITYCFEET/SEC.) = ~.94 DEPTH.VELOCITY = 1.35 9,68 11.41 I I******************~********************************************************* FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 >>>>>DESJGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ======================================================================~===== TOTAL NUMBER OF STREAMS = 2 II CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE' TIME OF CONCENTRATION(MIN.) = 20.01 RAINFALL INTENSITY(INCH/HR) = 1.63 II TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.41 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .* PEAK FLOW RATE TABLE ** I STREAM RUNOFF TIME INTENSITY @ '5'8 1 NUMBER CCFS) (MIN. ) 1 17.2B 13.96 II 2 19.05 20.01 ~ !NFl:>, cr" 9,3Z ) T,- (I NCH/HOUR) 1.983 _ 1.627 __ ~_ 1'<e<N/i!" I~,'r, j r"'/.<it!lj A- 5.2P COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: II PEAK FLOW RATE(CFS) = 19.05 Te(MlN.) = TOTAL AREA(ACRES) = 13.80 c;}feCIt:.; 20.01 c;;,,, ~..........................~................................................ FLOW PROCESS FROM NODE 24.00 TO NODE 27.10 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON. PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPEFLOW VELOCITYCFEET/SEC.) ~ 13.5 UPSTREAM NODE ELEVATION = 1168.12 DOWNSTREAM NODE ELEVATION = 1160.50 I FLOWLENGTH(FEET) = 170.00 MANNING'S N ESTIMATED PIPE OIAMETER(INCH) = 18.00 PIPE FLOW THRU SUBAREACCFS) = 19.05 I TRAVEL TIMECMIN.) = .21 TCCMIN.) = 20.22 = .013 NUMBER OF PIPES = *****************...*************************......................********* II__~~~_~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~_:___~____________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;:~=::::::=~;=;;:::::=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATIONCMIN.) = 20.22 RAINFALL INTENSITYCINCH/HR) = 1.62 TOTAL STREAM AREACACRES) = 13.80 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.05 ***********************..*************************************************** II--~~~~-~~~~~~~-~~~-~~~----~::~~-~~-~~~----~~:~~-~~-~~~_:_--~------_.._-- >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSlS<<<<< II=========:;;~:;~=;:;;;:~=;~:::;:=~:;;~::=================c================== DEVELOPMENT IS CONDOMINIUM TC = K'[(LENGTH"3)/CELEVATION CHANGE)]".2 1 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1207.08 DOWNSTREAM ELEVATION = 1192.00 1 ELEVATION DIFFERENCE = 15.08 TC = .359'[C 700.00"3)/C 15.08)]".2 = 10.634 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.304 SOIL CLASSIFICATION IS "C'I II CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8350 SUBAREA RUNOFF(CFS) 7.31 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 7.31 I ....*.******************************************************...************* I FLOW PROCESS FROM NODE 26.00 TO NODE 6 27.10 IS CODE = //.~I + 9.3Z( :..:) -rp ~ ;ZC7,OI /..)N€ (;s ... @ :0 /"!,C?t3 .. 0, It. , Fww gj I II==:;;;::::::::::;;~:::~~~;:;~~~:::~:::;;:;::::::::;;~:=:===~~::~;~========= STREET LENGTHCFEET) = 480.00 CURB HEIGTHCINCHES) = 6. II STREET HALFWIDTHCFEET) = 20,00 OISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 1 INTERIOR STREET CRDSSFALLCDECIMAL) = .017 OUTSIDE STREET CRDSSFALLCDECIMAL) = .017 @ I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I "TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 9.88 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHCFEET) = .30 . HALFSTREET FLOODWIDTHCFEET) = 10.17 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.94 PRODUCT OF DEPTH&VELOCITY = 1.50 STREETFLOW TRAVELTIMECMIN) = 1.62 TCCMIN) = 12.25 1 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.131 SOIL CLASSIFICATION IS 11(11 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8309 SUBAREA AREACACRES) = 2.90 SUBAREA RUNOFFCCFS) I SUMMED AREACACRES) = 6.70 TOTAL RUNOFFCCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = .32 HALFSTREET FLOODWIDTHCFEET) = 11.33 FLOW VELOCITYCFEET/SEC,) = 5.13 DEPTH'VELOCITY = 1.66 I 5.14 12.45 I ****..************..****.*..*****.****.***********************************.. I FLOW PROCESS FROM NODE 27.10 TO NODE 27.10 IS CODE = 1 -------------................------------.---------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 12.25 RAINFALL INTENSITYCINCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 1 I 12.45 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE " RUNOFF 11 ME CCFS) CMIN.) 23.99 12.25 28.50 20.22 I NTENS ITY CINCH/HOUR) 2.131 1.618 ~.,.tZeAI1 INFO, . ~ew ....8O"e - q = /"'1.05 j 7;,: Zt',Z:z. j :L= /,t,z. ..i A~ r~,e II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 28.50 TeCMIN.) = TOTAL AREACACRES) = 20.50 20.22 CHe:x.. 1 tpp (1.~"2 ) '" /9.0>' + /2.4-S ~ -= 2fJ.<:;z... TP = z,o.Z2 "~. 1', ***.....******************************************************************** I FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 3 /,0 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -=========================================================================== DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 I PIPEFLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 1160.50 DOWNSTREAM NODE ELEVATION = 1157.00 I FLOWLENGTH(FEET) = 150.00 MANNING'S N ESTIMATEO PIPE DIAMETER(INCH) = 24.00 PIPE FLOW THRU SUBAREA(CFS) = 28.50 TRAVEL TIME(MIN.) = .21 TC(MIN.) = I INCHES = .013 NUMBER OF PIPES 20.43 ***************************...*********************************************. II--~~~-~~~~~~~-~~~.~~~----~~:~~-~~-~~~----~~:~~-~~.~~~-:..-~.----------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==~~~~~::~~:;~:~~::;~~:~;:~:=~:::::::::~=:~::::==~=:::~===================== TIME OF CONCENTRATION(MIN.) = 20.43 1 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.50 II............................................................................ FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 2 1-------------------.-----......-.-.-----.-.----.---------------------------- >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSJS<<<<< '============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K'[(LENGTH"3)/(ELEVATION CHANGE))".2 INITIAL SUBAREA FLOW-LENGTH = 330.00 UPSTREAM ELEVATION = 1177.00 DOWNSTREAM ELEVATION = 1164.77 ELEVATION DIFFERENCE = 12.23 I TC = ,359'[( 330.00"3)/( 12.23)]".2 = 7.063 10,00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.887 SOIL CLASSIFICATION IS lIe" 1 CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8459 SUBAREA RUNOFF(CFS) 1.47 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = I 1.47 I............................................................................ FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 I--:::::~;~;~~~;;-;~~;;;~~;~;-~;~;~-;~~-~~~;~~;~~;:::::---------.--.......-- >>>>>AND COMPUTE VARIOUS CONFtUENCED STREAM VALUES<<<<< II==;~;::=::::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.06 II RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.47 I LINE o ( I t5 'PI PE'-RoW "I 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .- STREAM RUNOFF TIME I NUMBER CCFS) CMIN.) 1 11.31 7.06 2 29.31 20.43 INTENSITY (INCH/HOUR) 2.887 -* 1.608 ~ 19rUM /tJP"t? ~ee: A60Ve C?" ZS,SO j -r;,.~ ZO.4~J reI."';; A "ZO.<;;' I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 29,31 TcCMIN.) = TOTAL AREACACRES) = 21,10 20.43 ~, (1(,') tf'p== ;;!B,~O 4- ,.47 ;t:89 ::t2"'l.3Z 1; e ZO,+3 :, o. ,,", I **********........***********.******************.*************************** II ._~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:_--~------------ >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< II ==~;;;:~~;:;~~;:::;:~~:;:;::;;;;:;;~~~;~:~~:~::;:~::=:~~~:::::=========== PIPEFLOW VELOCITYCFEET/SEC.l = 13.6 UPSTREAM NODE ELEVATION = 1157.00 DOWNSTREAM NODE ELEVATION = 1139.00 FLOWLENGTHCFEET) = 550,00 MANNING'S N = .013 . ESTIMATED PIPE OIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREACCFS) = 29.31 TRAVEL TIMECMIN.) = .67 TC(MIN.) = 21.11 ( , LINe 73 t / :IX 'PIPfr':F<D"" 7'0 UNf? A ' I II ============================================================================ II /fOL.D FOii? Q2NFLUfi/VCF IN UAJ!E A' ttYDI20 LOCo Y (NO Dc; Z/) END OF STUDY SUMMARY: PEAK FLOW RATECCFS) = 29.31 TcCMIN.) = 21.11 TOTAL AREACACRES) = 21.10 II ==::;=~;=::;;~::~=::;:~=:::~;;;;=========================================== II I I I 1 I II I ~2 1 **************************************************************************** 1 I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Releese Date: 8/28/90 Serial # 8101 I Analysis prepared by: 1 Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, Californja 92718 (714) 472-3505 I ************************** DESCRIPTION Of STUDY * TRACT 24186 PALOMA DEL SOL * lDO YEAR HYDROLOGY ************************** * LINE IICII FILE NAME:86C100.0AT * II ************************************************************************** FILE NAME: 86Cl00.DAT I TIME/DATE OF STUDY: 9:42 6/ 3/1991 -------------------------.--------------------------..-------------.-------- USER SPECIFIED HYOROLOGY AND HYDRAULIC MODEL INFORMATION: I--~~~~.~~~~;~;~~-~;~~~-~~~~;;~~~~;-:--;~~:~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.DD SPECIFIED PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM lD-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENS1TY(INCH/HOUR) = 3.600 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-OURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY OURATION CURVE = .5271 RCFC&WCO HYOROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYOROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 1 1 I I 1**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 2 --.-------------------------------------------------------------_....------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONOOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1206.30 DOWNSTREAM ELEVATION = 1191.00 ELEVATION OIFFERENCE = 15.30 TC = .359*[( 750.00**3)/( 15.30)1**.2 = 11.052 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.415 SOIL CLASSIFICATION IS IICII CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8530 SUBAREA RUNOFF(CFS) = 18.35 I I 1 1 * * e (03 1 TOTAL AREACACRES) = 6.30 TOTAL RUNOFFCCFS) = 18.35 II............................................................................ I--~~~-~~~~~~~-~~~-~~~-_..~~:~~_:~.~~~----~~:~~-~~-~~~_:_--~..._----_... >>>>>COMPUTE STREET FLOW TRAVELTIME THRU 5UBAREA<<<<< ============================================================================ 1 UPSTREAM ELEVATION = 1191.00 STREET LENGTHCFEET) = 300,00 STREET HALFWIOTNCFEET) = 20.00 1 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALLCOECIMAL) = .017 OUTSIOE STREET CROSSFALLCOECIMAL) = .017 II SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 OOWNSTREAM ELEVATION = CUR8 HEIGTHCINCHES) = 6. 1180.70 @ I ..TRAVELTIME COMPUTEO USING MEAN FLOWCCFS) = 22.66 STREETFLOW MooEL RESULTS: STREET FLOWDEPTHCFEET) = .40 HALFSTREET FLOODWIDTHCFEET) = 15.95 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4,96 PRooUCT OF DEPTH&VELOCITY = 1.99 STREET FLOW TRAVELTIMECMIN) = 1.01 TCCMIN) = 12.06 I I 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.262 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8511 SUBAREA AREACACRES) = 3.10 SUBAREA RUNOFF(CFS) = SUMMED AREACACRES) = 9.40 TOTAL RUNOFFCCFS) = END OF SUBAREA STREETFLOW HYORAULICS: DEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITYCFEET/SEC.) = 5.16 DEPTH.VELOCITY = 2.18 8.61 26.96 7r:> mr- ,FUI'W 7l:> C.B,'$ , I / c-4 I C-$ I I I II ***.......******....*****........******.******..***.************.*********** FLOW PROCESS FROM NooE 36.00 TO NooE 36.00 IS CooE = 7 .......----.........-------........----------------------------------------- II >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ II USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 12.06 RAIN INTENSITY(INCH/HOUR) = 3.26 TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFFCCFS) = 24.00 I ), ) C/lf"/lCrr,v of C.,!$, C-.q .; c-~ II ............................................................................ FLOW PROCESS FROM NooE 36.00 TO NooE 37.00 IS CooE = 3 .-------------------.--------.-.-------------------------------------------. I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 1172.10 DOWNSTREAM NODE ELEVATION = 1156.55 FLOWLENGTHCFEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(lNCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 24.00 TRAVEL TIME(MIN.) = .67 TCCMIN.) = 12.73 !--IN-=- (C) HOL D 'FOiL I I ' I F',.,..' TO tAr c- z. tC-3 J"j ......-,.v , CONFUleJCE , I I 6:>4 I !Ir******..**..****.......***........********...**.....**...*******..**....... FLOW PROCESS FROM NOOE 36.00 TO NOOE 36.00 IS COOE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< =========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 12,06 RAIN INTENSlTY(lNCH/HOUR) = 3.26 FL.OW - B 'f' TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = 3.00 e.B. (C-4) t******..********.*****....********.....***************...**....**.*****.... FLOW PROCESS FROM NOOE 36.00 TO NOOE 37.20 IS COOE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = '180.70 OOWNSTREAM ELEVATION = 1165.00 I STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIOTH(FEET) = 20.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 10.00 I INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIOE STREET CROSSFALL(DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = , 3,00 5TI?eET FLOIIJ OF I ) c ,8, c.- '2- To ~ FUJW - BY a>ti?ti?ecT Tc.. ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MOOEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HAlFSTREET FLOODWIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.69 I PROOUCT OF DEPTH&VELOCITY = 1.05 STREET FLOW TRAVELTIME(MIN) = 2.03 TC(MIN) I 14.09 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS lien 3.005 1 ! I CONOOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = .28 HALFSTREET FLOOOWIDTH(FEET) FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH.VELOCITY = .00 3.00 9.02 1.05 .......****......****..**.**.....******************************************* I FLOW PROCESS FROM NODE 37.20 TO NODE 37.20 IS COOE = , ----..................-----.---......................---.------------------- >>>>>DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE<<<<< II==;~;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.09 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = .00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 3.00 I **************************************************************************** 1 FLOW PROCESS FROM NOOE 47.00 TO NOOE 36.50 IS COOE = 2 ~s I II'=::::::::;;~::::;:;;;:~:;~:::;:~~:;;~::::~:::::::::======================== DEVELOPMENT IS CONDOMINIUM 1 TC = K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FL~-LENGTH = 850.00 UPSTREAM ELEVATION = 1193.50 I D~NSTREAM ELEVATION = 1177.20 ELEVATION DIFFERENCE = 16.30 TC = .359*[( 850.00**3)/( 16.30)]**.2 = 11.764 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.305 I SOIL CLASSIFICATION IS lien CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8517 SUBAREA RUNOFF(CFS) = 7.32 II TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.32 *********.****.***********************************************...*********** II__~~~~-~~~~~~~-~~~-~~~----~~::~.~~-~~~----~~:~~-~~.~~~_:___~____________ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II==~;;;:;::=;~;::;;~:=:===~~;;~;~===:;::;;:;::=;~;::;;~:=:===~~:;~~~========= STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. II STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CR~N TO CROSSFALL GRADEBREAK = 10.00 I INTERIOR STREET CROSSFALL(OECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS. CARRYING RUNOFF = I 14.81 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFL~ MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FL~ VELOCITY(FEET/SEC.) = 5.01 PRODUCT OF DEPTH&VELOCITY = 2.21 STREETFL~ TRAVELTIME(MIN) = 1.17 TC(MIN) = 12.93 I I II 100,00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.144 SOil CLASSIFICATION IS IICII CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8496 SUBAREA AREA(ACRES) = 5.60 SU8AREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 8.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFL~ HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.71 DEPTH*VELOCITY = 2.69 1 14,96 22.28 I ********************************************.*********************......**.. I FL~ PROCESS FROM NODE 37.20 TO NODE 37.20 IS CODE = 1 ~~..._._----------_._----------------------------_._......---------------.-. >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.93 RAINFALL INTENSITY(INCH/HR) = 3.14 @ s ~(p I TOTAL STREAM AREA(ACRES) = 8.20 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.28 ***************************************************************.*******..... II--~~~.~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-~---~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1Ir========:;;:::~=:::;::~=;::::::=:::;~::==================================== DEVELOPMENT IS COMMERCIAL I TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]..,2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1207.08 DOWNSTREAM ELEVATION = 1173.00 I ELEVATION DIFFERENCE = 34.08 TC = .303.[( 1000.00..3)/( 34.08)]...2 = 9.442 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 I SOIL CLASSIFICATION IS lie" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SUBAREA RUNOFF(CFS) = 5.93 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) 5.93 I *****************************************...**********************.********* II--~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-~---~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU S~8AREA<<<<< II==::;;::::=:~:::;:~:=:===~~;;~~~===~;::;;::::=:~:::;:~:=:===~~:;~~~========= STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6. STREET HALF~IOTH(FEET) = 38.00 I DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK = 19.00 INTERIOR STREET CROSSFALL(OECIMAL) = .020 OUTSIDE STREET CROSSFALL(OECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.28 STREET FLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = .45 HALFSTREET FLOOO~IDTH(FEET) = 16.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PROOUCT OF DEPTH&VELOCITY = 1.38 STREET FLOW TRAVELTIME(MIN) = 3.79 TC(MIN) = 13.23 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.106 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOO~IDTH(FEET) = 17.75 FLOW VELOCITY(FEET/SEC.) = 3.24 OEPTH.VELOCITY = 1.56 ,I ~I 4,67 10.60 11......................................................................~..... FLOW PROCESS FROM NOOE 37.20 TO NOOE 37.20 IS COOE = 1 JI -------------------------------------------------------------.-------------- s E) t:>7 I >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1If=;~;:~::~:::::~;~;;:;::;::~~;:~~~:~~~=:::~::=~:~~~::::::=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I TIME OF CONCENTRATION(MIN.) = 13.23 RAINFALL INTENSITY(INCH/HR) = 3.11 TOTAL STREAM AREA(ACRES) = 3.50 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I 10.60 ** PEAK STREAM I NUMB~R 2 3 FLOW RATE RUNOFF (CFS) 35.39 35.42 34.55 TABLE -- TIME (MIN.) 12.93 13.23 14.09 I NTENS ITY (INCH/HOUR) 51'fZQW If\lf'"O. 3.144 _ C?"'ZZ.ZBj'rc-rZ,'t3 j.:r,.3,14jA=?'ZO 3.106 - ~ I'\ecve: . 3,005 _ Q=3,DO ,7C.,.-14.0'l jI=:J.oo jA:'-",OO , (/t.'I3J 4 t;?p = Zz.~(3 +-/(), (p iT-I3 =;32. (, if; /z,Q3 (/Z.''I3) Qp" !;Z,C,4.+ 3,00 1,,/-.0'1 :: 35,3'1 If Tp = 12.'~~ "O,I!.. 12.93 OfeCIC-.' 1;Z ~w/3 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.39 Tc(MIN.J = I TOTAL AREA(ACRESJ = 11.70 (t-Mt-J> pd., oJJFw_c.e ) 1*.**********.**....********************************************************* FLOW PROCESS FROM NODE 35.00 TO NODE 36.50 IS CODE = 2 Pl.8fV TD C,I3. C'2J~ II==::::::::;;::;;:;:;;;;~:;::::::~~:;;~::::~:::::::::======================== DEVELOPMENT IS CONDOMINIUM I TC = K*[(LENGTH**3J/(ELEVATION CHANGEJ]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1193.50 I DOWNSTREAM ELEVATION = 1177.20 ELEVATION DIFFERENCE = 16.30 TC = .359*[( B50.00**3)/( 16.30)]**.2 = 11.764 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.305 I SOIL CLASSIFICATION IS lIell . CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8517 SUBAREA RUNOFF(CFS) = 6.47 II TOTAL AREA(ACRESJ = 2.30 TOTAL RUNOFF(CFSJ = @) 6.47 -:;'0 , *********************...**************************** ********************* I FLOW PROCESS FROM NODE 36.50 TO NODE 37~S CODE = 6 -----------.-----.------.-------------..-........--.----------------........ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< III==~:;;::::=:::::;;~:=:===;;;;~;~===~~:;;::::=:::::;;~:=:===;;:;~~~========= STREET LENGTH(FEETJ = 350.00 CURB HEIGTH(INCHES) = 6. III STREET HALFWIOTH(FEETJ = 20.00 8 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(OECIMALJ .017 OUTSIDE STREET CROSSFALL(DECIMALJ = .017 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I bB 1 I "TRAVELTIME COMPUTED USING MEAN FLOWlCFS) = 8.60 STREET FLOW MODEL RESULTS: STREET FLOWDEPTHlFEET) = .38 HALF STREET FLOODWIDTHlFEET) = 14.80 AVERAGE FLOW VELOCITYlFEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELDCITY = 1.66 STREET FLOW TRAVELTIMElMIN) = 1.35 TClMIN) = 13.11 I I 100.00 YEAR RAINFALL INTENSITYlINCH/HOUR) = 3.121 SOIL CLASSIFICATION IS "CII CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8493 1 SUBAREA AREAlACRES) = 1,60 SUBAREA RUNOFFlCFS) = SUMMED AREAlACRES) = 3.90 TOTAL RUNOFFlCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODWIDTHlFEET) = 15.95 II FLOW VELOCITYlFEET/SEC.) = 4.69 DEPTH'VELOCITY = 1.88 4.24 10.71 1.*********************************...**************.************************ FLOW PROCESS FROM NODE 37.00 TO NODE 37,00 IS CODE = 1 -~~-_.---_._---------------------_._--------------_....----------_....------ II==;~;::~::::;::~;:;;::::;:::=;:::::=:~:=~~::~~::~::::::===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATIONlMIN.) = 13.11 RAINFALL INTENSITYlINCH/HR) = 3.12 TOTAL STREAM AREAlACRES) = 3.90 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.71 *****************.********************************************************** I FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 7 ---------------------------------------------------------------------------. >>>>>USER SPECIFIED HYDROLOGY INFOR"ATION AT NODE<<<<< 1============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TClMIN) = 12.73 RAIN INTENSITY(INCH/HOUR) = 3.17 TOTAL AREAlACRES) = 9.40 TOTAL RUNOFF(CFS) = I 24.00 *************************************..********************.**************** II--~~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~_:_--~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;::=:~::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONlMIN.) = 12.73 I RAINFALL INTENSlTY(lNCH/HR) = 3.17 TOTAL STREAM AREAlACRES)' 9.40 PEAK FLOW RATElCFS) AT CONFLUENCE = 24.00 I **************************************************************************** II--~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~_:_--~------------ >>>>>USER SPECIFIED HYDROLOGY' INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: PLJ"1IV "-0 -,t>T'lL Ff.6W I J.J I ...../ C-"Z ... C-.; . ~5:4+ IO.7':~.:!./ c',.. A CJ(J -d lfl'i '-Ii Q oJ PiP':: ft-cw filOtJ\ c-4 $ c-s C--'!"'-t--I ~I"'> 61 INTENSITY (INCH/HOuR) :51/.t!Tf1'f /1IFf). 3.170 _ Q>Zt.O jTc-~ 12,"73 j I : ?,,17 ) A=1.4 3.148 - ~ """>Ie '1 3.121 _Q'" ro. 7' j 'c-= I~.II jI ."3./2. .; A.= 3, 4 ('2.'10\ .c1. 7 Z q, = ~4-0 + Z. /t,73):::7 ,,.: IZ.'10 <?P s 5'1.7Z + IO.7/('~~~) ~ ~ If: I'Z,,/O (so,r;cF~ ,; ~) - I TC(MIN) = 12.90 TOTAL AREA(ACRES) = I RAIN INTENSITY(INCH/HOUR) = 3.15 11.70 TOTAL RUNOFF(CFS) = 35.40 ****************...**..***************...********..*********..**.........*** IIJ-~~~-~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~_:---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1If=;~;:~~:~:::::~::;;::::o;:::~;:~~::::~=::::::=~~~~:::::::=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I TIME OF CONCENTRATION(MIN.) = 12.90 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 11.70 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS, I I *. PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME NUMBER (CFS) (MIN. ) 1 69.34 12.73 2 69.78 12.90 3 69.45 13.11 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.78 Tc(MIN.) = II TOTAL AREA(ACRES) = 25.00 CIfeC.O /4- Z. 12.90 f",h, 1****.....**.**.........**.***..************..........*********.............. FLOW PROCESS FROM NODE 37.00 TO NODE 42.00 IS CODE = 3 >>>>>COMPUTE PIPEFL~ TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESI2E (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 I PIPEFLOW VELOCITY(FEET/SEC.) = 23.6 UPSTREAM NODE ELEVATION = 1160.00 DOWNSTREAM NODE ELEVATION = 1154.90 I FLOWLENGTH(FEET) = 62.50 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA(CFS) = 69.78 TRAVEL TIME(MIN.) = .04 TC(MIN.) = I INCHES = .013 NUMBER OF PIPES = 12.94 **************************************************************************** II--~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~_:_._~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;::=:~::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.94 I RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.78 I ( J /...I"';~ C. f=LOW 7D ~"1~ IIlJFO, , ~ AJaO'" q", ~'t,7fiI j 7;.. 1Z.<t? ,;I: 3.14~'A'2S;D ~~ : L~,14) t!> /.) = '-9.78 + 13. /po \, 3,~ =- cJ2. 02- 71" - -r; : 12,14 ~.:.!.:. I **********.....***.*********....********....**..**************************** I FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 7 --.......--------..........-----..----------.....-----._-------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1=======================.===========.=.=====.===========..========....====== USER'SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.60 RAIN INTENSITY(INCH/HOUR) = 3.49 II TOTAL AREA(ACRES) . 4:20 TOTAL RUNOFF(CFS) = 13.60 *******..**.*********.***.*****........*********..****....**....*******..... I FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 -----------.------------.--------.--.--------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ================================================~=========================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.60 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 4.20 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USEO FOR 2 STREAMS. '** PEAK STREAM I NUMB~R 2 FLOW RATE TABLE .. RUNOFF TIME (CFSl (MIN.l 70.74 10.60 82.02 12.94 INTENSITY (INCH/HOUR) 3.491 --I>- .3.142 __ II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.02 Tc(MIN.) = 12.94 II==::;:~;:;;:~~~;~::::~:===~::~~========================================.=... PEAK FLOW RATE(CFS) = 82.02 Tc(MIN.) = 12.94 II TOTAL AREA(ACRES) = 29.20 ============================================================================ END OF RATIONAL METHOD ANALYSIS I I I I I I -r/ZAcr 24131 VAuif'S 7) I **************************************************************************** I RATIONAL METHOO HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCll) 1978 NYDROLOGY MANUAL (c) Copyright 1982~90 Advanced Engineering Software (aes) Ver. 5.BA Release Date: 8/28/90 Ser;al # 8101 I I Analys;s prepared by: I Robert Bein, W;ll;am Frost & Associates 14725 Alton Parkway Irv;ne, Californ;a 92718 (714) 472-3505 1************************** DESCRIPTION OF STUDY ************************** TRACT 24186 PALOMA OEL SOL . . 10 YEAR HYDROLOGY . * LINE "C" FILE NAME:86Cl0.0AT * 1 .......................................................................... FILE NAME: 86Cl0.DAT I--~~~~~~~~~-~~-~~~~~-~~~~~---~~~~~~~~------------------------------.-..-.- USER SPECIFIEO HYDROLOGY ANO HYORAULIC MOOEL INFORMATION: I--~~~~-~~~~;;;~~-~;~~~-~~~~;;~~~~;-:-'-;~:~~-------------------.-....------- SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 I 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.600 I 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY'DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 COMPUTEO RAINFALL INTENSITY OATA: 1 STORM EVENT = 10.00 I-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCll HYDROLOGY MANUAL "C"-VALUES USED 1 NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&WCO HYOROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES .1............................................................................ FLOW PROCESS FROM NOOE 40.00 TO NOOE 41.00 IS COOE = 2 II >>>>>RATIONAl METHOD INITIAL SUBAREA ANAlYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS CONOOMINIUM TC = K'[(LENGTH"3)/(ELEVATION CHANGEll".2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1206.30 1 DOWNSTREAM ELEVATION = 1191.00 ELEVATION DIFFERENCE = 15.30 TC = .359*[( 750.00"3)/( 15.30)1".2 = 11.052 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.256 SOIL CLASSIFICATION IS liCit CONOOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8339 1 SUBAREA RUNOFF(CFS) = 11.85 @ 72 I TOTAL AREACACRES) = 6.30 TOTAL RUNOFFCCFS) = 11.85 11.**.............****.**....************...********************************** FLOW PROCESS FROM NOOE 41.00 TO NOOE 36.00 IS COOE = 6 11------------------....-.--------------......--------------.----------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 11'1.00 II STREET LENGTHCFEET) = 300.00 STREET HALFWIDTHCFEET) = 20.00 DOWNSTREAM ELEVATION = 1180.70 CURB HEIGTHCINCHES) = 6. II DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALLCDEClMAL) = .017 OUTSIOE STREET CROSSFALLCDECIMAL) = .017 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 10.00 @ I ""TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 14.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHCFEET) = .36 HALF STREET FLOODWIDTMCFEET) = 13.64 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.29 PROOUCT OF DEPTH&VELOCITY = 1.55 STREETFLOW TRAVELTIMECMIN) = 1.17 TCCMIN) = 12.22 I II 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.135 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8310 I SUBAREA AREACACRES) = 3.10 SUBAREA RUNOFFCCFS) = SUMMED AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: I DEPTHCFEET) = .38 NALFSTREET FLOODWIDTHCFEET) = 14.80 FLOW VELOCITYCFEET/SEC.) = 4.38 DEPTH"VELOCITY = 1.67 5.50 17.35 7t?TA-t.- I } r ) FUJw' TO C, B, <:;-4 ~ C-s; 11..................**.....******......**..**....******************.......**** FLOW PROCESS FROM NOOE 36.00 TO NOOE 37.00 IS COOE = 3 II >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON.PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 11.3 UPSTREAM NOOE ELEVATION = 1172.10 DOWNSTREAM NOOE ELEVATION = 1156.55 I FLOWLENGTHCFEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 17.35 II TRAVEL TIMECMIN.) = .74 TCCMIN.) = 12.95 r J.-IN€ C r=/...Ow ***........................................................................* II..~~~.~~~~~~~-~~~-~~~._--~~:~~-~~.~~~....~~:~~-~~-~~~.:...~__._________ >>>>>RATIONAl METHOD 1~ITIAl SUBAREA ANAlYSIS<<<<< ::~~j:~~............................. ~ 72. I INITIAL SUBAREA FLOW-LENGTK = 850.00 UPSTREAM ELEVATION = 1193.50 1 DOWNSTREAM ELEVATION = 1177.20 ELEVATION DIFFERENCE = 16.30 TC = .359*[( 850.00""31/( 16.301]"".2 = 11.764 1 10.00 YEAR RAINFALL INTENSITY(INCK/KOURl = 2.180 SOil CLASSIFICATION IS "t" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8321 1 SUBAREA RUNOFF(CFSl = - 4.72 TOTAL AREA(ACRESl = 2.60 TOTAL RUNOFFCCFSl = 4.72 1***..*************..*********........*********.........***************.**.*. FLOW PROCESS FROM NODE 36.50 TO NODE 37.20 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME TKRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1177.20 DOWNSTREAM ELEVATION = 1165.00 I STREET LENGTKCFEETl = 350.00 CURB KEIGTKCINCKESI = 6. STREET KALFWIDTK(FEETl = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 I INTERIOR STREET CROSSFALLCDECIMALl = ,017 OUTSIDE STREET CROSSFALLCDEClMALl = .017 @ I SPECIFIED NUMBER OF KALFSTREETS CARRYING RUNOFF = 1 I ""TRAVELTIME COMPUTED USING MEAN FLOWCCFSl = 9.52 STREETFLOW MODEL RESULTS: STREET FLOWDEPTKCFEETI = .38 KALFSTREET FLDODWIDTK(FEETl = 14.80 AVERAGE FLOW VELOCITYCFEET/SEC.l = 4.80 PRODUCT OF DEPTK&VELOCITY = 1.84 STREETFLOW TRAVELTIMECMINl = 1.22 TC(MINl = 12.98 1 1 10,00 YEAR RAINFALL INTENSITYCINCK/KOURI = 2.065 SOIL CLASSIFICATION IS "eu CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8292 SUBAREA AREACACRESl = 5.60 SUBAREA RUNOFFCCFSl = SUMMED AREA(ACRESl = 8.20 TOTAL RUNOFFCCFSl = END OF SU8AREA STREET FLOW KYDRAULICS: DEPTHCFEET) = .42 HALFSTREET FLOOOWIDTH(FEET) = 17.11 FLOW VELOCITYCFEET/SEC.l = 5.48 DEPTK"VELOCITY = 2.31 9.59 14.30 1 I ********.******.**..........**..**.********............*.**.***************. II--~~~-~~~~~~~-~~~-~~~----~::~~-~~-~~~----~::~~-~~-~~~_:_--~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II==;~;:~=:~::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATIOlICMIN.l = 12.98 RAINFALL INTENSITYCINCK/KRl = 2.06 TOTAL STREAM AREA(ACRESl = 8.20 PEAK FLOW RATECCFSl AT CONFLUENCE = 14.30 I ***..***......*****.****...**.***.......**...***********************.******. 1 FLOW PROCESS FROM NODE 25.00 TO NODE 46.00 IS CODE = 2 71 I II==::::::::;;~::~:;:;;;:~:;~:::;~~:~;~:::~::~::::::======================== DEVELOPMENT IS COMMERCIAL 1 TC = K*((LENGTH**3)/(ELEVATIDN CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1207.08 DOWNSTREAM ELEVATION = 1173.00 1 ELEVATION DIFFERENCE = 34.08 TC = .303*(( 1000.00**3)/( 34.08)]**.2 = 9.442 10,00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.460 I SOil CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8824 SUBAREA RUNOFFCCFS) = 3.91 II TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.91 ***************************************...********************************** II.-~~~-~~~~~~~-~~~-~~~----~~:~~.~~.~~~....~::~~.~~-~~~.~...~...........- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II==:;;;:;::=;:;::;;;:=:===;;;;~~~===~~:;;:;::=;::::;;;:=:===;;:;~~~========= STREET LENGIH(FEET)' 700.00 CURB HEIGTH(INCHES) . 6. II STREET HALFWIDTH(FEET) . 38.00 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK . INTERIOR STREET CROSSFALL(DECIMAL)' .020 I OUTSIDE STREET CROSSFALLCDECIMAL)' .020 SPECIFIED NUMBER OF HALFSTREETS.CARRYING RUNOFF = I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.42 STREET FLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = .39 HALFSTREET FLOOOWIDTH(FEET). 13.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF OEPTH&VELOCITY = 1.14 STREET FLOW TRAVELTIME(MIN) = 4.00 TC(MIN)' 13.45 I II 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.025 1 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT . .8795 SUBAREA AREA(ACRES) . 1.70 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) . 3.50 TOTAL RUNOFF(CFS) . II END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALF STREET FLOOOWIDTH(FEET) = 14.90 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY = 1.26 3.03 6.93 I ***************.********...************************************************* II..~~~:~~~;~~:~;~~~~~~~~~~~:;~~~~;~~~~;~~~~~~~~~~~~~-~---~------------ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II==;~;::=::::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: II. TIME OF CONCENTRATION(MIN.)' 13.45 @ @ ?c:: (Iue \ 'r t?p = 14-,?ot- &0,93 1~.45)" 2/J. '1 r;~ /Z,9~ " o..IC.. II RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 3.50 II PEAK FL~ RATE(CFS) AT CONFLUENCE = 6.93 RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FL~ RATE STREAM RUNOFF II NUMBER (CFS) 1 21.00 2 20.96 TABLE -- TIME (MIN. ) 12.9B 13.45 INTENSITY ~~'" INF'O, (INCH/HOUR) 2.065 ___ CX=- 14-,30jTc. =/2,'/13 j r",z.,O&O 2.025 ___ '!ier> _~ II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FL~ RATE(CFS) = 21.00 Te(MIN.) = 12.9B TOTAL AREA(ACRES) = 11.70 II C)lf!Ctc .*******************..*******************...******************************** II FL~ PROCESS FROM NOllE 35.00 TO NOllE 36.50 IS COIlE = 2 .-----------------.--------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II=========:;;~:;~=;:;;;:~=;~:::;:=~:;;~::==================================== DEVELOPMENT IS CONDOMINIUM . TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FL~-LENGTH = 850.00 UPSTREAM ELEVATION = 1193.50 D~NSTREAM ELEVATION = 1177.20 ELEVATION OIFFERENCE . 16.30 TC = .359*[( 850.00**3)/( 16.30)]**.2 = 11.764 10.00 YEAR RAINFALL INTENSITY~INCH/HOUR) = 2.180 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8321 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = I II I 4.17 I ****.*********************************.*..****************.*.**************. I FL~ PROCESS FROM NOllE 36.50 TO NOllE 37.00 IS COIlE = 6 __e____________________________._._______.__________________________________ >>>>>COMPUTE STREETFL~ TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I 1177.20 350.00 = 20.00 D~NSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIOTH(FEET) I DISTANCE FROM CR~N TO CROSSFALL GRAOEBREAK = 10.00 INTERIOR STREET CROSSFALL(OECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUHOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FL~(CFS) = 5.52 STREETFL~ MOOEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLODOWIDTH(FEET) = 11.33 AVERAGE FL~ VELOCITY(FEET/SEC.) = 4.56 PROOUCT OF DEPTH&VELOCITY = 1.47 STREETFL~ TRAVELTIME(MIN) = 1.28 TC(MIN) = 13.04 I I ;A~8,zo 8 e ~ I ~.L = A1IOO13^.H1d30 Ll'~ . ('~3S/133J)A11~Ol3^ ~1J II 8~.ZI = (133J)H10I~OOO1J 133H1SJ1VH ~r' = (133J)H1d30 :S~llnVHOAH ~1J133H1S V3HVSnS JO ON3 I = (SJ~)JJONnH lV101 06'r = (S3H~V)V3HV 03wwnS = (SJ~)JJONnH V3HVSns 09'~ = (S3H~V)V3HV V3HVSns 06Z8' = 1N31~IJJ30~ JJONnH 1N3HdOl3^30 HnINIHOONO~ I IIJII 51 NOUV:U:llSSV1J 110S 6S0'Z = (HnoH/H~NI)A1ISN31NI llVJNIVH HV3A OO'OL 06'9 rJ.'Z ............................................................................ 06'9 = 3~N3nlJNO~ 1V (SJJ)31VH ~1J )V3d 06'r = (S3H~V)V3HV HV3H1S lV101 II 90'Z = (HH/H~NI)A1ISN31Nl llVJNIVH ~'r~ = ('NlH)NOI1VH1N3~NOJ JO 3HI1 :3HV L WV3H1S 1N30N3d30NI HOJ 03Sn S3nlV^ 3JN3nlJNOJ r = SWV3H1S JO H3SHnN lV101 1 ============================================================================ >>>>>3JN3n'~HOJ ~~ WV3~!S iN3QN3d3QNI 3iYN~IS3Q<<<<< ......--...-...---.....-.....--.--------------.-.......------------------.--1 L = 3oo~ SI OO'lr 300N 01 OO'lr 300N HOHJ SS3JOHd ~1J ............................................................................11 >>>>>3ooN 1V NOI!VW~O~NI A~O'O~QAH Q3I~IJ3dS ~3Sn<<<<< 1 ............~...:.~~~.~;.~~:~~_...~~~-~~-~~:~~_...~~~-~~~.~~~~~~~-~~~-- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- sr'll = (SJJ)JJONnH lV10! 0~'6 = (S3H~V)V3HV lV101 lO'Z = (HnoH/HJNI)A1ISN31NI NIVH S6'ZL = (NIH)~l I :s~"o~ SV.3HV S3nlY^ a31~IJ3dS-H3sn ............................................................................11 >>>>>3JN3nlJNOJ HOJ WV3H1S 1N30N3d30NI 31VN~IS30<<<<< I -_._-------------_._-----------------------_._--~~~~~~~~~~...~.....P.-.....P I = 3oo~ SI OO'lr 300N 01 OO'lr 300N HOHJ SS3~OHd ~1J ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 sr'll = 3~N3nlJNO~ 1V (SJ~)31VH ~1J )V3d 0~'6 = (S3H~V)V3HV HV3H1S lV101 lO'Z = (HH/H~Nl)A1ISN31NI llVJNlVH S6'Z~ = ('NIH)NOI1VH1N3~NO~ JO 3HI1 :3HV Z HV3H1S 1N30N3d30NI HOJ 03sn S3n1V^ 3~N3nlJNO~ r = SHV3H1S JO H3SHnN lV101 II ============================================================================ >>>>>3ooN 1V NOI1VHHOJNI A~010HOAH 031JIJ3dS H3sn<<<<< I ~~~~~~~~~~.~.~~~~~~..~.~~~~~...............~~~~~~~~~....~~~~~~~.~.~...~..... l = 3oo~ SI OO'lr 300N 01 OO'lr 300N HOHJ SS3JOHd ~1J ............................................................................11 I = (SJ~)JJONnH lV101 Ol'L~ = (S3H~V)V3HV lV101 90'Z = (HnoH/H~Nl)A1ISN31NI NIVH 86'ZL = (NIH)~l :S~llOJ SV 3HV S3nlV^ 031JI~3dS.H3Sn OO'~Z L = 3oo~ Sl OO'lr 300N 01 OO'lr 300N HOHJ SS3~OHd ~1J ............................................................................11 _........._..____________......._________....__.................____________ III LL I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1= >>>>>AND COMPUTE VARIOUS CONfLUENCED STREA" VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I TIME OF CONCENTRATION(MIN.) = 12.98 RAINFALL INTENSITT(INCN/NR) = 2.06 TOTAL STREAM AREA(ACRES) = 11.70 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME I NUMBER (CFS) (MIN.) 1 45.15 12.95 2 45.20 12.98 3 45.13 13.04 I NTENS ITY (INCH/HooR) 1>'Tii!e1IM /NFO 2.067 - t;=-n.3Sj"Tc.=/2.9S j r-z.07.; A-'7.4 2.065 - ~ A8lIve- 2.059 _ t:f>= (;,'iO) Tc= I'?>,oef) :1=2,0(,; jA.=~.9 I C~l::.: /fZ- ...~ COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.20 Te(MIN.) = 12.98 I TOTAL AREA(ACRES) = 25.00 ============================================================================ ENO OF STUDY SUMMARY: I PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = f ~/1 45.20 25.00 Te(MIN.) = 12.98 ============================================================================ II END OF RATIONAL METHOO ANALYSIS I I I I II I II I I Q. =-,;'/.00 f 17.15'(t~ ~ &9, Z; p -rp ~ IZ,ge c:?p;; 36,27 +- 6,1 (;~.~); 45./2 7f;; IZ, '18 0,,,". "'1":> ~ ~ , >< I ~ I I I HYDROLOGY MAP CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY j I ~. : ml ~"'~' 1: ~ ~ I ;;i ~Cl~ 'I ta .~ " : I I I I I I I I I I I I I I 1 I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: n:=A,c..-"T 24 IS G, 'PA LeMA pa.. SO L-- Catch Basin Number: , I' A- IO-year Discharge (from Rational Method) (cfs): 8.0 100-year Discharge (from Rational Method) (cfs): 12,4 Carryover from c.B. No, = (cfs): 0.0 Total Design Discharge (cfs): 1,?,4 <t Low PI. -= f/64.0&' Vi! 5T.a-. L.C' Low I'r: ~ 11$3.13 o. "1'3 Pr. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 Maximum Ponding Depth (ft): .W = 7' Discharge Intercepted (cfs): 12.4 * ~ etZ-Gf3" c. 'T' ouefl. r:-<..Ow WILl.. C. zoSi;. 13€ 'PICJ4:{) uP '8y C.B. '.<\.z') 'A-Id ovee .e ~/) I oe A-~ J \ I g -rs4-. 0(, '--< -?o I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: T'gAC. T 24' B(" PhWf'1A [)€L SoL- Catch Basin Number: 'A-Z' . (A-IO J 10-year Discharge (from Rational Method) (cfs): 17"/2 '" 8.fo a 100-year Discharge (from Rational Method) (cfs): 2% '" /3. 5 e Carryover from C.B. No. = (cfs): 0.00 Total Design Discharge (cfs): /3.5 I J Flow Depth (ft): D/,,,, '" o.4B j 1/,0 ...0,4-2- Street Slope: /.~o'", (~N MAiZ.= -Pe/\I€) Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-I4 I W =2/ CAP~rr(,,,,. 13. ~j CA pAC-,rY /0 " /1. 0 Discharge Intercepted (cfs): r-.. _I" ~ . /"'\ "B,e,. '-'(',tJQ- ;J.~ .J........, Carryover to Downstream Point (cfs): Q,q, ~ 0.0 J 0(/0" 0,0 Facility Receiving Carryover: - 1-fJ,q h ~ It/-:'; Dl00-:: 0,4-'1 vr-I 't-\' ,~I7, ,aL .,'{ "" ' C/lt"?' ,v ~, 'lcH (c::.{l.-L f/7i'" o. ~ Sl'tol 10.0 90 8.0 7.0 &0 ~O 4.0 30 ~1 3 I!l 0.90 Q8() 0. 0. ~ Q40 (UO 020 0.10 009 0.06 0.07 0.06 CO!! CE. ~-Z) 1/ (A-IDJ -------. ----------- OAMF't..E {s.. o.nftH I._I Gi..,,' Q. 51 ~. S-IQ..C% / ,., .0.4'6 v,(# ll'iftd . 0-0.50tt. A_".I ,,~ / D. . 0.4-2- 10 ./w .1 I ' , ..- I'1z1 i , I 50' _0' I ,,;,. 9 , .t _~--=- ,... ,.- t ! ~ :..---1.6'1'-" 0 . a . O<ml fZOO:ji . i ~IOO 100 I !l= 50 -=l' ____.... 40 ~5~ 30 ~40 20- - ~30 ;: 10 !;"ZO 0.671D>08_ !" ... - iO l -=- f5 !i. t: !:-3 II: i: r-Z i: !- .- i-lo i- !: F . .- 1 ! . ! -r-O.lO ~ Page G-Ia ACtt'l!CCf!J 1'.6~O.8" 1..6.....O's2 13.1~:-0.ao 11.' 5-o.~ 9.& :-070 U"",!-0.67 8.0+0.65 uJ'0.60 ; 5Z+o.~5 --- .............. ~O~ 3.1 0,45 , !" .. u.....o..4o. '-5 0.35 Q(cfol 2.0 033 i 0.30. .l ,o.,z ! o.Z5 ! ; o ..-!-ozo . - . ! 0.1110..17 013 ~ OJ~ ~C"F 0.0:9-0,10 lO 0.10 .I0;0iOJ7 NOTE' THE Q OETElWiHED '''0'' THIS' CHART IS 'OR ONE HAV OF ~ET. LOS ANGELES. COUNTY ROAD DEPARTMENT STREr;T . FLOW MAJOR HWY. - Chart 2 of 5 REFERENCE SHEET 0-05 8/ I I I I I I I I I I I I I I I I I I 1 HYDRAULIC DESIGN, SUMP CATCH BASIN Project: TRAC-T 24'8'" PALOMA. , I Catch Basin Number: A - "3 10-year Discharge (from Rational Method) (cfs): 7. (, ~ SOL.- 100-year Discharge (from Rational Method) (cfs): }/.7 Carryover from C.B. No. _. . = (cfs): 0.0 Total Design Discharge (cfs): 11.7 Maximum Ponding Depth (ft): LOW PrJ/IoIT (j 1f1f7'1.55 Sitr.J MIrfr.o ~1I(f'" 1/7(.,.75 Low Po/flIT /N L.f), C,8. ;-3' = 117'S,,,/1:. , DO/loll = 0.7'1 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 I FO~ f)ePT~ PI'1_ PO,7'1/ ; V.5~ /toIE;/e ,a;VAT/ON IfW = II Fo ~ L.eFT 6/Pe- of cf/f4fi!::r: Discharge Intercepted (cfs): 11.7 IS Q=3.097WD Q ::(5,09V{tJ~~,7'f/.s=- ~J.8 ~ cAP. "OVee.S.Il.EP rn /fII'ttJ~ E1'1~C--{ J:,'s ~r;v;.fE]<FC-'f ~ 6 ove1!. I , Tl:> C$, A-<T , I / FW"'SY 01" <:,g, A_ZJ f kit). r~ ~ of SIW MI'<6..CO ~N 92.. I I I I I I 1 I I I I I 1 I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: I'RAC-, 241BtP PAL.O~A C>€Z- SOL- Catch Basin Number: I A-4' 10-year Discharge (from Rational Method) (cfs): /5,5 100-year Discharge (from Rational Method) (cfs): 21. 4 Carryover from C.B. No. Total Design Discharge (cfs): 24.4 - . = (cfs): (),O Maximum Ponding Depth (ft): FbNDIIJ(". WILl. CJc.c.-uR. Tl) 1?/w (i Cvv DE:-5.f'\'C- "i"'-\. " " I' oJ / " V","OC" 6 t:.F.+4-l..b.+2,S "1W~ /.0'3 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 Foli!. PM"" N~ l.JNe ) CJfeI;.jL 13tT71I e!PVA-i1oNs,: 1t.W=1I1 IaI",HT-s,pe; ~3.0A.W",'3J)O./P /:1/3;. =' o.b ~=- Qoo.p' 3,0 0' ~o,e~:)(/':) . tJ.-~ '" 3B.o7 ~ :> Discharge Intercepted (cfs): Z~ /-EFT $Ic;e-: 1,-:; aQo\P~ 3,oe7 w D IS' t:? w" 3,O~760(I.o3) "35 SZl cr:s X CPr/Of 13I'rS1N IS A:PPecI<IMIfTez.Y Sl'% OV/i!12SIz.e:D R:;R- a>l~c.y pLC1foJ -m II. IT s' E:5CAPr3 I Saller<. 7>k:> CUL- DE- S1tC. iZ./w -ro -rHe 1'Ae.1<: <;,.ITC JNTo C ,15. A-7 I. .I 83 I I I I 1 I 1 I I I I I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: 112Ac.-T 241 8(... PALOM A DeL <50'- ,. , I Catch Basin Number: A-5) t A-ft, 10-year Discharge (from Rational Method) (cfs): 100-year Discharge (from Rational Method) (cis): Carryover from C.B. No. - 2(,.1/2 ~ 13./ e qo,a/z .,. 20.4 t:_ = (cfs): 0.0 Total Design Discharge (cfs): 20.4- Maximum Ponding Depth (ft): i.-D~ 'POIN/ e i 1'7+04.7h TYL-fI{AN 5r I Lt:JW pblNl IN CO, 8F' C.13. ~ = 1177.~o " //76,e,/ f1.tH1 0. -n / Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 ",fa 'D....." j us..- II-'El~ EZ('^"-nON (l.ePT "sIPe-) ~ W = (/' Qc..w'. " ~.097 vV D I,g- Discharge Intercepted (cfs): ZD.4 QOtP :: ~.oe7(1/)(o,71Ys;.. 23.8 CF'S if' ~Me:~c..Y l3e' 1'1 C":'e1) esc.o.re 15 OIE'TZ- i2./1tJ \ / uP "BY c.~. A-7. I/J'TO 'PA~IL SITe) A/JC 8<1- I ~ "i@berr CJJeiT/.. 'William "Rbst c&associates I PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 26765 SINGLE OAK DRIVE. SUITE 250. TEMECULA, CA 92390-3621 (714) 676-8042' FAll (714) 676.7240 I I Q - I I I I I I I I I I I I I I JOB JOBNQ SCALE MIf1T J-f /C-~ SHEET NO. DATE -::lvNG Go, ,'I'! I - CALCULATED BY CHECKED BY DATE TITLE --L!!..k.ff rrp~ 1 CAPAcITY- ~ CAt.c.,'s. t CQNC {?tZOP rNL~7 ~f'7-;S{Z..-- I',"l.-~T c Al.-ClAL.-A-1i ",.1 f; PONDINGo OEPnl ~W&D "TOP (A~I)"'E- CLOGlGo~ '\ 'l' Dlf>.-. ,-IS82 O'Pa-JI/iGS y," c=J /z.!' /I ~i'/oc4)"" t:, APA!.T T'iff I: ' C; 0f"0l1 N65, Fb ~ e OPeJIN65, Rle 10 OJ>eNIN'S ~ II "36 D I ,.., IZ-J 6.~ ,1 48 PIA.- eJH-g ~O" !:l/A" 1Z-1~Q OU~ 'r'rE' ASSv.ME' n1r;: "l?-A'reD TDP WiLL, 13e C.LOGG>6t:> FeD>I'\ ~IS) :50 -rl-ie ~\Se:'€- lAi/LL FUNC-, ION AS A ~€C.--rION CI~ JZ.EC-T~~UVlrl< W~/f..S AT LOlAJ F~S I kf\lD vJlLL A<-'T />6 A (..O\N-~t> T2.~lkNGoI.lt-AA ,1!Z./P;4ce,A'r ~t:.. Fw>ws. K.owS W'lL 13t. 1'3~em zs - so~ TC /'tt:.coVN, FbI: FC~ 'PCBi2..S.J 5to'T>/j'VIf3VT AND AJ..9:J FoIZ 9-/~rlT V~/AT/OtJ.s IN Hr'De.-AvU c. AJ.;Al-YSIS As5<lM1"T'ONS ~ ()Sf p/6 "/,4; CJ~/Pt'U AI /.,PW 1-IrPtj;) IC'-JlJ~ ~D300l( P'otlDt~ h, ~E ;c ~- D\>C~fcE l:::Q ~ h1. IH dQ-t': L -vZ;; d'f, q r. ~L iZi (hl-3I,-hl~) "'" c1t- L ...~ '. L '" '" /-0 , /1 )/=0-11 TlfrS e7i?U/r'7ictv <=ctr.J!EC-7<;" R>~ THe. .l2.lJE: 1-Ie..D ON ~ OIZ-I FA;C.E i<'Kn-!c;-l2. T'r/l"rN IJ..I-E; ~ ~u,v1 E'D I rJ THE: Q : C-LI-I 3/% $71'\7 I C. r;-pIJtTlOIJ, 8S I ~ "1{obet1 "Beil/.. 'William "Rbst c&c71ssociates I PROFESSIONAL ENGINEERS. PLANNERS & SURVEYORS 28765 SINGLE OAK DRIVE. SUITE 250. TEMECULA, CA 92390-3621 (7141876-8042' FAll (714)878-7240 I I 1 I I I I I I I I I I I I I I 'OB JOBNQ SCALE SHEET NO. CALCULATED BY /'tIAlT I/;ce:d OATE :ruNe ", ,<;,,/ CHECKED BY TITLE ~l!>. DATE A-7) coNI:., DiZoP /'Jl-fn C,b , ; A-7 114Q,4O . I , I , ~. I - t 2." 'I IU-~ OVT~W . -- I '+3" 19':' <;2, zo It. ~ ~ ~"~'~: '\ Q~\W ~ (C("J (1,'$) QO<"7IV"=(l4;c.Jj(f.'i/)) ;U() Cf'S ~Po(, ("O'ND a.€'1 = 50. 2.0 - J:'L.".., U"'1iii c,s, : 4'1, 4D Bo' t). I/~ Ilk wtall.. E:l?IJA7/ClN Fo~~'f'A f' CATCH "fYI:<S.J>J<;;' , L L.- -IS' Q "3.087 \JJ D'.$ ("'1 liD W~'rJ ) Q~I~ ;!.I,D 1.5/ W~/tI '" ~ (3. C!J7){ 0, {J)' S :: (~/.~ 3.087 f). (J~ i~ /;D/fJ-HQ'<r) o,e./~ /?'qV/r1'lcN ~ CAtC.u..A-r/ Af(, (,r ! OT = 2;.3 L,iZj(ht31z.- J..,?,t~) I"'~D ' LT () PoB-/r.tJ h- = 1/~~(h.;11_h,1Vl):= LT = 5.0 / 2/.0 161M.'; ((o,gt'-... (O,OS)~) :. US6 CoNt;r;EvI<7/ vE D6SIr..N ~ I 'tJ=3 ,j 4 ~,c:e-s or-fiN f'5~ e.""oou.-Q.r-lC-,. C'fl-f''''C'IT ,NL.E.T C..cNC'iiioN 86 I ~ "J?ebeff "Beilf., 'William "Fibst G&c'54ssociates I PROFESSIONAL ENGINEERS. PLANNERS & SURVEYORS 28765 SINGLE OAK DRIVE. SUITE 250 . TEMECULA, CA 92390-3621 (7141676-8042' FAll (7141676-7240 I I I I I I I I I I I I I I I I I i) fiND 1)1/l(1'\e:TER ,( r'M (!. 1174.C> 'i7 .. Of' hI- n.7~ ~ PI", ~5e~ os;; illG UrN ~ 'TZy A '5"/- /I ~ c.~ 'P : Cl'<\.i:..ulA-n; q Tb""-- . JOB JOBNQ SCALE CALCULATED BY MAT' ilic.~ DATE SHEET NO :ru~E ",1"11' CHECKED BY TITLE C.-e fA_ ej DATE TYPE' Y: INU;;i j!.l~e'R. Foe.. MA'l..ff-/vlA pb/VD I iJ& 4tI Al~L.C ! 11, c;eATW {O P 1,,1 /I H= q (MODIF'IEJ> F"t2aJ<1 c,'J Q -- (Q,~ (l.2.~ J tC>'''''' '" (37,1D)(;,Z'5) = 47.0 CJ:5. c:t?J~ eQVf><TION) A-s5VN'/v~ C,e.AT(;' I~ &.oG~. 9 Lr=1/ OP{j7'J IrJt:;,S QT' ~ Lr iZ1 01-71:.- A ,~I,,) OT'" % (1)7t/{'4 (Oz.s}I!... (0.'5)3/r.,) 4', =- 49.7(P C--F5 '747D .'. 0.1::, of ()$e " ~.,. '~ Cl'<lr /Zt$&1L IIIITH nOD/PIa;) .,I't)/t;1VI,</(,.S. ..../~.O CFS /31." 1Z./iSJ:;~ ~ (OIVIEN FLOOD c:o.-rrl2OL $TI".,A:7E- -rJ/lS 51ZM PlZof/$?L'( ~/ze~-D ~I!'- OF TIk FLow ~7 I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: ,jaACT Z4180 "PALO,v1A t>~L. Sol..- I a' Catch Basin Number: A - , IO-year Discharge (from Rational Method) (cfs): 4,3 + 3.0 " 7.'3 100-year Discharge (from Rational Method) (cfs): (P,7 + 1,5-= If. 2--- Carryover from C.B. No. Total Design Discharge (cfs): 11/1.. - . = (cfs): 0,0 Maximum Ponding Depth (ft): LD.,J L.f)/IJ 'POI"" IN e. LEB-lA "';~ ?OI,.rT IN (..., D. Ci$ k1 .., 1/5"0.00 '=' 11'1<1,1/ D~~O.B91 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 ,. W -- 7 / "AUJ~ P~M ct-f-tlte-T: /') ~w ~ (7.0 Discharge Intercepted (cfs): /1,2.- "" e7I1 Ee(.QVC Y e5UlcP if />t1J() I S 'PI C-~et> vP FOe. Tl/1~ SlJM PIS rNert. THe: <E: ON CAMPA1lIVl.A w/If::(. 88 I I I I I I I I I I I I I I I 1 I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: ~AC---r z41B" PAt.DMf". Catch Basin Number: 'A - 14 I lO-year Discharge (from Rational Method) (cfs): 6. J "Da.- S'>'- 100-year Discharge (from Rational Method) (cfs): ",/, '5 Carryover from C.B. No. - = (cfs): 0,0 Total DesignDischarge (cfs): ",/,5" Flow Depth (ft): D ... 0 37 I . D "' 0.33 I 100 ' j 10 Street Slope: 4: 00 '70 C Pf:P'f1.I BeFceG V. c.. (CON~,.JIWTWEL'f...... oJ}) . Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L-L - 14- W = ZJ / "f,yt CAR'\(.fry = qS o~ j ~I T~o = e. B c.FS '00 Discharge Intercepted (cfs): 41,117 '" "!.!: crs J Q,,,"' ~.I CR-S Carryover to Downstream Point (cfs): c?",," 0.0 , f.1 =0.0 .) 'rI0 Facility Receiving Carryover: - ?'\ ' .\, ,,-,' <--- ~ l'\ .~, I;; . t /< V;>./ v\ 90 Sl"JI,) 10.0 90 80 70 6.0 ~O 40 3.0 2.0 1.0 0.90 080 0: o.so ~ 040 Q30 020 Page G-21 C..B. (A - /4 / OCefsl 300 -- ---- -- -- 2.00 G;wen, Q. 8Z c1I S.IO.O"4 100 90 80 70 60 50 r... o. a.SOft. A_ ~.1 ft.' 2.0 10 0.8110;0.83 50' 31.67' i 8.33'~ i 0.10 0.09 OOS ii 007 0 0 ! 0.06 005 Q(cfsl r2.00:0~0-- __ .l100 10 --- E 50~ I:~ ~ 2.0"':11 30 ~ 10-)11 :r-2.0 I :5- O,67~O~_81 !- It" 'I. i: i-2. it .!;- t. i- 10 !- ~ [ ! ! .... il ii i ~O 0.l110;0.67 Alft'1101H1 12.9::f::083 \2.S .J.- 082 :~:~.....g~~ 9.9--'0. r~ 8 9-+() 12 8.3t070 H 0.67 69 0.65 - - ;; 0i'0 60 !!! 4'......0 "5 r- 36-!'0.5C . ~ I! . Hl'0.45 ~ 20 ! 0.40 Q(c',) ..,..2..0 ~~. ! ,0 . . 0.10 08510.30 i ! . 0'9-y0.25 ;; i ! , o Z5--!-O.2C ! " 017j~~_ .17 013 ~~.l5 0.e99 ~= 0009 11-0.10 0.10;0;0.17 NOT[' TME Q DETERMINED FROW TH1$ CHART 1$'Oft ON~ HALF CtF STME:T. LOS ANGelES COUNTY ROAD DEPARTMENT STREET FLOW MAJOfl HWY. - 0Iar1 5 of 5 REFERENCE SHEE7 0-08 Cf' I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, SUMP CATCH BASIN Project: 'Tl2AC-T 241 e~ PALOMA DeL- ~o'- Catch Basin Number: (D-11 la-year Discharge (from Rational Method) (cfs): 4.7 lOa-year Discharge (from Rational Method) (cfs): 7. Z Carryover from C.B. No. - . = (cfs): 0.0 Total Design Discharge (cfs): 7. Z Maximum Ponding Depth (ft): F'f;>tJD/tJG. \VII../... ()C,CAJ~ "Tt' ra/w j ".1) .. ~ II c.t= +111,.D. -to Z,S"ro/lt..I /i1"€' -= ....." I 1.03 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 l.W =7' VAw~ ~ 'i2-''''H/ SIDE of CHAfa' 4JcAp.:/sq.2CF.S Discharge Intercepted (cfs): 1.2- /If E:M~eVc...y e-~cA'PE' IS DP'~ ~)"Prc"'€b .;P overe., ejv.J ot: Q.ll..- [)iF- s.Pr<..- "'-0 oJ A FIGI....[) SV,",P pe-fi!.. Te. 2.'1/87. l!:la 1 1 I I I I 1 I I 1 I I 1 I II I I 1 I: HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: ,R.AC -r 24/8c.. 0'\L.OMA DeL- SOL. I I ( I Catch Basin Number: 13-1 . 13.-~ la-year Discharge (from Rational Method) (cfs): It 1 I'U/z ~ r..b. e 3O.S'~ '" /5.3t- ./ laO-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. = (cfs): tP. 0 Total Design Discharge (cfs): /5".:3 .; . ,",'3 I ' / Flow Depth (ft): ~(JD ~ 0.3Cf j D/o:: 0.3$ i)1;j~=- (). '\\1) Street Slope: 4.!:Z:t (CALABRO -ST~) Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart /.L - 14 W = 28' CAPIIeITY,,;1fJ I: 13.0 ~ j CAPACITV,D:: /0.8 e Discharge Intercepted (cfs): ~(f() # /'3.0J j 91f>" 9.~ j Carryover to Downstream Point (cfs): ~Of):: Z.'3 (fJ6 /~% F(..OtJ-8Y) ; ~o ,,0.0 Facility Receiving Carryover: / B-3' " (is -4) P-JZ.oM F~o"" ( g., ) r::W.,I-$'( ( (3-2) F'-M-SY CJ7 i I I Sl"Jl,) 10.0. 90. 80. 7.0 6.0. ~o. 4.0. 3.0. ~ 2.01 I I I I I I . ,I u.1 "t'. . ~"'-.: '",.;.- \'.'..... ~,...- .~;:. t.'.::.-. i_;'1 ::~.:... ' .,f'!.-';'- rl ':<;;~;;:: '. a20-:l 0..10 0.09 008 QC7 o.06J 0.05 I""age ...,-,,,;, , v- \, (IY ').... J C---4~ 4 &5 C.B. -- --- -- -- -- ~ I 1)= 0.<(0 Iii"'" c. 51 ci_ S.IQ.O"!. "nd -O_O"Oft. ..4.1 ft.' R/W 50' .\ r- ~ -ti 40' - ----- . .' .. .. 9 , -- ___..-:1' :;.;..--d)7~'-' t o . Q(cfsl A(tt'l \oUt.l -:-"_ 2.003004,', 15.6__08. _ '.6_._0..2 r ZOO! 13.7~:-O.80 ;-- i II.! S-o.~ _ 9.6 ;-070 bloo IO~ :: UTo..57 ~ 8.0....0.65 ~ 5o.-3i j __ _ 40: ... ~-a.60 ~512- 30. i i ~4o. '"iO ! H+a~5 ~3o. ~ -- --- .. ~ !: 1o.! -.,.i..o~ jzo. 0.6710!O.4 1 ~. 3.1 ! 0.45 11 e !f' 10 4C ~ -=- f5 ~4 a: !=-3 c i: i-Z it !- .- !-lO r ~ t . i" 1 ! . ! ""'0.10. 0.1 r.o1O.61 O,I~~O!7 1.5 Q(c1s1 2..0. 0.9310..30 i I! . C~210.25 ! ; o 2S..!-02O: . ; i ~ C.l1fC.l7 013-0\~ '~1 o.O~9-0 Ie Lo. 0.10. ~. THE Q OETERMINEO '''0'' Tl4IS' C14.RT IS FOR ONE I1ALf r1F STMET. LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY.-C1\or1 Z of5 REFERENCE SHEET 18 \ \ \ \ \ 7 0-05 ~3 ' Gi . I I I I I I I I I . I I I I I I I I I ~\ Z4'/Sc:. -~MA Da. so'-' JOB CJ(} "ltobetf "Bei1l., 'William "Ftbst &&c:51Issociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 28765 SINGLE OAK DRIVE. SUITE 250. TEMECUlA. CA 92390-3621 17141676-8042' FAX (714)676-7240 JOB NO SCALE NT 5 CALCULATED BY f'-II'<TT I-fICJL~ SHEET NO. t;, - 'IL DATE CHECKED BY QA TE ( I ( I TITLE C.B. e-s 4= B-3 TANDEM ANALYsIS I'. ,I 0-:: <b- L I'- ~ <:). t l- ~ {; ~I \,j)<t' ~ ~~ ~ i iI II I I '.\ '\ .~ - ---~ c.~. 'g-3' C.J?>. 'S.s' ~ -r---- - uni \ . , ......; -.-....::::::c Q -~iJ-~ --I t-~'Q~Z:3CF~ 'ui~ ,I A 0'1, <=- ..,.. o ~<:::- o ~f c)<:$ It *~i ()~ o~ ~ ~. \,\'! ~ <t ::s 5: Z.S/)7~ t'lez..-r1tl-:L C,Ji2vE) ~ <I: 4 '...iJ W .J ~"'4:~~ CAt. A6/':'o S'T~T r~ I , 8'~ t 'g-.?,.! ~"N t:;f:; C.,; S /'5 7T> / fr7 Gl'2.::.GP T Tf/-t CYIOO "" ZIJ,7 AtJ{) Q~c 12..:;- f'~e~ Ii {ZvN5 off 70 L-~A WN:W/ c,e;. t..$N'THS <. 3S'. /.. ) (,ffNc.,.,.i Or- C..13. g.5 I - D,oo = O.4-g ,5';:..- _ p'G' 0,4-2/ --- FuU,. t? '5; k. ~ foJC WI Tt/ '- ~'Tl ~ 3> I I' , '-~ " 28 Cl<et.)(. S~'o.O'\;CO (S-.O_OZ'OO ) ~. o.'HS- fZEQV11!.6't> 1..\.4- 4'"".ZO,{ 9,0" 12. 5' I Ilk: Ia:> - YO'I'e CA+"Ac I'TY o~ I}J" l'B IS / 7At-JWM (;,13, $ WILL 1310 12~>J'I<€D, '5,~ I'" Te'lZ.cer'T S TJffc tP,,,, FULl( /7.tJ CFs;~ 4 ) C.1i3. 'B-S Y',<<>, C./!'. 'B-?,' ~ ext..e:SS ON<-Y i/4€ ,4>JD @5"i. "F '1"0 I~T' W l L..L 'Be ~l..ED ,.."N''''.........,. "6 IN '''~ 100- yEfli<- S"Tl)~. 4Ll. I I I I . I . I I I I I I I I I I I I j 61 (, 47,0 'I Q,"" C:S. 8-3 : 0.5(0 D,DO' 0.431 , D..' 0.'5l . "I"'" 'if CJ{obert "Beil/., 'William "Frost c&c51Issociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 28765 SINGLE OAK DRIVE. SUITE 250. TEMECULA CA 92390-3621 (7141876-8042' FAX (7141878-7240 CHeC~ i'i"'C !>e 'f7~ O~ (~~~O.03001 ($= ~.()4c;i) 0,00"- l(" '" kJ'l- 20.-7 - (ZoS - CI-l€C"- cAPf>oC- I ,. Y 01=' V P<R..16V S J ,\ S~ .. .\:: 1,\') I 7' 14' , ZS' IO-YtAI2 i ZI CEFT U Irrr. "3.G, .6:>.5 9.0 /1,5 100 -YCl'V<. INT. 1.5 .~,o 7/;5. 11.5 D"-Nli 5.\' I Iv'!.-' I if,\;) 1'- i\- t . I 'I. , 50 THE 77!N D EY'1 'N I L1.. 13 E' \..".;1 I~>ze' ,Q"""o.O Q",~O.Cl 'e-J' ~'U' Q,,,,,,,,"I.'\' " 41., > ,~o C1'S r.., ( R..O..J-l?>~) JOB TeAc.T 2+'8'" - p~ DEl.. ~.... JOB NO SCALE NTfi I'11t7T /ftCKR( DATE 1..- '''JI SHEETNQ CALCULATED BY CHECKED BY DATE I J l , TITLE C.13. 6-S it B-3 TIWDEM AtJAtY51!, (~V..J c.c,;7AINO) IN 'It sr/Znrr) L'EON~TH C.g.'5 e 85-/00"/0 Ifo/TI:7.<d7tal' C~i' LL-14 '> ~ cAfi"e'TI~ ~l- !.'ie'lL-- 51+-( OF '9s-/co:>", ,;vrdCiiP1'IIJN" J N ,1'11:' It:>>- Y ccmz.. t,.Wl"7: "f7f€' 10.- y~ ,::, fq'o IJoIIQZc6P'Tc7:) 11'/ 131' A 2/' C'~'I 6" ~ CHl-LT WI u... HoLD F"c(2.. Q,o. A 'g..r/ ~ Zf3 I (, , g..3 ~ 21 - 2.\.4- Cf>,~ ~ 'ZCr7' Q,O oIZ.S 1'116 1.0 c.!".$.. FtAV-BY ItJ7~ IO-YIS'1<R I::> ~lLIcrLY C,lIrrcJZRiNJ MJD IS P/c~€'O uP 'B'" '~5' e1'\S1~'f, T~ 100- YeN< CAPfr..ITY lPLlTnR 1..J74?1Uq>7'ION C. 1!). ('!>- 5'_ C"'LCuv'\-re' OF IrND THG' (6'-3' wll-L U' '2e5Tt..Jc..7/SP ro llfC ec.-r WILt. F(...OIfJ - '&Y To '~~' INTe'1U.~"':>N; 4r I I . I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: -rr:'-,t/e..t 2-4-1 f;h f-',Iw~ff 06!- 50/- Catch Basin Number: I I /8-:;' la-year Discharge (from Rational Method) (cfs): /'2. e5 '20.1 ~,07Yl Carryover from C.B. No. I b-(' (I rI U''''',A/.& F.6. C.rb. ~-I) = (cfs): '2.3 c:!f"s lOa-year Discharge (from Rational Method) (cfs): Total Design Discharge (cfs): Zo. '1 Flow Depth (ft): I I n . 0.'.... . /J .~()."'I vioo ~ "t"'/ ) Vlt;. ..-/, &"'~ p,~G4 qC;; 17) Street Slope: 4. <:;z, "7'" Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - 14 W = 'tJ' q.o ntl-\6::'e. \",a~c'<2.S 12.)(C~. I SO?". Kf<.-'l Pi.<> w e.,..- - '7<X: &'iYlie.fL. CA f' Ult-C.". 0 '" J ~ P.<1~ q... ~ /2.. S - q = 3.':; '* 9,00 Discharge Intercepted (cfs): i7h' C;L .'--- Carryover to Downstream Point (cfs): (J,o v ~ ZO./-II.S = ")..z.. Facility Receiving Carryover: E?-'5 "'f/!-tl,? t':.> /i.re: Dlrf/Wiy Oe:~,('",r-! IYl.4K. 0~eAre;(Ln.ff>tJ IS '70. If/I'=> C'eS/GN (.\-'" ,.. Carl S",fLV,t'TiJC: VI"!-L""-C Fore- 1if1C ", . 1 r fL.ouJ 6-{ VJtfS f'/ or I tI ,-!-O/,IJ"" - = _ 'Vi (I 6e IASo?:P (A-P/H:"y .<-'-'w " 'b-'3,' /-A/et(..1f{... 1+'Y'(',(,..+"'(.'c.>. aZ::::A Sl"JI,) Q(cfsl ~~ ~ ~~ ____ ____ ____ [2.00 200 6.0 ____ ~IOO ~O 5.0 4. 9Z ~'. ____ - 50 4.0 ~____ ~o'~O.4J' --~5Q...E... lO -~_ t40 20:~ 1, EXAMP\.E IS.. 0nIl.. C....l __________ ____________ ~30 10: ----- 4] 2.0 GiWln' g. 51 cfa C ~ 6710108. S. ,~O... ,0 ~ O:?>7' ~nd a-O.50ft. ".4.1 ft.' " I " " I. -- II I~ I ,i . .. ~ '~ .~ .w ~z y 1.0 0 080 0 060 ~ Q40 Q30 0.20 R'W " 2. 1.0 50' f 1.0 t Q(cfs) 2..0 I i l' :- B' 21 i I .-~---,----~ -~.. ---- ~t .. .... 9' ! i- :--- \.67~ -A. 0 , .~-- . I . <If 010 Q09 008 007 006 005 0.10 1017 0.10 OJ a0.67 NOT[ . THe: Q DETEANINED '''OtI THIS CHAAT IS 'OR ONE HAL' t:# STRrET. LOS ANGelES COUNTY ROAD DEPARTMENT Page G-/B A(tt'l 0(11.1 !5.6 1<' 13.1 II.' 9. eo 8.0 0.65 0'1:060 52 0.. -~ o,SO 0.45 ! U .0.40 1.5 0.35 0.93 O.~O O.S2!-0.25 i ! ! . o 20..!-020 . - . ! O.l7..J10.l7 013tOl5 ~099l ~059-0 10 , , STREET FLOW MAJOR HWY. - Chart Z of 5 REFERENCE SHEET 0-05 0613 I I . . I I I I I I I . I . I I I I I ~ "ltobetf "Bei1/.. 'William "Ftost G&c54ssociates PROFESSIONAL ENGINEERS. PLANNERS & SURVEYORS 28765 SINGLE OAK DRIVE. SUITE 250. TEMECULA, CA 92390-3621 (714)878-8042' FAll (7141878-7240 JOB iJ2AcT' Z"f/~PB.LOHA_D€L Sol.. JOB NO SCALE N.T.S. SHEET NO CALCULATEOBY ~A-~IfI~ OATE Ce>SfI CHECKED BY DATE I ) i 1"T"tt... EJV'\ TITlE _CJ? B-5t 13-'? (1"",0 /'!NA;t;V~I~ / , ,I c.~. j3-J r",~c.EP110,.. "" ._.l C-''',^, '''',i;C,C.GP1''GC> J-r~~/~~ .' h r'-" :~/y/J =r;-o/ (J.I? I " I "2 -a ~I I /:IS.: M~N'N~~ ~vn ION: c:;?M':' 1.~8c' /1/2%5 i', ' I! ",CJ,~/~ 5~"0'1.s2 O"t.-c. . A ~ OF- \.JO-r6'D l"'f?l2.IM~7t1< 'F'..O.J ~ ~ ( 0.4-3'-+ 0 Uc XU): 0.61 Fr. Z- 2~O' J. O.'13'+O.U?' :. z,tp9 F7. -t 1,'180 / O...q ) 0.66 I .\P,~ . QU.f" ~ &J.O/~ l(l.tp1)( 'l.p1 t().Of$Z,j '" 5.7 Cfi'5 1'J.I11> I~': '5"/9.0 = ~G'~" oP Cf#rt'1 U-/4 vAwG' ~(l CtTP7f?'-~'F /JJT/::7!.4;;;P'7/cyJ t//l'tt.C cF ,A. l^1= 21 I, 0,"-, - - .. .. /'<'l.ft _ 2-0.7- 6.9" /4.8 CFS Ly,.. 1"i.P>J-!I>Y - CHeCl!C. T7~ eN't+t: I rY 0 P , I $-;) e v.J~ZB wITH 14-. e c.!"s .' ~~o.oz-eo :, Q,",,~ '4.'3 - 1:100~ 044 Vt 0,')'\ ~ Q,"1' '" /5". '3 ;:;. /1-. ~ t), t. ~ 41(\)'<' 4/1" ~ 'B-5) " 1 '" 2-9' , , 7 \ /tf. e CFt;,. 1.0 CFS J 1 I I C.13 'B-3 '" 21 C$ tPlOO ~ 5.9 CFS * y),o " 1/. ~ ~ M.;:fl~lf.~ o.........s 1"' FlPw 17<' 0Le"-r~'" 1"">> t'::;.70 1t7 Page G~21 '8~5' DEPTHS C,8. Q(c!sl 300 Sl"JI,) 10.0 90 80 7.0 6.0 ~o Q(cfsl A (H'1Ilft) rZOO302. 0__ ~ 12.9 0,83 12.$ 0.82. 12.% -&. 0.8 I 11.0 0.78 9.9~O.1~ 8 '--'0 n: __ 10 8.3.....070 .l~I~ X;-!-g:~l 50~ -__ E 50 ~0i'060 ~40 ~ " ~ 20";'" 4,..10 u -=-30 - ~ ._~ ~ . ~ ! .... 10J 36-!'0.5C -- . --__ 200 ~--' I D'l2>~ 0.44 (FLOtoJ - BY) I D,,,,~OIf.f3 (FVLL) 4.0 100 90 80 70 60 5 3.0 EXAWPU GWen' Q_ 82 cfI s. to.o'" rIM . O-O.60ft. A- '.7 ft.' 2.0 0.671010.81 . i 2.7 -0.45 , C>.-- 0.4-z. \'fVLL) i~ f5 i: f-z it !:- !" !-t.O i .- [ ! ! .... i i i ~o O.l110iO.67 30 1.0 0.90 . 080 20 ! 0.40 . ; 1.310.35 ! ! 0.e~"""O.30 i ! . 0"-yO.25 i i i E o 2'-!-0.20 ! " OJ7j-i.o~_ 17 OJ! ~:'.J5 0.099 ~= oee, 11-010 20 10 0.81;0;0.83 Q(cl.) ..,..2.0 1~ i " 0.10 A/W .Lt-2t: I f I T-=;= ---- . . :: ; " " I ! 'I. 020 50' . I i 8.33'- i 31.67' 0.10 0.09 008 007 0.06 OO~ , o 0.10;0;QI7 NOT[' T1C Q OETEMflNED F"O" THIS CHART IS'OI' ONt HALF OF STIltEET. LOS ANGelES COUNTY ROAD DEPARTMENT REFERENCE SHEET STREE;T FLOW MAJOfl HWY. - 0Iar1 5 of 5 Q-08 Cf'7 ~,,"~'. , .. ,! . :il . . . . . 1'5 :. . :1"';.;' I 'A"..' ';c" " ~:' I .' "-'.' .-:.:-.... ~{,,:: #"'t... .~'F' .I'~k.,.', '~ " I~~.': ~-~, Sl"JI,) 10.0. 90 110. 7.0. 6.0 ~o. 4.0. 3.0. ~ 2.0.1 '.0 090 o:eo 0. 0. ~ 040 0..30 0.20 0..10 009 008 007 0.06 O~ Page G-rB C.B. 'B-3 ' DEFTHS Q(cn.l A Iff) 10 I flJ _ZOO300~. lS.6 O.S. !- 2.00. i :H~'1=~~ ~ . II.' E.o.~ . 9.' :-0,70 100 10 i ~~t~~~ --;- ___ ~ ~~:.~ O6J.O.60 D,oo" D.4~ -';~Q.... 30. ! 1 t4o. 20 ! ___ ~H"'O~~ -=-30. : .............. ~ ! ., O~ txAMPl.! {S.. On,," I.IMI (ii..", Q. SI e1. S-tQ.O'"f. / [kO.31 IliftCI . o. Q.SO ft. ....4.1 tt,l O.~ !"'IO ~ a=. f5 !!E.4 ~ f-3 i: i-2 it !:- ~ Jl-Lo. i- t t i ! .. ! ~o. OJ raC);Q,6 7 0,10;0;1017 !! U......o..4o. I.S O.3~ ./w l Q(cfll 2..0 .0931 0..30 ! 0.S2t0.25 ! , o 2S-!-O,2C !!! . i ~ 0.1710..17 013-0,15 ""f o.O~9-0 10 .1 1 ...J' ,.-.. 121 4rJ I I I ! .--~----~ i ;t ," -~--=-- f o .. \6~'" 0 I 0 It- _____. , t ~ ~ 1 50' 1.0. 0.10. ~. THE Q OETERNINEO 'ROM THIS CW...RT IS 'OR ONE HALF OF S'T'RfET. LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY. - Chart Z of 5 REFERENCE SHEET 0-05 1$ I I I I I I . I I I I 1 I I I I . I 1 HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: TRACT 2418(0 , I Catch Basin Number: 8--4 PA~f1'1A DEL SOL- 1.5 OiL ~d 3.t.) /J/et'i',Aj , = (cfs): 23 (lfl/tlUPcD 11..1 tlYDIi?OI..Of&,'I) lO-year Discharge (from Rational Method) (cfs): lOa-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. 'i7-Z) Total Design Discharge (cfs): 3. ~ h1-..: "",~2;\ I I ' Flow Depth .(ft): }) ., O. 'Z 7 . D ~ O. t7 I VlCD ..) . 10 ' / Street Slope: 4, 00 ~ (IN Ve-E77CAL.. ct;;::"VE// 0/'1 CALA6120 ST~~) / Use City of Los Angeles (Department of pUblhorkS) Hydraulic Design Manual, Chart L-t.. -/4- / /'"'7\ I {j.<-.....-..I -:J a ~ *W CJ;J:;:--.t!( CA'PACrTY,,,," ,!.z." ~_CA'PAC.I' r 10" c.. I 'c-"" Disch~~;e Intercepted (CfS):.....e;:.y..ZJ-.'Q,o" 1.5' -" D;:... '.. ,~, Carryover to Downstream Point (cfs): (t;1~ "'~.~~} 4/", =-0.0 Facility Receiving Carryover: tv/A .:I< T~IS \.VILl.- I J e.s. 8'2 OI.?lU12.E:. Ft..Ow-8Y FR.oM en . I : . . . I '~ I c'fA. - . ~~:. ""'" , ., I ':' .~;- ("- "'.. .~~. . IJ;~" r~r I~~". ~~:.:: . :::i:-" ;.-;<;-:'" :.,' -.,:.,. C.8. (13-4 J Page G-'18 AlIt'llolllJ 1:56 O.S. r""6~a.82. 13.7~ro.80 11." :..o.7"S 9.6 :-070 "-'",,!-0.67 e.o....o~ ...J'O.60 , '....o~e : -- --- ~o~ 3Ito.~ 'JI ! T" T" 0.'3 _ 0.30 Sl"JI,) 10.0. 90 80. 7.0 6.0. ~C ..0 Q(cfsl ;::- 200 300 f 20.0 ~IOO ---. !=' 50. __!=' 40 -a;:.5Q.. 30. ~40 20- - f"3C - 10 t2C 061.0;08. ~ !'" ~KJ -=- f5 !E.. ---. ----- -------. 3.0 .3 3 2.01 ~~ r... 0.90 080 0. 0.60 ~ I D,. - 0.17 (6UT7~ FL.OW) Q40 C~ 020 R'W .1 50' 1 ~ ..-1.1 i II l ;:: t . i" 1 ~ . i 0.10 ! O.JO!C!O.l1 ~O.JO ~ 00' C.KJ Q09 0.08 007 0.06 O~ . , .~..~ -~--="" .. ~. 9 ! ~ ___ \,.T~-t. , t a ~ I o . . ~.' NOT[ . THE Q OETERMINED FlItOtl THIS CHART IS FOA ONE H....' r::# STM:ET. LOS ANGELES COUNTY ROAD DEPARTMENT . STREET FLOW MAJOR HWY. - Chart 2 of 5 ! .0.5210.25 ! ! . o 2.-!-02~ ! . i ~ 0.17 pC.l7 OI3~O,I.s ~o,. ~ 0.0:9-010 REFERENCE SHEET 0-05 !{)O I I . I I I I I . I I I I I I . I I . I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: 'Tl<A<-T 2.41 B" 'PA:<-OMA Dra... SoL. Catch Basin Number: ( J C-z. la-year Discharge (from Rational Method) (cfs): Z 1.0 + (0. q iz... "/1:0 lOa-year Discharge (from Rational Method) (cfs): ;35.4+ 10.7/2 =23. 1 Carryover from C.B. No. C-41 . = (cfs): 3.0 (/";CI..IJ{)ED IN H"f'!)Il~foV) Total Design Discharge (cfs): 23. I Maximum Ponding Depth (ft): L.O/IJ - L o..J {OINT tt cASSINO Pcu.rr .cv""-B (c. B. c<nJ/!:r = //~5;;. 74 IC_z.' -eNc.F:-tfl't.p)' lltA.71 ])....,.~ 1)951 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 THIS DliPrH tf. Fww Rft,.L Tb rile J.VE'l1l- EZi'III/-7ICiIlJ.' t::?c"p = :3.oB7ltVD..../1.. ~ . QCAf'. '" 3.0fn(I4)(0.'l5) G'CA" = 10.0 CF's .W = 14 I Discharge Intercepted (cfs): 23. J ~ f. I C.8. C-z. 1$ /tLMosr!!:,o "D "v&nI!S/ZE'&> n:> fftWDI-b gt~Ci /"'L.ovJs ~ F~-BY oil.. 'BLDc.K....G,6 /!iF c.ts.s nJ8VTAt<Y TO IT. 101 1 . I I 1 I 1 . I I 1 1 I I I :1 i :. t :1 , ~I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: T/ZAcr 2'fletp ffl/..()/l(A t>B- SD/.., I " Catch Basin Number: C - 3 IO-year Discharge (from Rational Method) (cfs): 21.0+/P,fl/z ,,/4:0 lOa-year Discharge (from Rational Method) (cfs): 3S.4+IO,7/z '" 23,'/ . Carryover from C.B. No. / C-"f' . = (cfs): 3.0 (tAICLvDEC> I'" l'IYolJnd'r) Total Design Discharge (cfs): Z3. I Maximum Ponding Depth (ft): L/JIIJ fOlAlr -t. ~!./""" CJ7rI)fl'T - I/~ 74 - LC1)IJ POIA/'f I" Ci/~ (t.&. ~-.3/_6''''C.F.-~L.~) ~ //65".06 D...~: 0, 6/1 I Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 A-W = ,,,,' Tilts PE1'7ff ~ F't..MN Rfu.. 7t> rlNi fVE'IR... eQllof'TlON.. Discharge Intercepted (cfs): Z. 3. I -.' 4> CAf. '" 3,OB7 W D I,S- . Q(Ap. =(5,087)(/4')(O.f>q')"~ . Q~. = 21.8 " eM~c.'f' DVaL Row WILL (;0 7b I' e ,g. C-z I 102 I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: -rJ2.AC..-r 24/ gfo PALOMA Del- Got.- , I Catch Basin Number: C-4 la-year Discharge (from Rational Method) (cfs): 17.4 /t. :: t!. 7 lOa-year Discharge (from Rational Method) (cfs): ;;?7. O;t ,,/3.? Carryover from C.B. No. = (cfs): 0.0 Total Design Discharge (cfs): /3.5' Flow Depth (ft): D,IX)" 0.40 I j V". O.3b Street Slope: :5. 3'" ~. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L. I- - /1 .ffW = 2// CA?ACrry,O'O. 1~.5 j CArAGITY,." '1.0 Discharge Intercepted (cfs): C?,l1D" IO.~ j q,." 8.7 Carryover to Downstream Point (cfs): 0.:r>. 3.0 (.-v ZZ ~ PWi1l-Ii1Y) ,; 0. ,,0.0 Facility Receiving Carryover: (C -2 I Jt rHI5 CA7cH "i$AS/"; oSrze /S !'IAXII'/Il'" THA.T CAN FIT p,crW~N l.OT 5 /23 f /24-. /03 I 1 1 1 I I I I I I I I I I I 1 1 I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: -n:z,AC-r Z41e~ 'PAWI'1A D€:L- ~O'- Catch Basin Number: I C - 5 I lO-year Discharge (from Rational Method) (cfs): 17.4;f . 8. 7 lOa-year Discharge (from Rational Method) (cfs): 2'7.%:; 13.5 Carryover from C.B. No. = (cfs): 0.0 Total Design Discharge (cfs): 1:1.5 Flow Depth (ft): , / D;~ ~ O.4/J j V,D" 0.3~ Street Slope: 3.3'-?" Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L-L-~ l'f ~W =2e' CAPAC-I'T'( 100' I~. 5' j CAf"Ac.tTY,,,. II. I Discharge Intercepted (cfs): q,,,,," 1~.5' j Q,o '= 8.7 Carryover to Downstream Point (cfs): q, < 0 0 . J-> ~o 0 110 . J '"1' 10 - . 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