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HomeMy WebLinkAboutJurupa Storm Drainrr rw HYDROLOGY CALCULATIONS FOR JURUPA STORM DRAIN ,W PREPARED BY: ASL CONSULTING ENGINEERS Moak ' M-11F " S Part �'Ir. • u ' •_�,..._ - s"' -'•c •.~• •ly 1 Ft it rT�K + ! ��'' Iii �I: .;� �1. 60 es St re SAN AVE I -- ••~v T 1 1 - -,. '•/160 -:: V Y �- Srh - 1I • AVC T ® G _ :,.: > I -- ( I I 1'_ I ( : S • es'• { ' -. ; .� • k r- t Trader•• Res •t '� ... ` • 1 FO /ice e ` _1� S ' : •. ` J t E ARY • 1 . • . S . •- ••'AVE .. .. » - rw 1 .. ■•� -- ••. 1� r-_- := J•{ • I Sprlal �- __ •• • n _ _ Trailer j'•hp�',rN '! • / �i; `l U { ». E• !ll, s•., .:. ••�..r.1e -- �-- M -.�.�.: :� Park I - •W ..� _ \ .. { tl'. �• t. 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B. d Pa k • II �° - <\1\ ,o �;�a \l. �` .� fry/ • / % i 1 1 _ ; " r 7 �:: p; ., ����j 1 , • s _ _ - 'P`—j - __ • _,_ wp ��r" ��s!j /� \ _ •� I ll' , r / r i ��' /. .,\. -� /� •' I 1 � Z '�' ',` ` r .� // 1, � ... -// _ '- " il��' / �/ l _�l� � '. � �`VUarl� �/'`I. � _�� •.r �, � 4 \ ••fi r Q - 1 � � � I � � � �� \ ` ( , t ^ l � •li' �4� _ � _ _. _ HANNEL HYDROLOGY DECLEZ C LEGEND - ,, ?;1 = = -,1 ; �, y ,,,, ; ,�,,;,,;',�..�,,. �: �, �� ;;� RATIONAL METHOD Mfr ,i^ \ r w / ;!,• � O � •'ll,' '•, i�' l.' • _ ';1l .�,.,��, t, � 1 " Ii LAND M ' V/' • ; < <�Ih ,!I -a.. :,; �, �.� ✓ - =' - --- -USE BOUNDARY ,;,; /' .� -�� <<P 1 - � J� -� '.�� i .,. ., � - - �,,. - �1 , � AND USE TYPES �/ i ! / ' I( a�� mil_ -1 �'q 14111 ` -�J Y �••J 11 IN..� " `l •_y ..lf 'sue- _='i4_. -' �li�' �� r. `�•^ `� .�' 110 .. t: . F �' �' I i ''� , ....:. 0 A,, W IV u 7r .......... T . 4. J Sta F., TI SA .4 e rr - . a IN JT . tI. 4 , :�: ... A J . 6/ l m - • I r G_ 0 e . 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IL a, der PS ON 0. ck t,l I , $060 Trailer __ : a . . 0 IX Cf -q _4 u Lao a a: - ­.:Chil4ens, u - — - — - — - — - — Jurupa Hills well 26 — Radio a UY 4 Is lHigh 3 F '11t % r 27 A VE 14 TA -ANA A.Ve Well 4 29 • 25 1060 r Schl 0 1w ------ A Z) it 4 JURUPA (0131 -k A VE II I r_j _JL A VE 991 e Nell Res, 1;. — ( )7) 7 030 . ..... �F= .1 LOU. - - - !_ _'b Park —,00 ) r N -- ---- ---------- Vl, 7 CREST u 1 ,00 ' lle, vi MC1011 JO 33' ' — — - �4". -- -- 'c'A 'L A V A VE rTH' 7 2 14, Ma a LEGEND DECLEZ CHANNEL HYDROLOGY 0 b r. WATERCOURSE T RANNnONAL METHOD CONCENTRATION POI uAt J11iirups /0 W 0 29 r 1A _ !CONCENTRATION POINTS . j � I SUB—AREA BOUNDARY P � S-1� T_ L �: Qr;' �� t"r:w., �'_'1;iC!7�: �Y ( r: r `� � /��� t� )11 Jl'� *� — �_S f1_L !f RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial ## I00882 Especially prepared for: ASL CONSULTING ENGINEERS --------------------------------------------------------------------------- FILE NAME: S- RIDGEI.DAT TIME /DATE OF STUDY: 13:53 8/19/1987 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.3500 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS << <<< NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW- LENGTH = \ 1000.00 UPSTREAM ELEVATION = ° 1840.00 DOWNSTREAM ELEVATION = - 1400.00 ELEVATION DIFFERENCE = , 440.00 TC = .706 *[( 1000.00 ** 3.00)/( 440.00)] ** .20 = 13.186 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.351 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA RUNOFF(CFS) = 39.18 TOTAL AREA(ACRES) = , 15.60 PEAK FLOW RATE(CFS) = 39.18 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 -------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL - CHANNEL FLOW << <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1400.00 DOWNSTREAM NODE ELEVATION = 1058.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2100.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 39.18 FLOW VELOCITY(FEET /SEC) = 12.63 FLOW DEPTH(FEET) _ .29 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 --------------------------------------------------------------------------- > > > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< < < < < 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.989 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) .5600 SUBAREA AREA(ACRES) = 35.80 SUBAREA RUNOFF(CFS) = 78.25 EFFECTIVE AREA(ACRES) = 51.40 AVERAGED Fm(INCH/HR) .560 TOTAL AREA(ACRES) = 51.40 PEAK FLOW RATE(CFS) = 112.35 TC(MIN) = 15.96 FLOW PROCESS FROM NODE 3.00 TO NODE 24.00 IS CODE = 3 --------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION = 1058.00 DOWNSTREAM NODE ELEVATION = 1056.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 112.35 TRAVEL TIME(MIN.) = 3.71 TC(MIN.) = 19.67 FLOW PROCESS FROM NODE 3.00 TO NODE 24.00 IS CODE -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 19.67 RAINFALL INTENSITY (INCH./HOUR) = 2.64 EFFECTIVE STREAM AREA(ACRES) = 51.40 TOTAL STREAM AREA(ACRES) = 51.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.35 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 2 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL AVERAGE COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1840.00 DOWNSTREAM ELEVATION = 1400.00 ELEVATION DIFFERENCE = 440.00 TC = .706*[( 1000.00** 3.00)/( 440.00)1** .20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.351 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, SUBAREA RUNOFF(CFS) = 34.66 13.186 Fm(INCH/HR) = .5600 TOTAL AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) = 34.66 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 5 >>>> >COMPUTE TRAPEZOIDAL - CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< UPSTREAM NODE ELEVATION = 1400.00 DOWNSTREAM NODE ELEVATION = 1130.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 34.66 FLOW VELOCITY(FEET /SEC) = 12.99 FLOW DEPTH(FEET) _ .25 TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 15.11 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.088 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA AREA(ACRES) = 84.50 SUBAREA RUNOFF(CFS) = 192.25 EFFECTIVE AREA(ACRES) = 98.30 AVERAGED Fm(INCH /HR) _ .560 TOTAL AREA(ACRES) = 98.30 PEAK FLOW RATE(CFS) = 223.64 TC(MIN) = 15.11 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 5 >>> >>COMPUTE TRAPEZOIDAL- CHANNEL FLOW< <<<< >>>>> TRAVELTIME THRU SUBAREA<<<<< -- -------- - - - - -- UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEVATION = 1056.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2250.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 223.64 FLOW VELOCITY(FEET /SEC) = 13.55 FLOW DEPTH(FEET) = 1.31 TRAVEL TIME(MIN.) = 2.77 TC(MIN.) = 17.88 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< <<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.791 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA AREA(ACRES) = 97.30 SUBAREA RUNOFF(CFS) = 195.40 EFFECTIVE AREA(ACRES) = 195.60 AVERAGED Fm(INCH /HR) _ .560 TOTAL AREA(ACRES) = 195.60 PEAK FLOW RATE(CFS) = 392.82 TC(MIN) = 17.88 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 1 -------------------------------------------------------------- >>> >> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.88 RAINFALL INTENSITY (INCH. /HOUR) = 2.79 EFFECTIVE STREAM AREA(ACRES) = 195.60 TOTAL STREAM AREA(ACRES) = 195.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 392.82 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 2 ------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 2040.00 DOWNSTREAM ELEVATION = 1700.00 ELEVATION DIFFERENCE = 340.00 TC = .706 *[( 1000.00 ** 3.00)/( 340.00)] ** .20 = 13.884 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.249 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA RUNOFF(CFS) = 28.80 TOTAL AREA(ACRES) = 11.90 PEAK FLOW RATE(CFS) = 28.80 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 24.00 IS CODE = 5 ----------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL - CHANNEL FLOW<<<<< >>> >>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1700.00 DOWNSTREAM NODE ELEVATION = 1056.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 4100.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 28.80 FLOW VELOCITY(FEET /SEC) = 10.79 FLOW DEPTH(FEET) _ .25 TRAVEL TIME(MIN.) = 6.33 TC(MIN.) = 20.21 FLOW PROCESS FROM NODE 52.00 TO NODE 24.00 IS CODE = 8 ----------------------------------------------------- >>> >)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< <<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.593 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA AREA(ACRES) = 106.50 SUBAREA RUNOFF(CFS) = 194.87 EFFECTIVE AREA(ACRES) = 118.40 AVERAGED Fm(INCH /HR) _ .560 TOTAL AREA(ACRES) = 118.40 PEAK FLOW RATE(CFS) = 216.65 TC(MIN) = 20.21 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< > >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 20.21 RAINFALL INTENSITY (INCH. /HOUR) = 2.59 EFFECTIVE STREAM AREA(ACRES) = 118.40 TOTAL STREAM AREA(ACRES) = 118.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 216.65 CONFLUENCE INFORMATION: 45.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER -------------------------------------------------------------- RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 112.35 19.67 2.636 .56 51.40 2 392.82 17.88 2.791 .56 195.60 3 216.65 20.21 2.593 .56 118.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER --------------------;------------------------- Q(CFS) AREA(ACRES) 1 693.08 362.20 2 712.88 347.04 3 684.58 365.40 COMPUTED CONFLUENCE EST_ZATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = _ 712.88 TIME(MINUTES) = 17.879 EFFECTIVE AREA(ACRES) _ ' TOTAL AREA(ACRES) = 365.40 FLOW PROCESS FROM NODE 24.00 TO NODE --------------------------------------------------------------------------- 45.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< > >>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 20.7 UPSTREAM NODE ELEVATION = .1056.00 DOWNSTREAM NODE ELEVATION = 1040.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) < 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ 712.88 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) _ , 18.94 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 2 --------------------------------------------------------------------- - - - - -- >>>> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1103.00 DOWNSTREAM ELEVATION = 1097.00 ELEVATION DIFFERENCE = 6.00 TC = .304 *[( 850.00 ** 3.00)/( 6.00)] ** .20 = 12.159 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 SOIL CLASSIFICATION IS "B" 5t11ifHKr:li' YtUl Ur'r`((%�51 = LL.bz TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 22.62 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ------ - - - - -- UPSTREAM ELEVATION = 1497.00 DOWNSTREAM ELEVATION = 1063.00 STREET LENGTH(FEET) 4820.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 234.40 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.04 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.95 PRODUCT OF DEPTH &VELOCITY = 6.20 STREETFLOW TRAVELTIME(MIN) = 13.49 TC(MIN) = 25.65 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.248 SOIL CLASSIFICATION IS "B" CONDOMINIUMS SUBAREA LOSS RATE, Fm(INCH /HR) _ .2625 SUBAREA AREA(ACRES) = 223.20 SUBAREA RUNOFF(CFS) = 398.81 EFFECTIVE AREA(ACRES) = 230.50 AVERAGED Fm(INCH /HR) _ .257 TOTAL AREA(ACRES) = 230.50 PEAK FLOW RATE(CFS) = 413.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.29 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 7.43 DEPTH *VELOCITY = 9.62 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< --------------- - - - - -- UPSTREAM ELEVATION = 1063.00 DOWNSTREAM ELEVATION = 1058.00 STREET LENGTH(FEET) = 2000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 528.76 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. STREET FLOWDEPTH(FEET) = 1.80 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = PRODUCT OF DEPTH &VELOCITY = 10.82 STREETFLOW TRAVELTIME(MIN) = 5.56 TC(MIN) = 31.21 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.998 SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 165.30 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 395.80 AVERAGED Fm(INCH /HR) _ .337 TOTAL AREA(ACRES) = 395.80 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.90 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) = 6.27 DEPTH *VELOCITY = Fm(INCH /HR) _ .4500 = 230.35 591.70 32.00 11.92 FLOW PROCESS FROM NODE 34.00 TO NODE 44.00 IS CODE = 3 >>>> >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>> >>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 81.0 INCH PIPE IS 65.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 19.2 UPSTREAM NODE ELEVATION = 1058.00 DOWNSTREAM NODE ELEVATION = 1043.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 591.70 TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 32.35 FLOW PROCESS FROM NODE 34.00 TO NODE 44.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 32.35 RAINFALL INTENSITY (INCH. /HOUR) = 1.96 EFFECTIVE STREAM AREA(ACRES) = 395.80 TOTAL STREAM AREA(ACRES) = 395.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 591.70 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1105.00 DOWNSTREAM ELEVATION = 1095.00 ELEVATION DIFFERENCE = 10.00 TC = .438 *[( 1000.00 ** 3.00)/( 10.00)] ** .20 = 17.437 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.834 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA RUNOFF(CFS) = 26.76 TOTAL AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) = 26.76 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 6 --------------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« < << --------------------------------------------------------------------------- UPSTREAM ELEVATION = 1095.00 DOWNSTREAM ELEVATION = 1058.00 STREET LENGTH(FEET) = 3900.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 95.49 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.63 PRODUCT OF DEPTH&VELOCITY = 3.46 STREETFLOW TRAVELTIME(MIN) = 14.04 TC(MIN) = 31.47 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.988 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 111.10 SUBAREA RUNOFF(CFS) = 130.91 EFFECTIVE AREA(ACRES) = 124.90 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 124.90 PEAK FLOW RATE(CFS) = 147.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .85 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 5.48 DEPTH *VELOCITY = 4.63 FLOW PROCESS FROM NODE 43_00 TO NODE 44.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1058.00 DOWNSTREAM ELEVATION = 1043.00 STREET LENGTH(FEET) = 2000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 194.37 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THAT IS, ALL FLOW ALONG THE PARKWAY, STREET FLOWDEPTH(FEETa = .96 BASED ON THE ASSUMPTION THE STREET CHANNEL. ETC., IS NEGLECTED. PRODUCT OF DEPTH &VELOCITY = 5.45 STREETFLOW TRAVELTIME(MIN) = 5.89 TC(MIN) = 37.37 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.794 SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5250 SUBAREA AREA(ACRES) = 82.60 SUBAREA RUNOFF(CFS) 94.31 EFFECTIVE AREA(ACRES) = 207.50 AVERAGED Fm(INCH /HR) _ .618 TOTAL AREA(ACRES) = 207.50 PEAK FLOW RATE(CFS) = 219.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.00 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 5.96 DEPTH *VELOCITY = 5.97 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 37.37 RAINFALL INTENSITY (INCH. /HOUR) = 1.79 EFFECTIVE STREAM AREA(ACRES) = 207.50 TOTAL STREAM AREA(ACRES) = 207.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 219.61 CONFLUENCE INFORMATION: STREAM CONFLUENCE EFFECTIVE STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 591.70 32.35 1.956 .34 395.80 2 219.61 37.37 1.794 .62 207.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 808.03 575.46 2 752.09 603.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 808.03 TIME(MINUTES) = 32.353 EFFECTIVE AREA(ACRES) = 575.46 TOTAL AREA(ACRES) = 603.30 FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 3 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< < <<< DEPTH OF FLOW IN 114.0 INCH PIPE IS 82.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.6 UPSTREAM NODE ELEVATION = 1043.00 DOWNSTREAM NODE ELEVATION = 1040.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 808.03 TRAVEL TIME(MIN.) = .80 TC(MIN.) = 33.15 eLOw PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 1 -------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 33.15 RAINFALL INTENSITY (INCH. /HOUR) = 1.93 EFFECTIVE STREAM AREA(ACRES) = 575.46 TOTAL STREAM AREA(ACRES) = 603.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 808.03 FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 2 ----------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------- NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1450.00 DOWNSTREAM ELEVATION = 1120.00 ELEVATION DIFFERENCE = 330.00 TC = .706 *[( 1000.00 ** 3.00)/( 330.00)] ** .20 = 13.967 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.237 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA RUNOFF(CFS) = 22.17 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 22,17 FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE = 5 ---------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL - CHANNEL FLOW<< <<< > >>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1120.00 DOWNSTREAM NODE ELEVATION = 1040.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.17 FLOW VELOCITY(FEET /SEC) = 8.31 FLOW DEPTH(FEET) _ .25 TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 15.57 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE = 8 ------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< <<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.033 - SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA AREA(ACRES) = 29.40 SUBAREA RUNOFF(CFS) = 65.43 EFFECTIVE AREA(ACRES) = 38.60 AVERAGED Fm(INCH /HR) _ .560 TOTAL AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) = 85.90 TC(MIN) = 15.57 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< -------------------------------------------------------------------------- -----------------_--------------------------------------------------------- USER- SPECIF -IED VALUES ARE AS FOLLOWS: TC(MIN) RAIN INTENSI T_Y_(INCH /HOUR) = 2.81 EFFECTIVE AREA(A4ES) = 346.89- ) 341 -04A _- TOTAL AREA(ACRES' = 365 - :4 PEAK FLOW RATE(CFS) AVERAGED LOSS RATE, Fm(IN /HR) _ .560 J f o i,- JiGn ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 45.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.73 RAINFALL INTENSITY (INCH. /HOUR) = 2.81 EFFECTIVE STREAM AREA(ACRES) = 346.89 TOTAL STREAM AREA(ACRES) = 365.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 716.85 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE = 7 -------------------------------------------------------------------- - - - - -- >> >> >USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.57 RAIN INTENSITY(INCH /HOUR) = 3.03 EFFECTIVE AREA(ACRES) = 38.60 TOTAL AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) = 85.90 AVERAGED LOSS RATE, Fm(IN /HR) _ .560 ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF .56(INCHES /HOUR) �k9k�k* �Yir�F�k9t�k�c�Y�t�c* �c�k�k9t4r�le�te91e�k�k4t�Y�h91t�r�tc�e�fe* �rfte4t�k4e�► tole�k�e�r�le�k�fr�e9e�e�e�r9le�e�k�1r�Y�4�c�k *�k�c�Y�e�Y�ie�1c *�r�Y k4c�k FLOW PROCESS FROM NODE 141.00 TO NODE 45.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < <<<< > >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 15.57 RAINFALL INTENSITY (INCH. /HOUR) = 3.03 EFFECTIVE STREAM AREA(ACRES) = 38.60 TOTAL STREAM AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.90 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 808.03 33.15 1.927 .42 575.46 2 716.85 17.73 2.805 .56 346.89 3 85.90 15.57 3.033 .56 38.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 1292.02 960.95 3 1437.99 613.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1479.64 TIME(MINUTES) = 17.730 EFFECTIVE AREA(ACRES) = 693.28 TOTAL AREA(ACRES) = 1007.30 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2 ----------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------- ----------- --- -____- _________________ NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1900.00 DOWNSTREAM ELEVATION = 1550.00 ELEVATION DIFFERENCE = 350.00 TC = .706 *[( 1000.00 ** 3.00)/( 350.00)] ** .20 = 13.804 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.260 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA RUNOFF(CFS) = 15.55 TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 15.55 FLOW PROCESS FROM NODE 11.00 TO NODE 64.00 IS CODE = 5 -------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL - CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------- UPSTREAM NODE ELEVATION = 1550.00 DOWNSTREAM NODE ELEVATION = 1033.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2500.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.55 FLOW VELOCITY(FEET /SEC) = 8.55 FLOW DEPTH(FEET) _ .18 TRAVEL TIME(MIN.) = 4.87 TC(MIN.) = 18.68 FLOW PROCESS FROM NODE 11.00 TO NODE 64.00 IS CODE = 8 ----------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<< << 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.719 SOIL CLASSIFICATION IS "B" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .5600 SUBAREA AREA(ACRES) = 52.30 SUBAREA RUNOFF(CFS) = 101.63 EFFECTIVE AREA(ACRES) = 58.70 AVERAGED Fm(INCH /HR) _ .560 TOTAL AREA(ACRES) = 58.70 PEAK FLOW RATE(CFS) = 114.06 TC(MIN) = 18.68 FLOW PROCESS FROM NODE 11.00 TO NODE 64.00 IS CODE = 1 -------------------------- >>>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ----------------------------------- ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 Lipp- RAINFALL INTENSITY (INCH. /HOUR) = 2.72 EFFECTIVE STREAM AREA(ACRES) = 5A. Ma-_ TOTAL STREAM AREA(ACRES) = 5 . 0 PEAK FLOW RATE(CFS) AT CONFL NCE = 114.06 rl e �c= FLOW PROCESS FROM NODE 45 . M_ T0__N`CY9 64.00 IS CODE = 3 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< > > >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.6 UPSTREAM NODE ELEVATION = 1040.00 _ DOWNSTREAM NODE ELEVATION = 1033.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 114.06 TRAVEL TIME(MIN.) = 2.29 TC(MIN.) = 20.97 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 64.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< - J CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: �. TIME OF CONCENTRATION(MINUTES) = 20.97 RAINFALL INTENSITY (INCH. /HOUR) = 2.54 EFFECTIVE STREAM AREA(ACRES) = 58.70 TOTAL STREAM AREA(ACRES) = 58.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 114.06 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 900.00 UPSTREAM ELEVATION = 1100.00 DOWNSTREAM ELEVATION = 1090.00 ELEVATION DIFFERENCE = 10.00 TC = .438 *[( 900.00 ** 3.00)/( 10.00)] ** .20 = 16.369 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.943 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA RUNOFF(CFS) = 18.75 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 18.75 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1050.00 STREET LENGTH(FEET) = 3950.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 vvi.�i ✓u .)t t1 L'i:l �. [�V J►71'L'i 1L L�(111+C. IP7HL) _ U], � SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.54 PRODUCT OF DEPTH &VELOCITY = 3.31 STREETFLOW TRAVELTIME(MIN) = 14.50 TC(MIN) = 30.87 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 87.94 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. EFFECTIVE AREA(ACRES) = 117.60 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 117.60 PEAK FLOW RATE(CFS) = 141.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 5.51 DEPTH *VELOCITY = 4.55 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.012 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 108.40 SUBAREA RUNOFF(CFS) = 130.00 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 6 -------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1050.00 DOWNSTREAM ELEVATION = 1033.00 STREET LENGTH(FEET) = 2750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET FLOWDEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.06 PRODUCT OF DEPTH &VELOCITY = 4.97 STREETFLOW TRAVELTIME(MIN) = 9.07 TC(MIN) = 39.93 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 180.05 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA SUBAREA AREA(ACRES) = 82.60 SUBAREA EFFECTIVE AREA(ACRES) = 200.20 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 200.20 PEAK FLOW END OF SUBAREA STREETFLOW HYDRAULICS: = 1.724 LOSS RATE, Fm(INCH /HR) _ .6790 RUNOFF(CFS) = 77.65 RATE(CFS) = 188.20 FLOW VELOCITY(FEET /SEC.) = 5.28 DEPTH *VELOCITY = 5.19 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< > >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 39.93 RAINFALL INTENSITY (INCH. /HOUR) = 1.72 EFFECTIVE STREAM AREA(ACRES) = 200.20 TOTAL STREAM AREA(ACRES) = 200.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 188.20 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------------- 1 114.06 18.68 2.719 .56 58.70 3 188.20 39.93 1.724 .68 200.20 ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 396.97 204.63 2 394.26 222.51 3 316.80 317.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 396.97 TIME(MINUTES) = 18.678 EFFECTIVE AREA(ACRES) = 204.63 TOTAL AREA(ACRES) = 317.60 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 73.00 IS CODE = 3 >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>)USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< <<<< DEPTH OF FLOW IN 75.0 INCH PIPE IS 55.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 16.2 UPSTREAM NODE ELEVATION = 1033.00 DOWNSTREAM NODE ELEVATION = 1021.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.40 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 396.97 TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 20.04 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 73.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 20.04 RAINFALL INTENSITY (INCH. /HOUR) = 2.61 EFFECTIVE STREAM AREA(ACRES) = 204.63 TOTAL STREAM AREA(ACRES) = 317.60 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 2 -------------------------------------------------------------------- - - - - -- >>> >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< -------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 850.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1086.00 ELEVATION DIFFERENCE = 4.00 TC = .438 *[( 850.00 ** 3.00)/( 4.00)] ** .20 = 18.998 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.692 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA RUNOFF(CFS) 18.29 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 18.29 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1086.00 DOWNSTREAM ELEVATION = 1044.00 STREET LENGTH(FEET) = 4000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 95.01 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.61 PRODUCT OF DEPTH &VELOCITY = 3.45 STREETFLOW TRAVELTIME(MIN) = 14.47 TC(MIN) = 33.47 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.916 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 130.40 SUBAREA RUNOFF(CFS) = 145.21 EFFECTIVE AREA(ACRES) = 140.50 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 140.50 PEAK FLOW RATE(CFS) = 156.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .85 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 5.82 DEPTH *VELOCITY = 4.92 FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 6 -------------------------------------------------------------------- - - - - -- -------------------------------------------------------------------------- -------------------------------------------------------------------------- UPSTREAM ELEVATION = 1044.00 DOWNSTREAM ELEVATION = 1021.00 STREET LENGTH(FEET) = 2750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 200.35 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .96 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.83 PRODUCT OF DEPTH &VELOCITY = 5.61 STREETFLOW TRAVELTIME(MIN) = 7.86 TC(MIN) = 41.33 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.688 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 96.40 SUBAREA RUNOFF(CFS) = 87.58 EFFECTIVE AREA(ACRES) = 236.90 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 236.90 PEAK FLOW RATE(CFS) = 215.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 6.04 DEPTH *VELOCITY = 5.94 FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < <<<< >> > >> AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 41.33 RAINFALL INTENSITY (INCH. /HOUR) = 1.69 EFFECTIVE STREAM AREA(ACRES) = 236.90 TOTAL STREAM AREA(ACRES) = 236.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 215.22 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 - 396.97 -- -- 20.04 2.607 .61 204.63 2 215.22 41.33 1.688 .68 236.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------------- 1 596.26 319.49 2 429.19 441.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: "YffdTfVE_ AREA(ACRES) = 319.49 TOTAL AREA(ACRES) = 554.50 FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00M ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 900.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1084.00 ELEVATION DIFFERENCE = 6.00 TC = .438 *[( 900.00 ** 3.00)/( 6.00)] ** .20 = 18.130 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.768 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA RUNOFF(CFS) 18.99 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 18.99 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- UPSTREAM ELEVATION = 1084.00 DOWNSTREAM ELEVATION = 1039.00 STREET LENGTH(FEET) = 4200.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 97.35 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.72 PRODUCT OF DEPTH &VELOCITY = 3.53 STREETFLOW TRAVELTIME(MIN) = 14.83 TC(MIN) = 32.96 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.934 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 130.40 SUBAREA RUNOFF(CFS) = 147.29 EFFECTIVE AREA(ACRES) = 140.50 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 140.50 PEAK FLOW RATE(CFS) = 158.70 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .87 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 5.64 DEPTH *VELOCITY = 4.88 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ------------------------------- UPSTREAM ELEVATION = 1039.00 DOWNSTREAM ELEVATION = 1008.00 STREET LENGTH(FEET) = 3200.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 209.28 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .94 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.32 PRODUCT OF DEPTH &VELOCITY = 5.96 STREETFLOW TRAVELTIME(MIN) = 8.44 TC(MIN) = 41.40 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.687 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 111.10 SUBAREA RUNOFF(CFS) = 100.77 EFFECTIVE AREA(ACRES) = 251.60 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 251.60 PEAK FLOW RATE(CFS) = 228.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 6.41 DEPTH *VELOCITY = 6.29 FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 2 -------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< < << DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = 1083.00 DOWNSTREAM ELEVATION = 1076.00 ELEVATION DIFFERENCE = 7.00 TC = .438 *[( 800.00 ** 3.00)/( 7.00)] ** .20 = 16.380 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.942 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA RUNOFF(CFS) = 16.90 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 16.90 FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< -------------------------- - - - - -- - - UPSTREAM ELEVATION = 1076.00 DOWNSTREAM ELEVATION = 1029.00 STREET LENGTH(FEET) = 4100.00 CURB HEIGTH(INCHES) = 8. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 86.20 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.76 PRODUCT OF DEPTH &VELOCITY = 3.37 STREETFLOW TRAVELTIME(MIN) = 14.36 TC(MIN) = 30.74 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.016 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 110.20 SUBAREA RUNOFF(CFS) = 132.65 EFFECTIVE AREA(ACRES) = 118.50 AVERAGED Fm(INCH /HR) _ .679 TOTAL AREA(ACRES) = 118.50 PEAK FLOW RATE(CFS) = 142.64 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 5.57 DEPTH *VELOCITY = 4.60 FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1029.00 DOWNSTREAM ELEVATION = 998.00 STREET LENGTH(FEET) = 3250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 187.78 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .92 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.89 PRODUCT OF DEPTH &VELOCITY = 5.44 STREETFLOW TRAVELTIME(MIN) = 9.19 TC(MIN) = 39.93 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.724 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790 SUBAREA AREA(ACRES) = 95.50 SUBAREA RUNOFF(CFS) = 89.78 EFFECTIVE AREA(ACRES) = 214.00 5 �. ` ' K 214.00 PEAR FLOW 201.18 RATE {CFS} = TOTAL AREA(ACRES) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .94 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 6.07 DEPTH *VELOCITY = 5.73 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = 1072.00 DOWNSTREAM ELEVATION = 1064.00 ELEVATION DIFFERENCE = 8.00 TC = .304 *[( 800.00 ** 3.00)/( 8.00)] ** .20 = 11.069 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.722 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 27.08 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 27.08 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- UPSTREAM ELEVATION = 1064.00 DOWNSTREAM ELEVATION = 1017.00 STREET LENGTH(FEET) = 4050.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 146.30 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.71 PRODUCT OF DEPTH &VELOCITY = 4.72 STREETFLOW TRAVELTIME(MIN) = 11.82 TC(MIN) = 22.89 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.407 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 110.20 SUBAREA RUNOFF(CFS) = 229.09 EFFECTIVE AREA(ACRES) = 118.50 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 118.50 PEAK FLOW RATE(CFS) = 246.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 6.92 DEPTH *VELOCITY = 6.79 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1017.00 DOWNSTREAM ELEVATION = 992.00 STREET LENGTH(FEET) = 2800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET FLOWDEPTH(FEET) = 1.14 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.25 PRODUCT OF DEPTH &VELOCITY = 8.25 STREETFLOW TRAVELTIME(MIN) = 6.44 TC(MIN) = 29.33 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 330.62 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.074 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 11+ DWELLINGS /ACRE SUBAREA LOSS RATE, SUBAREA AREA(ACRES) = 99.20 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 217.70 AVERAGED Fm(INCH /HR) _ .141 TOTAL AREA(ACRES) = 217.70 PEAK FLOW RATE(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.20 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH *VELOCITY = Fm(INCH /HR) _ .1940 = 167.87 378.74 32.00 9.19 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 113.00 IS CODE = 3 >>>> >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< > >> >> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 16.4 UPSTREAM NODE ELEVATION = 992.00 DOWNSTREAM NODE ELEVATION = 979.00 FLOWLENGTH(FEET) = 1320.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 378.74 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 30.67 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 113.00 IS CODE = 1 -------------------------------------------------------------------- - - - - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 30.67 RAINFALL INTENSITY (INCH. /HOUR) = 2.02 EFFECTIVE STREAM AREA(ACRES) = 217.70 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 2 --------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 750.00 UPSTREAM ELEVATION = 1063.00 DOWNSTREAM ELEVATION = 1056.00 ELEVATION DIFFERENCE = 7.00 TC = .304 *[( 750.00 ** 3_00)/( 7.00)] ** .20 = 10.937 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.749 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 18.08 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 18.08 FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 6 ------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<( UPSTREAM ELEVATION = 1056.00 DOWNSTREAM ELEVATION = 1008.00 STREET LENGTH(FEET) 4100.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 141.14 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.51 PRODUCT OF DEPTH &VELOCITY = 4.55 STREETFLOW TRAVELTIME(MIN) = 12.40 TC(MIN) = 23.34 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.379 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 112.90 SUBAREA RUNOFF(CFS) = 231.86 EFFECTIVE AREA(ACRES) = 118.40 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 118.40 PEAK FLOW RATE(CFS) = 243.15 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .96 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 7.07 DEPTH *VELOCITY = 6.81 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 6 >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- UPSTREAM ELEVATION = 1008.00 DOWNSTREAM ELEVATION = 979.00 STREET LENGTH(FEET) = 2800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 330.56 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.10 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY = 8.43 STREETFLOW TRAVELTIME(MIN) = 6.09 TC(MIN) = 29.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.070 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 98.30 SUBAREA RUNOFF(CFS) = 174.55 EFFECTIVE AREA(ACRES) = 216.70 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 216.70 PEAK FLOW RATE(CFS) = 384.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.16 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 8.21 DEPTH *VELOCITY = 9.51 FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 29.43 RAINFALL INTENSITY (INCH. /HOUR) = 2.07 EFFECTIVE STREAM AREA(ACRES) = 216.70 TOTAL STREAM AREA(ACRES) = 216.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 384.80 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) -------------------------------------------------------- - - - - -- 1 378.74 30.67 2.019 .14 217.70 2 384.80 29.43 2.070 .10 216.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) --------------------------------------- - - - - -- 1 753.68 434.40 2 ?58.03 425.61 W (CFS) . �03 { TIME(MINUTES) = 29.427 EFFECTIVE AREA(ACRES) = 425.61 TOTAL AREA(ACRES) = 434.40 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<< << DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 1060.00 DOWNSTREAM ELEVATION = 1053.00 ELEVATION DIFFERENCE = 7.00 TC = .304 *[( 700.00 ** 3.00)/( 7.00)] ** .20 = 10.493 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.843 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 24.61 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 24.61 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1053.00 DOWNSTREAM ELEVATION = 1008.00 STREET LENGTH(FEET) = 4150.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 144.14 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.63 PRODUCT OF DEPTH &VELOCITY = 4.65 STREETFLOW TRAVELTIME(MIN) = 12.29 TC(MIN) = 22.79 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.413 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 110.20 SUBAREA RUNOFF(CFS) = 229.73 EFFECTIVE AREA(ACRES) = 117.50 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 117.50 PEAK FLOW RATE(CFS) = 244.95 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 6.88 DEPTH *VELOCITY = 6.76 FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- UPSTREAM ELEVATION = 1008.00 DOWNSTREAM ELEVATION = 970.00 STREET LENGTH(FEET) = 27010.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 323.02 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.04 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.21 PRODUCT OF DEPTH &VELOCITY = 8.54 STREETFLOW TRAVELTIME(MIN) = 5.48 TC(MIN) = 28.27 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.120 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 85.40 SUBAREA RUNOFF(CFS) = 155.52 EFFECTIVE AREA(ACRES) = 202.90 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 202.90 PEAK FLOW RATE(CFS) = 369.50 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.08 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 8.83 DEPTH *VELOCITY = 9.53 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 1052.00 DOWNSTREAM ELEVATION = 1045.00 ELEVATION DIFFERENCE = 7.00 TC = .304 *[( 700.00 ** 3.00)/( 7.00)] ** .20 = 10.493 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.843 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 21.58 TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 21.58 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 6 -------------------------------------------------------------------- - - - - -- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------------------------------------------------------------------- -------------------------------------------------------------------------- UPSTREAM ELEVATION = 1045.00 DOWNSTREAM ELEVATION = 992.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 140.02 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .81 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.75 PRODUCT OF DEPTH &VELOCITY = 4.64 STREETFLOW TRAVELTIME(MIN) = 11.89 TC(MIN) = 22.39 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.439 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 107.40 SUBAREA RUNOFF(CFS) = 226.40 EFFECTIVE AREA(ACRES) = 113.80 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 113.80 PEAK FLOW RATE(CFS) = 239.89 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .94 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 7.24 DEPTH *VELOCITY = 6.83 FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 992.00 DOWNSTREAM ELEVATION = 968.00 STREET LENGTH(FEET) = 2700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = _017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 311.35 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.10 HALFSTREET FLOODWIDTH(FEET) = 32.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.22 PRODUCT OF DEPTH &VELOCITY = 7.94 STREETFLOW TRAVELTIME(MIN) = 6.23 TC(MIN) = 28.62 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.105 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 79.00 SUBAREA RUNOFF(CFS) = 142.77 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 348.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.16 HALFSTREET FLOODWIDTH(FEET) = 32.00 FLOW VELOCITY(FEET /SEC.) = 7.43 DEPTH *VELOCITY = 8.61 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 192.80 EFFECTIVE AREA(ACRES) = 192.80 PEAK FLOW RATE(CFS) = 348.42 END OF RATIONAL METHOD ANALYSIS