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HomeMy WebLinkAboutBaseline Ave Widening Project 9.r CITY OF FONTANA BASELINE AVENUE WIDENING PROJECT .. BASELINE AVENUE STORM DRAIN — HYDROLOGY STUDY me PREPARED FOR: ■r CITY OF FONTANA ... BY: es BERRYMAN & HENIGAR .• 2001 FIRST STREET SANTA ANA, CA 92705 (714) 568 -7300 DATE: OCTOBER 10, 2002 w ea w■ ri TABLE OF CONTENTS �r. e EXECUTIVE SUMMARY III SITE MAP V r "' 100 -YEAR IDF CURVES VI RAINFALL DEPTH CURVE SERIES VII r ISOHYETAL MAPS VIII 100- YEAR 1 -HOUR ISOHYETAL MAP X01 100 - YEAR 6 -HOUR ISOHYETAL MAP 100- YEAR 24 -HOUR ISOHYETAL MAP Ir a HYDROLOGIC SOIL GROUP MAP IX RAINFALL YIELD CALCULATION X low 100 -YEAR RATIONAL METHOD HYDROLOGY ANALYSIS XI rw 100 -YEAR UNIT HYDROGRAPH ANALYSIS XII r Is 0 r - II ■r • HYDROLOGY SUMMARY r Introduction .•• Berryman & Henigar has prepared a hydrology report for the proposed Baseline Avenue Storm Drain Project east of Citrus Avenue in the City of Fontana. The mainline storm drain would be constructed as a part of the Baseline Avenue Widening Project. The *■ watershed boundaries for this portion of the project are approximately SR210 to the north, Palmetto Avenue to the east, and Baseline Avenue on the south, and Citrus Avenue to the west. Previous Studies This report was prepared utilizing previous studies prepared by Allard Engineering and Boyle Engineering. The hydrology presented in these previous studies was incorporated a,r into this study to produce a consistent and all encompassing hydrologic evaluation. Please see the report titled "Citrus Avenue Widening — Hydrology Study" dated April 10, 2002 by Boyle Engineering for reference. The Boyle Engineering hydrology study or evaluated the watershed for the Citrus Avenue storm drain; which will be a tributary lateral to the proposed Baseline Avenue Storm Drain. Boyle Engineering is also designing the Citrus Avenue Storm Drain. See also, the report titled "Project Report - so Baseline Avenue Storm Drain— Volume I" dated January 1998 by Allard Engineering for reference. The hydrology study prepared by Allard Engineering evaluated the watershed for the entire Baseline Storm Drain extending from Palmetto Avenue to Etiwanda Creek. • Allard Engineering is designing the portion of the Baseline Avenue Storm Drain extending from Citrus Avenue to Etiwanda Creek. r Watershed Data The storm frequency evaluated in this study is the 100 -year storm interval. All ultimate facilities will be designed for the ultimate condition 100 -year rainfall runoff. A rational method study has been prepared as well as a unit hydrograph study. The unit hydrograph study was prepared utilizing an antecedent moisture condition (AMC) designation of AMC -II for the 100 -yr analysis. There are no proposed storm water detention facilities recommended for the ultimate condition within this project watershed. The ultimate land use condition was based upon the City of Fontana Land Use Policy Map, revised October .w 19, 1999. The watershed land use consists mostly of Residential Planned Community at a density of 3 to 4 dwelling units per acre. There are also some proposed public school facilities, public parks, and commercial land uses as well. The project watershed is approximately 1,005 acres or 1.57 square miles. The entire watershed consists of Soil Conservation Services (SCS) hydrologic soil group `A'. The watershed gradient is 00 . generally from northeast to southwest. or Ultimate Conditions In the ultimate condition there will be a stormdrain facility constructed in Baseline Avenue extending from Palmetto Avenue on the upstream (east) end to Citrus Avenue (west) on the downstream end. In the ultimate condition, each of the north south streets (Mango, Sierra, Juniper, Cypress, Oleander, and Citrus would also have storm drain NMI Mirn facilities that will convey storm runoff from these streets and the respective tributary areas to the Baseline Avenue Storm Drain. This hydrology evaluation was prepared to model the ultimate watershed conditions and therefore uses storm drain as the method of conveyance on all streets. Interim Conditions In the interim condition, only Citrus and Sierra will be improved with curb and gutter facilities and will have storm drains extending north of Baseline Avenue. The other is north -south streets will keep the existing roadway features and would utilize the existing roadside ditches for conveyance of storm runoff. The runoff in these ditches would be •• intercepted at Baseline Avenue by interim catch basins. Ultimate Condition Hydrology Analysis Results The 100 -year rational method peak flowrate for Baseline storm drain at the upstream extent is approximately 26 cubic feet per second (cfs). While the 100 -year unit �* hydrograph peak flowrate at the most downstream node of the project watershed is 1,994 cfs at a time of concentration of 16.3 hours. .r AIM rr rr de fro — IV 1r w - o 1 - — I 0 o V , 1- . k _ i l 111 r7 1 rr I ri 1 — § 0 1 _ _- 4. 0 L__ O il �1 in. 11 11 i � t E I I � AV au�d J 1 iII 0 , 1_, -- I n 1 H . 1 w _ 44 3A OON I — T- - -1- = �, — o .v as 1 o o o - 1 1 �►vwa 1; < Mk 1 r 3v iII - 3Av UMW= _ is w 11 -- r - I', 39►v sr ---- n - 1 1 L i L i am it 100 -YEAR IDF CURVES ow rw w. WO WM a Oa rr sr AO w it .011 VI ... ....., ,n ... noon - -- - . moo r moo 9.0 III 8.0 ax M Imo 7.0 gramogrommoimmEnglirmalifflaum 6.0 VI E 5 . 0 Igalm-A14:01AIMMIMMINgirMIZZINEREMENZEIN.EMEMENEZ ON EggrAERNOWINKORTgaMMEMEginffinialiiIMEMEI �r�w . t Ae1P MA 3.0 '/�8 ww /�N.�wr� M�/� ice► .. 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FOR EXAMPLE GIVEN 10-YEAR III ONE HOUR • 0.115 AND 100-YEAR CNE HOUR s 1.60 , 25-YEAR ONE HOUR $ 1.11e. REFERENCE 8 N 0 A A ATLAS 2, VOLUME II - CAL.,1971 ion RAINFALL DEPTH VERSUS all — SAN BERNARDINO COUNTY RETURN PERIOD FOR .., HYDROLOGY MANUAL PARTIAL DURATION SERIES me D- FIGURE D-2 ow NI - / ma 3.87 on MS 3.5 - J - 3.5 or IN / ma 3 /3.05 3 6r • OS a •I• 2.5 //// 2.5 v) w W Z 0. Z 6 so 2 2 2 ,r• h- / a p l. 1 - IIII 1.5 / 1.5 . Z / / Cr Oa /` ' W iii, ,}')4....01)14441 W •• o.5 / 0.5 lr as II 0 0 *• 2 5 10 25 50 100 is RETURN PERIOD IN YEARS NOTE' sit I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN I0 -YEAR Ili ONE HOUR •0.95 "AND 100 -YEAR CNE HOUR .1.60 ",25 -YEAR ONE HOUR 'I.16 * . 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" 6, ` 66 a , T= d N. -6 1 a g f IHMEITHMMInKinnrtnnitlYnn155,EUEMLUMUMWrtnIn555n555H5M5MAMn �ed 3 3 3 3 a !EiEt!EiHrinMP,H5WME,15PAVA155tHIPPA”n!!!!!!H! Crood600cioodoodO666Oocici66666d6O6666666Od6cioo6666 .i"IMM4-11:1:1.1”v71.111WW,IV.riMIIV.IWAr1111V.I.MIIMV”,111111i1Mlitill”ilr111V . r i tqrCei:UUtIrlINAN'RIPINteCAMSWAWAqNqM1q*R0511MIAINM 4 NNtUqRNNNNMUUlAWA t Ul t ql g i LE8888888888888888888888888888888888888888882888 ,-.Pi;',g4',. g 8 ` 71 '31' mW 13_331-A 3V.IpMg.la2:g2m121 .0"1""AlAigii"11418;1111MILWWIIMIIMMLAS gl 333 DAMMAM E msx6aWs_m_so.Xc'sxm,s gcm 6 ° .-"g'grS"88888"g'9.8t9,"0g8?4?-309,54,9;'Etitiq'48■Ii"8,W1844_■•9- W A'Agtif P m 6m4 > a 6 m m rit ! I 100 -YEAR - RATIONAL METHOD HYDROLOGY xi PP 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARD/NO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -90 Advanced Engineering Software (aes) a;.,. Ver. 5.88 Release Date: 1/16/91 Serial 6 9396 Analysis prepared by: BSI CONSULTANTS, SANTA ANA 1 FILE NAME: BLNSD1H.DAT TIME /DATE OF STUDY: 3:46 10/ 9/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.050 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.520 Pe COMPUTED RAINFALL INTENSITY DATA: g _ STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 SLOPE OF INTENSITY DURATION CURVE _ .6000 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC(MIN.) = .412*(( 1000.00 ** 3.00)/( 24.00)] ** .20 = 13.767 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.676 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA RUNOFF(CFS) = 19.77 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 19.77 FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6 » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 22.28 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.77 PRODUCT OF DEPTH &VELOCITY = 2.15 STREET FLOW TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 14.82 VIM 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.02 EFFECTIVE AREA(ACRES) = 9.00 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 23.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 15.22 FLOW VELOCITY(FEET /SEC.) = 4.75 DEPTH *VELOCITY = 2.20 * + * * * *x ** * * * ** **** * * ** * + + ++ +x+ + ++ FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 1 > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< = TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 14.82 RAINFALL INTENSITY(INCH /HR) = 3.52 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 9.00 TOTAL STREAM AREA(ACRES) = 9.00 PEAR FLOW RATE(CFS) AT CONFLUENCE = 23.78 1 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 »> »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = R *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1503.00 ELEVATION DIFFERENCE(FEET) = 27.00 TC(MIN.) _ .412 *[( 1000.00 ** 3.00)/( 27.00)] ** .20 = 13.447 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.729 SOIL CLASSIFICATION IS 'A" . RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA RUNOFF(CFS) = 18.97 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 18.97 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 1 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 8. qqg " "q STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.19 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.05 PRODUCT OF DEPTH &VELOCITY = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 15.42 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.435 SOIL CLASSIFICATION IS 'A• RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 8.47 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) 25.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 17.47 FLOW VELOCITY(FEET /SEC.) = 3.96 DEPTH *VELOCITY = 2.01 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 15.42 RAINFALL INTENSITY(INCH/HR) = 3.43 AVERAGED Fm(INCH/HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAR FLOW RATE(CFS) AT CONFLUENCE = 25.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * PEAR FLOW RATE TABLE Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 49.17 14.82 .582 18.61 2 48.78 15.42 .582 19.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 49.17 Tc(MIN.) = 14.816 EFFECTIVE AREA(ACRES) = 18.61 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 19.00 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< am DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.1 UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 4700.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OP PIPES = 1 PIPE- FLOW(CFS) = 49.17 TRAVEL TIME(MIN.) = 7.08 TC(MIN.) = 21.89 SO P ********************************************* * ** * * * * * * * ** * * ** * * * * ** *** * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 8 ■ » »>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.783 SOIL CLASSIFICATION IS 'A• RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 50.70 SUBAREA RUNOFF(CFS) = 100.45 EFFECTIVE AREA(ACRES) = 69.31 AVERAGED Fm(INCH/HR) = .582 TOTAL AREA(ACRES) = 69.70 POI PEAR FLOW RATE(CFS) = 137.31 TC(MIN) = 21.89 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< _ - DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = R *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 1 � + UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC(MIN.) _ .412 *(( 800.00 ** 3.00)/( 24.00)] ** .20 = 12.042 100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 3.984 SOIL CLASSIFICATION IS 'A• RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA RUNOFF(CFS) = 15.31 TOTAL AREA(ACRES) = 5.00 PEAR FLOW RATE(CFS) = 15.31 FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAR(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 PI SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.27 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 5.14 TC(MIN.) = 17.18 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.219 Pm SOIL CLASSIFICATION IS •A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 11.86 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH /HR) _ .58 TOTAL AREA(ACRES) = 10.00 PEAR FLOW RATE(CFS) = 23.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.72 FLOW VELOCITY(FEET /SEC.) = 2.91 DEPTH *VELOCITY = 1.61 FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 1 PO » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 17.18 OP RAINFALL INTENSITY(INCH/HR) = 3.22 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAR FLOW RATE(CFS) AT CONFLUENCE = 23.73 0 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3 -4 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 • TC(MIN.) = .412 *(( 1000.00 ** 3.00)/( 24.00)1 ** .20 = 13.767 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.676 SOIL CLASSIFICATION IS 'A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA RUNOFF(CFS) = 22.28 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 22.28 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 IP _ »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.676 SOIL CLASSIFICATION IS 'A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.44 EFFECTIVE AREA(ACRES) = 10.00 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 28.72 TC(MIN) = 13.77 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< = UPSTREAM ELEVATION(FEET) = 1520.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 690.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.53 STREET PLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.56 PRODUCT OF DEPTH &VELOCITY = 2.95 STREET FLOW TRAVEL TIME(MIN.) = 2.07 TC(MIN.) = 15.84 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.380 SOIL CLASSIFICATION IS 'A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 23.64 EFFECTIVE AREA(ACRES) = 18.00 AVERAGED Fm(INCH /HR) = .31 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 49.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.67 DEPTH *VELOCITY = 3.22 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.380 SOIL CLASSIFICATION IS "A' • RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 30.22 EFFECTIVE AREA(ACRES) = 30.00 AVERAGED Fm(INCH/HR) = .420 TOTAL AREA(ACRES) = 30.00 PEAR FLOW RATE(CFS) = 79.91 TC(MIN) = 15.84 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 15.84 RAINFALL INTENSITY(INCH/HR) = 3.38 AVERAGED Fm(INCH /HR) = .42 orn EFFECTIVE STREAM AREA(ACRES) = 30.00 TOTAL STREAM AREA(ACRES) = 30.00 PEAR FLOW RATE(CFS) AT CONFLUENCE = 79.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *` PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) AE(ACRES) Pi 1 99.28 17.18 .461 40.00 2 103.12 15.84 .458 39.22 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 103.12 TC(MIN.) = 15.837 EFFECTIVE AREA(ACRES) = 39.22 AVERAGED Fm(INCH /HR) = .46 TOTAL AREA(ACRES) = 40.00 j FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 » »"COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »"USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.8 UPSTREAM NODE ELEVATION(FEET) = 1500.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FLAW LENGTH(FEET) = 1740.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 103.12 TRAVEL TIME(MIN.) = 1.84 TC(MIN.) = 17.68 PO FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 »»"ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.165 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 23.20 SUBAREA RUNOFF(CFS) = 64.05 EFFECTIVE AREA(ACRES) = 62.42 AVERAGED Fm(INCH /HR) _ .324 TOTAL AREA(ACRES) = 63.20 PEAK FLOW RATE(CFS) = 159.57 TC(MIN) = 17.68 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 = » »"ADDITION OF SUBAREA TO MAINLINE PEAK FLAW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.165 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 8 -10 DWELLINGS /ACRE SUBAREA LASS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 63.12 AVERAGED Fm(INCH/HR) = .325 TOTAL AREA(ACRES) = 63.90 PEAK FLOW RATE(CFS) = 161.31 TC(MIN) = 17.68 FLAW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 > "ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 9 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.165 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 74.10 SUBAREA RUNOFF(CFS) = 172.23 EFFECTIVE AREA(ACRES) = 137.22 AVERAGED Fm(INCH /HR) = .464 TOTAL AREA(ACRES) = 138.00 PEAK FLOW RATE(CFS) = 333.54 TC(MIN) = 17.68 0 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 » »"COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.8 UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 PLOW LENGTH(FEET) = 1340.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 333.54 6 0 TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 18.75 fit FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.055 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF (CFS) = 2.13 EFFECTIVE AREA(ACRES) = 138.02 AVERAGED Fm(INCH/HR) = .462 TOTAL AREA(ACRES) = 138.80 ii PEAK FLOW RATE(CFS) = 333.54 TC(MIN) = 18.75 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.055 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 8 -10 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3880 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.92 EFFECTIVE AREA(ACRES) = 141.32 AVERAGED Fm(INCH /HR) = .460 TOTAL AREA(ACRES) = 142.10 PEAR FLOW RATE(CFS) = 333.54 TC(MIN) = 18.75 0 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.055 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 41.90 SUBAREA RUNOFF(CFS) = 93.25 EFFECTIVE AREA(ACRES) = 183.22 AVERAGED Fm(INCH /HR) = .488 TOTAL AREA(ACRES) = 184.00 PEAK FLOW RATE(CFS) = 423.27 TC(MIN) = 18.75 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 a » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.75 RAINFALL INTENSITY(INCH /HR) = 3.05 AVERAGED Fm(INCH /HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 183.22 TOTAL STREAM AREA(ACRES) = 184.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 423.27 1 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 7 -= >= »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 21.89 RAINFALL INTENSITY(INCH /HR) = 2.78 EFFECTIVE AREA(ACRES) = 69.31 TOTAL AREA(ACRES) = 69.70 PEAK FLOW RATE(CFS) = 137.31 AVERAGED LOSS RATE, Fm(INCH /HR) = .582 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.89 RAINFALL INTENSITY(INCH /HR) = 2.78 AVERAGED Fm(INCH /HR) = .58 EFFECTIVE STREAM AREA(ACRES) = 69.31 TOTAL STREAM AREA(ACRES) = 69.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 137.31 6 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** OP Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 555.36 18.75 .511 242.58 2 538.64 20.11 .512 247.67 3 517.41 21.89 .514 253.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 555.36 Tc(MIN.) = 18.747 EFFECTIVE AREA(ACRES) = 242.58 AVERAGED Fm(INCH /HR) = .51 TOTAL AREA(ACRES) = 253.70 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF PLOW IN 72.0 INCH PIPE IS 57.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.1 UPSTREAM NODE ELEVATION(FEET) = 1437.00 DOWNSTREAM NODE ELEVATION(FEET) = 1417.00 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 555.36 TRAVEL TIME(MIN.) = .75 TC(MIN.) = 19.50 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 > »ADDITION OF SUBAREA TO MAINLINE PEAS FLOW< « 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.984 SOIL CLASSIFICATION IS "A' PUBLIC PARS SUBAREA LOSS RATE, Fm(INCH/HR) = .8245 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.86 EFFECTIVE AREA(ACRES) = 245.08 AVERAGED Fm(INCH/HR) = .514 TOTAL AREA(ACRES) = 256.20 PEAS FLOW RATE(CFS) = 555.36 TC(MIN) = 19.50 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 > »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.984 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 33.72 EFFECTIVE AREA(ACRES) = 260.68 AVERAGED Fm(INCH/HR) = .518 TOTAL AREA(ACRES) = 271.80 4 1" PEAS FLOW RATE(CFS) = 578.38 TC(MIN) = 19.50 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 19.50 RAINFALL INTENSITY(INCH /HR) = 2.98 AVERAGED Fm(INCH/HR) = .52 EFFECTIVE STREAM AREA(ACRES) = 260.68 TOTAL STREAM AREA(ACRES) = 271.80 PEAS FLOW RATE(CFS) AT CONFLUENCE = 578.38 FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 IS CODE = 2 > »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1510.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC(MIN.) = .304 *[( 1000.00 ** 3.00)/( 20.00)] *" .20 = 10.536 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.317 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 8.73 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 8.73 PO �.. , , . r 0 FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 IS CODE = 6 OP _ » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1510.00 DOWNSTREAM ELEVATION(FEET) = 1420.00 STREET LENGTH(FEET) = 4100.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAR(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.15 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.19 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.95 PRODUCT OF DEPTH &VELOCITY = 2.68 STREET FLOW TRAVEL TIME(MIN.) = 13.81 TC(MIN.) = 24.35 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.611 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 20.36 *" EFFECTIVE AREA(ACRES) = 11.30 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 11.30 PEAK FLOW RATE(CFS) = 25.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .59 HALFSTREET FLOOD WIDTH(FEET) = 21.69 FLOW VELOCITY(FEET /SEC.) = 5.23 DEPTH *VELOCITY = 3.09 FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 1404.25 DOWNSTREAM NODE ELEVATION(FEET) = 1403.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.57 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 24.64 FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.593 = SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 9.43 EFFECTIVE AREA(ACRES) = 15.50 AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 15.50 PEAK FLOW RATE(CFS) = 34.82 TC(MIN) = 24.64 FLOW PROCESS FROM NODE 13.40 TO NODE 13.50 IS CODE = 3 EIN » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 1403.90 DOWNSTREAM NODE ELEVATION(FEET) = 1400.20 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 34.82 TRAVEL TIME(MIN.) = 3.76 TC(MIN.) = 28.40 FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.381 SOIL CLASSIFICATION IS "A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.44 EFFECTIVE AREA(ACRES) = 16.20 AVERAGED Fm(INCH/HR) _ .097 0 I .� TOTAL AREA(ACRES) = 16.20 PEAR FLOW RATE(CFS) = 34.82 TC(MIN) = 28.40 !Pl ti FLOW PROCESS FROM NODE 13.50 TO NODE 13.00 IS CODE = 3 » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< SI iii DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.8 UPSTREAM NODE ELEVATION(FEET) = 1400.20 DOWNSTREAM NODE ELEVATION(FEET) = 1400.10 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 34.82 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 28.83 IP iiii FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 28.83 RAINFALL INTENSITY(INCH /HR) = 2.36 AVERAGED Fm(INCH/HR) _ .10 EFFECTIVE STREAM AREA(ACRES) = 16.20 TOTAL STREAM AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATS TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 608.42 19.50 .501 271.63 2 591.85 20.86 .502 277.50 3 570.79 22.65 .502 284.13 4 483.94 28.83 .497 287.61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 608.42 Tc(MIN.) = 19.499 EFFECTIVE AREA(ACRES) = 271.63 AVERAGED Fm(INCH /HR) = .50 TOTAL AREA(ACRES) = 288.00 I; FLOW PROCESS FROM NODE 13.00 TO NODE 14.20 IS CODE = 3 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< = DEPTH OF FLOW IN 108.0 INCH PIPE IS 88.5 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) = 10.9 UPSTREAM NODE ELEVATION(FEET) = 1400.10 DOWNSTREAM NODE ELEVATION(FEET) = 1397.50 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 608.42 TRAVEL TIME(MIN.) = 1.59 TC(MIN.) = 21.09 1, FLOW PROCESS FROM NODE 14.20 TO NODE 14.20 IS CODE = 8 i i _= » »>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.846 SOIL CLASSIFICATION IS 'A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 12.13 EFFECTIVE AREA(ACRES) = 276.53 AVERAGED Fm(INCN /HR) = .494 TOTAL AREA(ACRES) = 292.90 PEAK FLOW RATE(CFS) = 608.42 TC(MIN) = 21.09 FLOW PROCESS FROM NODE 14.20 TO NODE 14.10 IS CODE = 3 »> »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 114.0 INCH PIPE IS 90.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.1 UPSTREAM NODE ELEVATION(FEET) = 1397.50 ; DOWN STREAM NODE ELEVATION(FEET) = 1397.10 p FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 Pa Ili 1 fo b ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 608.42 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 21.42 FLOW PROCESS FROM NODE 14.10 TO NODE 14.10 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.820 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.64 EFFECTIVE AREA(ACRES) = 278.83 AVERAGED Fm(INCH /HR) = .491 TOTAL AREA(ACRES) = 295.20 PEAK FLOW RATE(CFS) = 608.42 TC(MIN) = 21.42 PP FLOW PROCESS FROM NODE 14.10 TO NODE 14.00 IS CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »USING COMPUTER - ESTIMATED PIPESISE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 114.0 INCH PIPE IS 85.3 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) = 10.7 UPSTREAM NODE ELEVATION(FEET) = 1397.10 DOWNSTREAM NODE ELEVATION(FEET) = 1396.76 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 608.42 TRAVEL TIME(MIN.) = .23 TC(MIN.) = 21.65 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OP STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.65 PP RAINFALL INTENSITY(INCH /HR) = 2.80 AVERAGED Fm(INCH /HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 278.83 TOTAL STREAM AREA(ACRES) = 295.20 PEAR PLOW RATE(CFS) AT CONFLUENCE = 608.42 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 2 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 0 DEVELOPMENT IS COMMERCIAL TC = R *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 gg INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ■ UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1523.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC(MIN.) _ .304 *t( 1000.00 ** 3.00)/( 7.00)] ** .20 = 12.997 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.806 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 15.69 TOTAL AREA(ACRES) = 4.70 PEAR FLOW RATE(CFS) = 15.69 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 6 » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< R UPSTREAM ELEVATION(FEET) = 1523.00 DOWNSTREAM ELEVATION(FEET) = 1510.00 STREET LENGTH(FEET) = 600.00 CURB HEIGTR(INCHES) = 8. STREET HALFWIDTH(FEET) = 47.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 30.04 STREET PLOW MODEL RESULTS: m�R STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 22.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.50 PRODUCT OF DEPTH &VELOCITY = 3.39 STREET FLOW TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 14.82 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 IP mo tok MO SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 28.63 40ft EFFECTIVE AREA(ACRES) = 14.00 AVERAGED Fm(INCH/HR) _ .10 TOTAL AREA(ACRES) = 14.00 PEAR FLOW RATE(CFS) = 43.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 26.53 FLOW VELOCITY(FEET /SEC.) = 5.96 DEPTH *VELOCITY = 4.11 FLOW PROCESS FROM NODE 17.00 TO NODE 17.50 IS CODE = 6 so »»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1510.00 DOWNSTREAM ELEVATION(FEET) = 1502.00 STREET LENGTH(FEET) = 440.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 47.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 lWA OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 51.45 STREET FLOW MODEL RESULTS: pm NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .75 HALFSTREET FLOOD WIDTH(FEET) = 29.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.84 PRODUCT OF DEPTH &VELOCITY = 4.35 STREET FLOW TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 16.07 NIP 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.350 SOIL CLASSIFICATION IS 'A" Aly COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 16.69 EFFECTIVE AREA(ACRES) = 19.70 AVERAGED Fm(INCH/HR) _ .10 • TOTAL AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) = 57.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .77 HALFSTREET FLOOD WIDTH(FEET) = 30.79 FLOW VELOCITY(FEET /SEC.) = 5.96 DEPTH *VELOCITY = 4.62 FLOW PROCESS FROM NODE 17.50 TO NODE 18.00 IS CODE = 6 MOO » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« UPSTREAM ELEVATION(FEET) = 1502.00 DOWNSTREAM ELEVATION(FEET) = 1488.00 • STREET LENGTH(FEET) = 610.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 47.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAX(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Ai * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 67.49 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. NB THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .77 HALFSTREET FLOOD WIDTH(FEET) = 30.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.98 PRODUCT OF DEPTH &VELOCITY = 5.40 STREET FLOW TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 17.53 qw 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.180 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 19.64 EFFECTIVE AREA(ACRES) = 28.10 AVERAGED Fm(INCH /HR) = .24 TOTAL AREA(ACRES) = 28.10 PEAK FLOW RATE(CFS) = 74.31 1181 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .80 HALFSTREET FLOOD WIDTH(FEET) = 32.21 FLOW VELOCITY(FEET /SEC.) = 7.03 DEPTH *VELOCITY = 5.64 ********************************************* * ** * * * * * * * * * * * * * * * * * * * ** * * * * * ** NMI FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.180 SOIL CLASSIFICATION IS "A" QI11 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 8.88 es!{ gel EFFECTIVE AREA(ACRES) = 31.30 AVERAGED Fm(INCH /HR) = .227 TOTAL AREA(ACRES) = 31.30 PEAR FLOW RATE(CFS) = 83.19 TC(MIN) = 17.53 ON FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< NO DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.2 UPSTREAM NODE ELEVATION(FEET) = 1472.00 API DOWNSTREAM NODE ELEVATION(FEET) = 1457.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 83.19 TRAVEL TIME(MIN.) = .62 rC(MIN.) = 18.15 enit FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAR FLOW««< lM1R 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.115 SOIL CLASSIFICATION IS "A" WA RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 21.88 EFFECTIVE AREA(ACRES) = 40.90 AVERAGED Fm(INCH/HR) = .310 TOTAL AREA(ACRES) = 40.90 PEAR FLOW RATE(CFS) = 103.23 NO TC(MIN) = 18.15 FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.115 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 42.50 AVERAGED Fm(INCH/HR) = .302 TOTAL AREA(ACRES) = 42.50 PEAR FLOW RATE(CFS) = 107.58 TC(MIN) = 18.15 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 3 11lf »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.8 w_ UPSTREAM NODE ELEVATION(FEET) = 1457.00 DOWNSTREAM NODE ELEVATION(FEET) = 1447.50 FLOW LENGTH(FEET) = 465.00 MANNING'S N = .013 WO ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 107.58 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 18.64 IMO FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <c «< 41Eq 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.065 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.34 EFFECTIVE AREA(ACRES) = 43.00 411. AVERAGED Fm(INCH /HR) = .300 TOTAL AREA(ACRES) = 43.00 PEAK FLOW RATE(CFS) = 107.58 NO TC(MIN) = 18.64 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.2 NW ima mft UPSTREAM NODE ELEVATION(FEET) = 1447.50 DOWNSTREAM NODE ELEVATION(FEET) = 1442.50 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 MM/ PIPE- FLOW(CFS) = 107.58 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 18.88 1* FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.042 SOIL CLASSIFICATION IS "A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 0.0 SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 17.93 EFFECTIVE AREA(ACRES) = 51.10 Ul AVERAGED Fm(INCH/HR) = .345 TOTAL AREA(ACRES) = 51.10 PEAR FLOW RATE(CFS) = 124.06 TC(MIN) = 18.88 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 A11R »»»ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.042 Oil SOIL CLASSIFICATION IS "A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.89 EFFECTIVE AREA(ACRES) = 53.70 AVERAGED Fm(INCH/HR) = .333 TOTAL AREA(ACRES) = 53.70 WO PEAR FLOW RATE(CFS) = 130.95 TC(MIN) = 18.88 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< MS DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.7 el UPSTREAM NODE ELEVATION(FEET) = 1442.50 DOWNSTREAM NODE ELEVATION(FEET) = 1429.30 FLOW LENGTH(FEET) = 557.00 MANNING'S N = .013 A ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 130.95 TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 19.40 4011 FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAR FLOW««< NMI 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.992 SOIL CLASSIFICATION IS 'A' sm== RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 17.79 EFFECTIVE AREA(ACRES) = 61.90 Or AVERAGED Fm(INCH /HR) = .366 TOTAL AREA(ACRES) = 61.90 PEAK FLOW RATE(CFS) = 146.33 TC(MIN) = 19.40 IMO oar FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 8 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.992 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 63.90 AVERAGED Fm(INCH/HR) = .357 TOTAL AREA(ACRES) = 63.90 PEAR FLOW RATE(CFS) = 151.55 TC(MIN) = 19.40 +++ xxwx+ w+ w+ xwaxxxxxxx+++++++ w+ w+++++++++ ww+ wxx + + + + + ++ +ww + ++ ++. + + +wwww+ww +xx FLOW PROCESS FROM NODE 22.00 TO NODE 22.10 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.7 INCHES el 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 17.1 � UPSTREAM NODE ELEVATION(FEET) = 1429.30 DOWNSTREAM NODE ELEVATION(FEET) = 1427.10 FLOW LENGTH(FEET) = 110.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 151.55 TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 19.51 FLOW PROCESS FROM NODE 22.10 TO NODE 22.10 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.983 SOIL CLASSIFICATION IS 'A' AMA COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.04 EFFECTIVE AREA(ACRES) = 64.30 AVERAGED Fm(INCH /HR) = .356 TOTAL AREA(ACRES) = 64.30 NO PEAK FLOW RATE(CFS) = 152.02 TC(MIN) = 19.51 FLOW PROCESS FROM NODE 22.10 TO NODE 22.20 IS CODE = 3 Al » »>COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.1 UPSTREAM NODE ELEVATION(FEET) = 1427.00 ons DOWNSTREAM NODE ELEVATION(FEET) = 1423.60 FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 152.02 TRAVEL TIME(MIN.) = .17 TC(MIN.) = 19.67 FLOW PROCESS FROM NODE 22.20 TO NODE 22.20 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< wllF 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.967 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 64.70 - AVERAGED Fm(INCH/HR) _ .354 TOTAL AREA(ACRES) = 64.70 PEAR FLOW RATE(CFS) = 152.18 ((� TC(MIN) = 19.67 MlII FLOW PROCESS FROM NODE 22.20 TO NODE 22.30 IS CODE = 3 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< y�y DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.7 INCHES PIPE -PLOW VEIOCITY(FEET /SEC.) = 17.1 UPSTREAM NODE ELEVATION(FEET) = 1423.60 DOWNSTREAM NODE ELEVATION(FEET) = 1416.00 FLOW LENGTH(FEET) = 379.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 152.18 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 20.04 FLOW PROCESS FROM NODE 22.30 TO NODE 22.30 IS CODE = 8 Q III »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «c r 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.935 SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 15.88 EFFECTIVE AREA(ACRES) = 72.20 AVERAGED Fm(INCH /HR) = .378 TOTAL AREA(ACRES) = 72.20 PEAK FLOW RATE(CFS) = 166.14 TC(MIN) = 20.04 NMI OS FLOW PROCESS FROM NODE 22.30 TO NODE 22.30 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.935 mon rl O SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.62 EFFECTIVE AREA(ACRES) = 74.40 sOm AVERAGED Fm(INCH /HR) = .369 TOTAL AREA(ACRES) = 74.40 PEAR FLOW RATE(CFS) = 171.76 TC(MIN) = 20.04 FLOW PROCESS FROM NODE 22.30 TO NODE 22.40 IS CODE = 3 le » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< mos DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.0 UPSTREAM NODE ELEVATION(FEET) = 1416.00 DOWNSTREAM NODE ELEVATION(FEET) = 1403.80 FLOW LENGTH(FEET) = 590.00 MANNING'S N = .013 Uwl ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 171.76 TRAVEL TIME(MIN.) = .55 TC(MIN.) = 20.59 FLOW PROCESS FROM NODE 22.40 TO NODE 22.40 IS CODE = 8 oWie » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW< «« 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.888 SOIL CLASSIFICATION IS "A" 1l�11 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 18.59 EFFECTIVE AREA(ACRES) = 81.80 AVERAGED Fm(INCH /HR) _ .345 TOTAL AREA(ACRES) = 81.80 PEAR FLOW RATE(CFS) = 187.20 TC(MIN) = 20.59 FLOW PROCESS FROM NODE 22.40 TO NODE 22.40 IS CODE = 8 rh » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.888 1111 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 33.00 SUBAREA RUNOFF(CFS) = 68.48 1l�R EFFECTIVE AREA(ACRES) = 114.80 AVERAGED Fm(INCH/HR) = .413 TOTAL AREA(ACRES) = 114.80 PEAK FLOW RATE(CFS) = 255.68 TC(MIN) = 20.59 !It! FLOW PROCESS FROM NODE 22.40 TO NODE 14.00 IS CODE = 3 »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< eNee DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 33.6 UPSTREAM NODE ELEVATION(FEET) = 1403.70 DOWNSTREAM NODE ELEVATION(FEET) = 1398.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 mum ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 255.68 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 20.62 1S MIN FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 fly CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 20.62 RAINFALL INTENSITY(INCH /HR) = 2.89 AVERAGED Fm(INCH /HR) = .41 EFFECTIVE STREAM AREA(ACRES) = 114.80 TOTAL STREAM AREA(ACRES) = 114.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 255.68 �y RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I1 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAR FLOW RATE TABLE ** lem Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 855.48 21.65 .468 393.63 MOO a(w I1 2 828.46 23.02 .469 399.50 3 795.10 24.81 .470 406.13 4 674.47 31.09 .466 409.61 5 855.99 20.62 .467 380.34 AMEI COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 855.99 Tc(MIN.) = 20.620 EFFECTIVE AREA(ACRES) = 380.34 AVERAGED Fm(INCH /HR) _ .47 TOTAL AREA(ACRES) = 410.00 • FLOW PROCESS FROM NODE 14.00 TO NODE 31.20 IS CODE = 3 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 108.0 INCH PIPE IS 83.9 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 16.1 UPSTREAM NODE ELEVATION(FEET) = 1398.60 DOWNSTREAM NODE ELEVATION(FEET) = 1395.30 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ANIN ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 855.99 TRAVEL TIME(MIN.) = .62 TC(MIN.) = 21.24 FLOW PROCESS FROM NODE 31.20 TO NODE 31.20 15 CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.834 SOIL CLASSIFICATION IS 'A' MIA COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 13.30 WO EFFECTIVE AREA(ACRES) = 385.74 AVERAGED Fm(INCH /HR) _ .462 TOTAL AREA(ACRES) = 415.40 ! PEAK FLOW RATE(CFS) = 855.99 TC(MIN) = 21.24 Mil FLOW PROCESS FROM NODE 31.20 TO NODE 31.10 IS CODE = 3 MOM »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 132.0 INCH PIPE IS 98.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.3 OMB UPSTREAM NODE ELEVATION(FEET) = 1395.30 DOWNSTREAM NODE ELEVATION(FEET) = 1394.05 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 132.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 855.99 TRAVEL TIME(MIN.) = .88 TC(MIN.) = 22.12 rot FLOW PROCESS FROM NODE 31.10 TO NODE 31.10 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< A• 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.766 SOIL CLASSIFICATION IS "A' ea COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.69 EFFECTIVE AREA(ACRES) = 388.94 AVERAGED Fm(INCH/HR) = .459 TOTAL AREA(ACRES) = 418.60 PEAK FLOW RATE(CFS) = 855.99 TC(MIN) = 22.12 OW FLOW PROCESS FROM NODE 31.10 TO NODE 31.00 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 11� DEPTH OF FLOW IN 132.0 INCH PIPE IS 99.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.1 UPSTREAM NODE ELEVATION(FEET) = 1394.05 * DOWNSTREAM NODE ELEVATION(FEET) = 1393.85 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 132.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 855.99 TRAVEL TIME(MIN.) = .15 TC(MIN.) = 22.27 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 mw »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< PO Dell fflua oima TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE # TIME OF CONCENTRATION(MIN.) = 22.27 RAINFALL INTENSITY(INCH/HR) = 2.75 AVERAGED Fm(INCH /HR) = .46 EFFECTIVE STREAM AREA(ACRES) = 388.94 TOTAL STREAM AREA(ACRES) = 418.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 855.99 IMO Aw FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2 » »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< sOM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) = 1512.00 ELEVATION DIFFERENCE(FEET) = 15.00 TC(MIN.) _ .304 *[( 1000.00 ** 3.00)/( 15.00)] ** .20 = 11.160 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.170 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA RUNOFF(CFS) = 29.33 __ TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 29.33 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6 - » »,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM ELEVATION(FEET) = 1512.00 DOWNSTREAM ELEVATION(FEET) = 1508.00 OM STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 sell DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 47.89 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. • THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .88 HALFSTREET FLOOD WIDTH(FEET) = 36.14 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.61 PRODUCT OF DEPTH &VELOCITY = 3.18 STREET FLOW TRAVEL TIME(MIN.) = 3.46 TC(MIN.) = 14.62 AA 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 NMI SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 36.94 EFFECTIVE AREA(ACRES) = 19.90 AVERAGED Fm(INCH /HR) _ .10 TOTAL AREA(ACRES) = 19.90 PEAK FLOW RATE(CFS) = 61.78 w yy END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .95 HALFSTREET FLOOD WIDTH(FEET) = 39.70 FLOW VELOCITY(FEET /SEC.) = 3.87 DEPTH *VELOCITY = 3.69 MEM FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAR FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 SOIL CLASSIFICATION IS "A" wy COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 34.77 EFFECTIVE AREA(ACRES) = 31.10 AVERAGED Fm(INCH/RR) = .097 TOTAL AREA(ACRES) = 31.10 PEAK FLOW RATE(CFS) = 96.55 wy TC(MIN) = 14.62 *** ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 (� » »,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »,USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.1 UPSTREAM NODE ELEVATION(FEET) = 1508.00 pae� DOWNSTREAM NODE ELEVATION(FEET) = 1489.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 IWO +ea s.. di ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 96.55 TRAVEL TIME(MIN.) = .83 TC(MIN.) = 15.44 Oft trif FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.431 SOIL CLASSIFICATION IS "A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 11.77 SUBAREA RUNOFF(CFS) = 35.32 EFFECTIVE AREA(ACRES) = 42.87 4111i AVERAGED Fm(INCH /HR) _ .097 TOTAL AREA(ACRES) = 42.87 PEAK FLOW RATE(CFS) = 128.65 TC(MIN) = 15.44 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.431 0141 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 10.73 SUBAREA RUNOFF(CFS) = 27.52 EFFECTIVE AREA(ACRES) = 53.60 AVERAGED Fm(INCH /HR) = .194 TOTAL AREA(ACRES) = 53.60 PEAK FLOW RATE(CFS) = 156.17 TC(MIN) = 15.44 a. FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 nes » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< MO DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.5 MUM UPSTREAM NODE ELEVATION(FEET) = 1489.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 156.17 TRAVEL TIME(MIN.) = .95 TC(MIN.) = 16.40 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.311 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 28.50 SUBAREA RUNOFF(CFS) = 69.99 EFFECTIVE AREA(ACRES) = 82.10 ,A► AVERAGED Fm(INCH/HR) = .329 TOTAL AREA(ACRES) = 82.10 PEAK FLOW RATE(CFS) = 220.33 TC(MIN) = 16.40 ********************************************* ***xxxxxxxxxxxxxxxxxx***** *** ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.9 UPSTREAM NODE ELEVATION(FEET) = 1468.00 DOWNSTREAM NODE ELEVATION(FEET) = 1439.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 220.33 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 17.44 xx :xxxxxxxwxwxxxxxxxx xxxwwxwwxxxxxxxxxx xxx xxxwwxxx xww.xww.xwxxwxxxw.xxwwwwwx FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAR FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.190 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 38.40 SUBAREA RUNOFF(CFS) = 90.14 EFFECTIVE AREA(ACRES) = 120.50 AVERAGED Fm(INCH /HR) = .409 TOTAL AREA(ACRES) = 120.50 PEAR FLOW RATE(CFS) = 301.56 .NS TC(MIN) = 17.44 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< ' »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.7 UPSTREAM NODE ELEVATION(FEET) = 1439.00 DOWNSTREAM NODE ELEVATION(FEET) = 1414.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 301.56 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 18.54 WR FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.075 ova SOIL CLASSIFICATION IS 'A' RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .5820 SUBAREA AREA(ACRES) = 31.10 SUBAREA RUNOFF(CFS) = 69.79 EFFECTIVE AREA(ACRES) = 151.60 AVERAGED Fm(INCH/HR) = .445 r!Y► TOTAL AREA(ACRES) = 151.60 PEAK FLOW RATE(CFS) = 358.92 TC(MIN) = 18.54 nwr FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 rg�9y »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< r 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.075 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 17.42 EFFECTIVE AREA(ACRES) = 158.10 AVERAGED Fm(INCH/MR) = .431 TOTAL AREA(ACRES) = 158.10 PEAK FLOW RATE(CFS) = 376.34 TC(MIN) = 18.54 Riek FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 41). » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 41141 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.4 UPSTREAM NODE ELEVATION(FEET) = 1414.00 DOWNSTREAM NODE ELEVATION( FEET) FLOW LENGTH(FEET) = 100.00 MA 'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 376.34 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 18.61 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.61 RAINFALL INTENSITY(INCH /HR) = 3.07 AVERAGED Fm(INCH /HR) _ .43 EFFECTIVE STREAM AREA(ACRES) = 158.10 TOTAL STREAM AREA(ACRES) = 158.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 376.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. '* PEAK FLOW RATE TABLE •• Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 1187.64 22.27 .451 547.04 2 1176.59 23.31 .452 560.33 3 1136.50 24.70 .453 566.20 4 1087.85 26.50 .453 572.83 5 924.46 32.84 .451 576.31 eft WO WO 6 1189.30 18.61 .450 483.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 1189.30 Tc(MIN.) = 18.615 AIM EFFECTIVE AREA(ACRES) = 483.14 AVERAGED Fm(INCH/HR) = .45 TOTAL AREA(ACRES) = 576.70 mat FLOW PROCESS FROM NODE 31.00 TO NODE 38.20 IS CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OP FLOW IN 144.0 INCH PIPE IS 113.7 INCHES ewe PIPE -FLOW VELOCITY(FEET /SEC.) = 12.4 UPSTREAM NODE ELEVATION(FEET) = 1393.85 DOWNSTREAM NODE ELEVATION(FEET) = 1392.30 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 144.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1189.30 h TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 19.55 FLOW PROCESS FROM NODE 38.20 TO NODE 38.20 IS CODE = 8 [fit » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.978 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 3.42 SUBAREA RUNOFF(CFS) = 8.87 EFFECTIVE AREA(ACRES) = 486.56 AVERAGED Fm(INCH/HR) = .447 TOTAL AREA(ACRES) = 580.12 • PEAK FLOW RATE(CFS) = 1189.30 TC(MIN) = 19.55 FLOW PROCESS FROM NODE 38.20 TO NODE 38.10 I5 CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 120.0 INCH PIPE IS 91.6 INCHES PIPE -PLOW VELOCITY(FEET /SEC.) = 9.2 UPSTREAM NODE ELEVATION(FEET) = 1392.30 DOWNSTREAM NODE ELEVATION(FEET) = 1391.20 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 1189.30 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 20.82 a11! FLOW PROCESS FROM NODE 38.10 TO NODE 38.10 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.869 SOIL CLASSIFICATION IS "A" *ft COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 2.25 EFFECTIVE AREA(ACRES) = 487.46 AVERAGED Fm(INCH/HR) = .447 TOTAL AREA(ACRES) = 581.02 PEAK FLOW RATE(CFS) = 1189.30 AR TC(MIN) = 20.82 FLOW PROCESS FROM NODE 38.10 TO NODE 38.00 IS CODE = 3 (Ws » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »)USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 138.0 INCH PIPE IS 105.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.0 UPSTREAM NODE ELEVATION(FEET) = 1391.20 'Nals DOWNSTREAM NODE ELEVATION(FEET) = 1390.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 138.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1189.30 TRAVEL TIME(MIN.) = .12 TC(MIN.) = 20.94 romO FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 20.94 RAINFALL INTENSITY(INCH/HR) = 2.86 AVERAGED Fm(INCH/HR) _ .45 EFFECTIVE STREAM AREA(ACRES) = 487.46 ' TOTAL STREAM AREA(ACRES) = 581.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1189.30 ********************************************* ** * * * ** * * * *** * * * * * * * * * * * * * * * *** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 2 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1510.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC(MIN.) = .304 *(( 1000.00 ** 3.00)1( 4.00)] ** .20 = 14.537 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.558 __ SOIL CLASSIFICATION IS "A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 31.46 00 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 31.46 W0# FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 » »COMPUTE STREET FLOW TRAVEL TIME THEW SUBAREA « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1486.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 ARIR SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 • * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 45.79 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .56 Ami HALFSTREET FLOOD WIDTH(FEET) = 20.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.30 PRODUCT OF DEPTH &VELOCITY = 2.99 STREET FLOW TRAVEL TIME(MIN.) = 2.52 TC(MIN.) = 17.05 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.233 SOIL CLASSIFICATION IS "A" SCHOOL SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 11.98 SUBAREA RUNOFF(CFS) = 28.59 EFFECTIVE AREA(ACRES) = 22.08 AVERAGED Fm(INCH/HR) _ .36 TOTAL AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) = 57.10 END OF SUBAREA STREET FLOW HYDRAULICS: 464 DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 21.77 FLOW VELOCITY(FEET /SEC.) = 5.79 DEPTH *VELOCITY = 3.44 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 Om »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.233 SOIL CLASSIFICATION IS 'A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 ,_ SUBAREA AREA(ACRES) = .98 SUBAREA RUNOFF(CFS) = 2.77 EFFECTIVE AREA(ACRES) = 23.06 AVERAGED Fm(INCH/HR) = .349 TOTAL AREA(ACRES) = 23.06 PEAK FLOW RATE(CFS) = 59.86 TC(MIN) = 17.05 Alb • FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< IIw 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.233 SOIL CLASSIFICATION IS "A" eit RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 11.07 SUBAREA RUNOFF(CFS) = 26.42 EFFECTIVE AREA(ACRES) = 34.13 SNi AVERAGED Fm(INCH/HR) _ .425 TOTAL AREA(ACRES) = 34.13 PEAK FLOW RATE(CFS) = 86.28 40 TC(MIN) = 17.05 #m ********************************************* * * * * * * * * * * * * ** * * * * * *** * * * * ** * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 Mk ((1► FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 8 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.900 SOIL CLASSIFICATION IS "A" OW RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 40.90 SUBAREA RUNOFF(CFS) = 85.33 EFFECTIVE AREA(ACRES) = 143.20 gy AVERAGED Fm(INCH/HR) = .544 TOTAL AREA(ACRES) = 143.20 PEAK FLOW RATE(CFS) = 303.61 O NO TC(MIN) = 20.44 RPM FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< >» »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.2 UPSTREAM NODE ELEVATION(FEET) = 1410.00 / �j/1 ( r ON DOWNSTREAM NODE ELEVATION(FEET) �_ ( I !CC// / 7 FLOW LENGTH(FEET) = 100.00 MAN!01N 'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 pr& PIPE - FLOW(CFS) = 303.61 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 20.52 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1 nor » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< OOP TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 20.52 RAINFALL INTENSITY(INCH /HR) = 2.89 AVERAGED Fm(INCH /HR) _ .54 EFFECTIVE STREAM AREA(ACRES) = 143.20 TOTAL STREAM AREA(ACRES) = 143.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 303.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. '• PEAR FLOW RATE TABLE •• Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) • 1 1488.40 20.94 .469 630.66 2 1452.69 24.60 .468 694.56 3 1433.45 25.63 .468 707.85 4 1383.08 27.03 .469 713.72 5 1322.03 28.89 .469 720.35 6 1125.03 35.11 .467 723.83 `. 7 1485.96 20.52 .469 620.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1488.40 Tc(MIN.) = 20.936 EFFECTIVE AREA(ACRES) = 630.66 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 724.22 rom FLOW PROCESS FROM NODE 38.00 TO NODE 46.20 IS CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «< < ow, » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 144.0 INCH PIPE IS 107.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.5 UPSTREAM NODE ELEVATION(FEET) = 1390.95 DOWNSTREAM NODE ELEVATION(FEET) = 1387.00 4lAe FLOW LENGTH(FEET) = 1000.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 144.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1488.40 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 21.95 4%, ............................................. ............................... FLOW PROCESS FROM NODE 46.20 TO NODE 46.20 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.779 __U, SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 8.74 EFFECTIVE AREA(ACRES) = 634.28 AVERAGED Fm(INCH/HR) = .467 TOTAL AREA(ACRES) = 727.84 4hont PEAK FLOW RATE(CFS) = 1488.40 TC(MIN) = 21.95 mos ONO FLOW PROCESS FROM NODE 46.20 TO NODE 46.10 IS CODE = 3 M1. » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 120.0 INCH PIPE IS 93.9 INCHES ABM PIPE -FLOW VELOCITY(FEET /SEC.) = 22.6 UPSTREAM NODE ELEVATION(FEET) = 1387.00 DOWNSTREAM NODE ELEVATION(FEET) = 1384.90 FLOW LENGTH(FEET) = 225.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1488.40 TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 22.11 ** * *** ** *.* * * * * * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 46.10 TO NODE 46.10 IS CODE = 8 01114 »> »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.767 SOIL CLASSIFICATION IS "A' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .42 SUBAREA RUNOFF(CFS) = 1.01 aw EFFECTIVE AREA(ACRES) = 634.70 AVERAGED Fm(INCH/HR) = .466 TOTAL AREA(ACRES) = 728.26 PEAK FLOW RATE(CFS) = 1488.40 TC(MIN) = 22.11 FLOW PROCESS FROM NODE 46.10 TO NODE 46.00 IS CODE = 3 »> »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 4..4. DEPTH OF FLOW IN 144.0 INCH PIPE IS 106.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.6 - UPSTREAM NODE ELEVATION(FEET) = 1384.90 DOWNSTREAM NODE ELEVATION(FEET) = 1384.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 144.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1488.40 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 22.21 Vat OMR FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< IW TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 22.21 RAINFALL INTENSITY(INCH/HR) = 2.76 AVERAGED Fm(INCH /HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 634.70 TOTAL STREAM AREA(ACRES) = 728.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1488.40 4.1.11 w.. FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 2 » METHOD INITIAL SUBAREA ANALYSIS« «< 411R DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 VI INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) = 1510.00 ELEVATION DIFFERENCE(FEET) = 17.00 TC(MIN.) = .304 *[( 1000.00 "* 3.00) /( 17.00)7 *" .20 = 10.884 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.233 SOIL CLASSIFICATION IS 'A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 30.15 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 30.15 ********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 6 0,14 » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 1510.00 DOWNSTREAM ELEVATION(FEET) = 1509.50 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 40.00 4.4.w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 Vow Vow WO » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< Oft DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.8 WO UPSTREAM NODE ELEVATION(FEET) = 1486.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FLOW LENGTH(FEET) = 950.00 MANNING'S N = .013 AM4 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 86.28 TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 18.06 ON __ FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.124 SOIL CLASSIFICATION IS "A" SCHOOL SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 14.29 SUBAREA RUNOFF(CFS) = 32.70 EFFECTIVE AREA(ACRES) = 48.42 MK AVERAGED Fm(INCH/HR) _ .471 TOTAL AREA(ACRES) = 48.42 PEAK FLOW RATE(CFS) = 115.62 TC(MIN) = 18.06 WO FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 aM » »»ADDITION OF SUBAREA TO MAINLINE PEAR FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.124 WO SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 14.58 SUBAREA RUNOFF(CFS) = 33.36 +I►. EFFECTIVE AREA(ACRES) = 63.00 AVERAGED Fm(INCH/HR) = .497 TOTAL AREA(ACRES) = 63.00 • PEAK FLOW RATE(CFS) = 148.98 TC(MIN) = 18.06 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 3 WO >» »»COMPUTE PIPE -FLOW TRAVEL TINE THRU SUBAREA««< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.6 UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 mommo ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 148.98 TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 19.24 FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.008 SOIL CLASSIFICATION IS "A" 11111 RESIDENTIAL -> 3 - DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 85.80 EFFECTIVE AREA(ACRES) = 102.30 WO AVERAGED Fm(INCH /HR) _ .529 TOTAL AREA(ACRES) = 102.30 PEAK FLOW RATE(CFS) = 228.17 NMI TC(MIN) = 19.24 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 3 NMI » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<«« »» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.7 UPSTREAM NODE ELEVATION(FEET) = 1437.00 two DOWNSTREAM NODE ELEVATION(FEET) = 1410.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 228.17 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 20.44 VIP 4w naa WP ,mm OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ' * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 40.08 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** WEI FULL DEPTH(FEET) _ .96 FLOOD WIDTH(FEET) = 40.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.19 SPLIT DEPTH(FEET) = .52 SPLIT FLOOD WIDTH(FEET) = 18.33 11Nr SPLIT VELOCITY(FEET /SEC.) = 1.32 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .96 HALFSTREET FLOOD WIDTH(FEET) = 40.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.19 PRODUCT OF DEPTH &VELOCITY = 2.10 STREET FLOW TRAVEL TIME(MIN.) = 2.29 TC(MIN.) = 13.17 er 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.776 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 Wi SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 19.86 EFFECTIVE AREA(ACRES) = 14.10 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 14.10 PEAK FLOW RATE(CFS) = 46.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .96 HALFSTREET FLOOD WIDTH(FEET) = 40.00 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY = 2.10 /MI FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.5 INCHES 06 PIPE -FLOW VELOCITY(FEET /SEC.) = 13.8 UPSTREAM NODE ELEVATION(FEET) = 1509.50 DOWNSTREAM NODE ELEVATION(FEET) = 1482.00 111' FLOW LENGTH(FEET) = 1150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 46.68 fa* TRAVEL TIME(MIN.) = 1.38 TC(MIN.) = 14.55 FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 8 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< WEI 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.556 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 5.86 SUBAREA RUNOFF(CFS) = 18.24 EFFECTIVE AREA(ACRES) = 19.96 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 19.96 PEAK FLOW RATE(CFS) = 62.13 TC(MIN) = 14.55 owe FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.556 SOIL CLASSIFICATION IS "A" SCHOOL SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 WO SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 33.72 EFFECTIVE AREA(ACRES) = 32.56 AVERAGED Fm(INCH/HR) _ .285 4r TOTAL AREA(ACRES) = 32.56 PEAK FLOW RATE(CFS) = 95.85 TC(MIN) = 14.55 WI ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** oak FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.7 UPSTREAM NODE ELEVATION(FEET) = 1482.00 DOWNSTREAM NODE ELEVATION(FEET) = 1460.00 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 95.85 rain TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 15.67 eew 1 VE WO FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 8 gm » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.402 SOIL CLASSIFICATION IS "A" SCHOOL SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 15.30 SUBAREA RUNOFF(CFS) = 38.82 mg EFFECTIVE AREA(ACRES) = 47.86 AVERAGED Fm(INCH/HR) _ .380 TOTAL AREA(ACRES) = 47.86 PEAK FLOW RATE(CFS) = 130.16 TC(MIN) = 15.67 Aft FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 3 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< �l DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.1 UPSTREAM NODE ELEVATION(FEET) = 1460.00 DOWNSTREAM NODE ELEVATION(FEET) = 1432.00 FLOW LENGTH(FEET) = 1275.00 MANNING'S N = .013 gm ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 130.16 et TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 16.92 (AM FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 8 WO » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.249 A� SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 29.10 SUBAREA RUNOFF(CFS) = 69.85 EFFECTIVE AREA(ACRES) = 76.96 AVERAGED Fm(INCH/HR) _ .456 TOTAL AREA(ACRES) = 76.96 +CIF PEAK FLOW RATE(CFS) = 193.45 TC(MIN) = 16.92 VW FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 3 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< rr »» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 1011 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.8 UPSTREAM NODE ELEVATION(FEET) = 1432.00 DOWNSTREAM NODE ELEVATION(FEET) = 1406.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 EV ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 193.45 TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 18.15 ONO FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< awn 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.115 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 31.20 SUBAREA RUNOFF(CFS) = 71.12 EFFECTIVE AREA(ACRES) = 108.16 AVERAGED Fm(INCH /HR) _ .492 TOTAL AREA(ACRES) = 108.16 PEAR FLOW RATE(CFS) = 255.26 TC(MIN) = 18.15 "AAw FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< Mw DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.9 UPSTREAM NODE ELEVATION(FEET) = 1406.00 DOWNSTREAM NODE ELEVATION(FEET) = 1404.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 fUllt PIPE- FLOW(CFS) = 255.26 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 18.21 mm 1111 FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE oft TIME OF CONCENTRATION(MIN.) = 18.21 RAINFALL INTENSITY(INCH /HR) = 3.11 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 108.16 TOTAL STREAM AREA(ACRES) = 108.16 Aa+► PEAK FLOW RATE(CFS) AT CONFLUENCE = 255.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •* wme Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) 1 1710.25 21.79 .471 733.10 2 1709.59 22.21 .470 742.86 3 1650.20 25.90 .469 806.76 4 1625.26 26.93 .470 820.05 5 1567.68 28.34 .470 825.92 6 1497.88 30.21 .470 832.55 nom 7 1276.87 36.49 .469 836.03 8 1666.63 18.21 .471 630.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1710.25 Tc(MIN.) = 21.794 EFFECTIVE AREA(ACRES) = 733.10 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 836.42 FLOW PROCESS FROM NODE 46.00 TO NODE 109.10 IS CODE = 3 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< WM DEPTH OF FLOW IN 126.0 INCH PIPE IS 97.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.9 0101 UPSTREAM NODE ELEVATION(FEET) = 1384.90 DOWNSTREAM NODE ELEVATION(FEET) = 1383.30 FLOW LENGTH(FEET) = 660.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 1710.25 TRAVEL TIME(MIN.) _ .93 TC(MIN.) = 22.72 Armi FLOW PROCESS FROM NODE 109.10 TO NODE 109.10 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ON 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.722 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 14.41 EFFECTIVE AREA(ACRES) = 739.20 eon AVERAGED Fm(INCH/HR) = .468 TOTAL AREA(ACRES) = 842.52 PEAK FLOW RATE(CFS) = 1710.25 TC(MIN) = 22.72 emo FLOW PROCESS FROM NODE 109.10 TO NODE 109.00 IS CODE = 3 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 126.0 INCH PIPE IS 95.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.2 UPSTREAM NODE ELEVATION(FEET) = 1383.30 DOWNSTREAM NODE ELEVATION(FEET) = 1381.60 FLOW LENGTH(FEET) = 660.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 2 ONO PIPE- FLOW(CFS) = 1710.25 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 23.62 FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 8 E~ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.659 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 ow.s SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 13.09 EFFECTIVE AREA(ACRES) = 746.20 OW +rr Orm IMO AVERAGED Fm(INCH/HR) = .469 TOTAL AREA(ACRES) = 849.52 PEAK FLOW RATE(CFS) = 1710.25 ew14 TC(MIN) = 23.62 FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 »»»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 23.62 RAINFALL INTENSITY(INCH /HR) = 2.66 AVERAGED Fm(INCH/HR) _ .47 EFFECTIVE STREAM AREA(ACRES) = 746.20 TOTAL STREAM AREA(ACRES) = 849.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1710.25 •111 FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 7 » »> »USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: 1111 TC(MIN.) = 16.76 RAINFALL INTENSITY(INCH /HR) = 3.27 EFFECTIVE AREA(ACRES) = 144.13 TOTAL AREA(ACRES) = 155.51 PEAK FLOW RATE(CFS) = 289.03 AVERAGED LOSS RATE, Fm(INCH/HR) _ .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. dem ** *ERROR; SPECIFIED LOSS RATE, FM IS LESS THAN MINIMUM POSSIBLE VALUE OF 1.04(INCH /HR) FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 71•11 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< dre TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PAN TIME OF CONCENTRATION(MIN.) = 16.76 RAINFALL INTENSITY(INCH/HR) = 3.27 AVERAGED Fm(INCH /HR) _ .46 EFFECTIVE STREAM AREA(ACRES) = 144.13 TOTAL STREAM AREA(ACRES) = 155.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 289.03 111!1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. IMP ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH /HR) Ae(ACRES) g111 1 1921.40 20.05 .467 787.65 2 1936.68 23.62 .467 890.33 3 1933.15 24.04 .467 900.09 4 1851.51 27.73 .466 963.99 5 1821.04 28.79 .467 977.28 6 1756.50 30.22 .467 7.41% 7 1678.32 32.09 .467 989.78 8 1434.84 38.16 .466 993.26 9 1870.54 16.76 .467 682.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1936.68 Tc(MIN.) = 23.622 am EFFECTIVE AREA(ACRES) = 890.33 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 1005.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1005.03 TC(MIN.) = 23.62 EFFECTIVE AREA(ACRES) = 890.33 AVERAGED Fm(INCH /HR)= .47 1M1 PEAK FLOW RATE(CFS) = 1936.68 * ** PEAK FLOW RATE TABLE * ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 1921.40 20.05 .467 787.65 2 1936.68 23.62 .467 890.33 3 1933.15 24.04 .467 900.09 M1111 4 1851.51 27.73 .466 963.99 5 1821.04 28.79 .467 977.28 6 1756.50 30.22 .467 983.15 7 1678.32 32.09 .467 989.78 8 1434.84 38.16 .466 993.26 9 1870.54 16.76 .467 682.17 END OF RATIONAL METHOD ANALYSIS erw+ ■r ROO r 100 -YEAR UNIT HYDROGRAPH es • 14W OW ✓ W I low in r we '- XII • F L O O D ROUTING A N A L Y S I S Iii! USING ORANGE /SAN BERNARD/NO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) UNIT - HYDROGRAPH GENERATOR VERSION Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100948 Especially prepared for BSI CONSULTANTS, INC. FILE NAME: BASELINE.DAT 1A� TIME /DATE OF STUDY: 20:28 10/ 9/2002 ********************************************* * * * *** * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1 Q�11 » »>UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #3) *USER ENTERED "LAG" TIME = .279 HOURS ROM UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.853 WATERSHED AREA = 724.220 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .468 LOW LOSS FRACTION = .893 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAR 5- MINUTES RAINFALL(INCH)= .56 Aw SPECIFIED PEAR 30- MINUTES RAINFALL(INCH) = 1.17 SPECIFIED PEAR 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAR 3 -HOUR RAINFALL(INCH) = 2.48 SPECIFIED PEAR 6 -HOUR RAINFALL(INCH) = 3.88 SPECIFIED PEAR 24 -HOUR RAINFALL(INCH)= 9.40 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 RUNOFF HYDROGRAPH LISTING LIMITS: am MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = .00 MODEL TIME(HOURS) FOR END OF RESULTS = 36.00 UNIT HYDROGRAPH DETERMINATION INTERVAL •S• GRAPH UNIT HYDROGRAPH 11011 NUMBER MEAN VALUES ORDINATES(CFS) 1 1.860 162.911 2 10.835 786.040 3 28.823 1575.509 4 53.222 2136.990 som 5 74.683 1879.715 6 87.312 1106.110 7 93.803 568.536 • 8 97.114 289.959 9 98.351 108.378 10 98.911 49.032 w1O 11 99.417 44.290 12 99.767 30.639 13 99.942 15.320 • 14 100.000 5.107 RIM asw VW .ww ry UM UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL '"P" (NUMBER) (INCHES) (INCHES) (INCHES) kiiii 1 .0209 .0186 .0022 2 .0209 .0187 .0022 3 .0210 .0187 .0022 4 .0210 .0187 .0022 0 ' 5 .0210 .0188 .0023 6 .0211 .0188 .0023 . .l 7 .0211 .0189 .0023 8 .0211 .0189 .0023 9 .0212 .0189 .0023 .® 10 .0212 .0189 .0023 11 .0213 .0190 .0023 12 .0213 .0190 .0023 , 13 .0214 .0191 .0023 14 .0214 .0191 .0023 15 .0214 .0192 .0023 .,. 16 .0215 .0192 .0023 17 .0215 .0192 .0023 18 .0216 .0193 .0023 Via 19 .0216 .0193 .0023 20 .0217 .0193 .0023 21 .0217 .0194 .0023 22 .0217 .0194 .0023 23 .0218 .0195 .0023 24 .0218 .0195 .0023 25 .0219 .0196 .0023 26 .0219 .0196 .0023 27 .0220 .0196 .0024 28 .0220 .0197 .0024 29 .0221 .0197 .0024 30 .0221 .0198 .0024 eilidi 31 .0222 .0198 .0024 32 .0222 .0198 .0024 33 .0223 .0199 .0024 34 .0223 .0199 .0024 35 .0224 .0200 .0024 36 .0224 .0200 .0024 awl 37 .0225 .0201 .0024 38 .0225 .0201 .0024 39 .0226 .0202 .0024 40 .0226 .0202 .0024 41 .0227 .0203 .0024 42 .0227 .0203 .0024 MN 43 .0228 .0204 .0024 44 .0228 .0204 .0024 45 .0229 .0205 .0025 „ 46 .0230 .0205 .0025 47 .0230 .0206 .0025 48 .0231 .0206 .0025 WM 49 .0232 .0207 .0025 50 .0232 .0207 .0025 51 .0233 .0208 .0025 52 .0233 .0208 .0025 53 .0234 .0209 .0025 54 .0234 .0209 .0025 Rol 55 .0235 .0210 .0025 56 .0236 .0210 .0025 57 .0236 .0211 .0025 58 .0237 .0211 .0025 59 .0238 .0212 .0025 60 .0238 .0213 .0025 to sr 61 .0239 .0213 .0026 62 .0239 .0214 .0026 63 .0240 .0215 .0026 64 .0241 .0215 .0026 65 .0242 .0216 .0026 66 .0242 .023.6 .0026 eili 67 .0243 .0217 .0026 68 .0243 .0217 .0026 69 .0244 .0218 .0026 70 .0245 .0219 .0026 71 .0246 .0219 .0026 72 .0246 .0220 .0026 OM 73 .0247 .0221 .0026 74 .0248 .0221 .0027 75 .0249 .0222 .0027 .�„ 76 .0249 .0223 .0027 77 .0250 .0224 .0027 78 .0251 .0224 .0027 MY 79 .0252 .0225 .0027 80 .0252 .0225 .0027 81 .0254 .0226 .0027 82 .0254 .0227 .0027 83 .0255 .0228 .0027 84 .0256 .0228 .0027 MN 85 .0257 .0229 .0027 86 .0257 .0230 .0028 87 .0259 .0231 .0028 88 .0259 .0231 .0028 89 .0260 .0233 .0028 ( MO 90 .0261 .0233 .0028 Mai 91 .0262 .0234 .0028 92 .0263 .0235 .0028 93 .0264 .0236 .0028 94 .0265 .0236 .0028 95 .0266 .0238 .0028 96 .0267 .0238 .0029 97 .0268 .0239 .0029 98 .0269 .0240 .0029 99 .0270 .0241 .0029 100 .0271 .0242 .0029 101 .0272 .0243 .0029 Mir 102 .0273 .0244 .0029 103 .0274 .0245 .0029 104 .0275 .0246 .0029 105 .0277 .0247 .0030 106 .0277 .0248 .0030 107 .0279 .0249 .0030 _p 108 .0280 .0250 .0030 109 .0281 .0251 .0030 . 110 .0282 .0252 .0030 111 .0284 .0253 .0030 112 .0285 .0254 .0030 113 .0286 .0256 .0031 100, 114 .0287 .0256 .0031 115 .0289 .0258 .0031 116 .0290 .0259 .0031 117 .0292 .0260 .0031 118 .0293 .0261 .0031 119 .0294 .0263 .0032 120 .0295 .0264 .0032 121 .0297 .0266 .0032 122 .0298 .0266 .0032 123 .0300 .0268 .0032 124 .0301 .0269 .0032 125 .0304 .0271 .0032 iinkl 126 .0305 .0272 .0033 127 .0307 .0274 .0033 128 .0308 .0275 .0033 129 .0310 .0277 .0033 130 .0312 .0278 .0033 131 .0314 .0280 .0034 1.,,. 132 .0315 .0281 .0034 133 .0318 .0284 .0034 134 .0319 .0285 .0034 135 .0322 .0287 .0034 136 .0323 .0288 .0035 137 .0326 .0291 .0035 Ad 138 .0327 .0292 .0035 139 .0330 .0295 .0035 140 .0332 .0296 .0035 ,,, 141 .0335 .0299 .0036 142 .0336 .0300 .0036 143 .0339 .0303 .0036 144 .0341 .0305 .0036 145 .0348 .0311 .0037 146 .0350 .0313 .0037 ,. 147 .0354 .0316 .0038 148 .0356 .0318 .0038 149 .0359 .0321 .0038 150 .0361 .0323 .0039 151 .0365 .0326 .0039 152 .0367 .0328 .0039 153 .0372 .0332 .0040 154 .0374 .0334 .0040 155 .0379 .0338 .0041 car, 156 .0381 .0340 .0041 157 .0386 .0345 .0041 158 .0389 .0347 .0042 159 .0394 .0352 .0042 160 .0397 .0354 .0042 161 .0402 .0359 .0043 NW 162 .0406 .0362 .0043 163 .0412 .0368 .0044 164 .0415 .0371 .0044 .„,„ 165 .0422 .0377 .0045 166 .0426 .0380 .0046 167 .0433 .0387 .0046 40 168 .0437 .0390 .0047 169 .0313 .0280 .0034 170 .0318 .0284 .0034 171 .0329 .0293 .0035 172 .0334 .0299 .0036 173 .0347 .0309 .0037 174 .0353 .0315 .0038 175 .0367 .0328 .0039 176 .0375 .0335 .0040 177 .0392 .0350 .0042 178 .0402 .0359 .0043 179 .0423 .0378 .0045 W0 180 .0435 .0388 .0046 181 .0461 .0390 .0071 182 .0476 .0390 .0086 183 .0511 .0390 .0121 184 .0531 .0390 .0141 ovo MIN 185 .0512 .0390 .0122 186 .0542 .0390 .0152 187 .0614 .0390 .0224 188 .0663 .0390 .0273 "'11" 189 .0826 .0390 .0436 190 .0930 .0390 .0540 Mr 191 .1317 .0390 .0927 192 .1800 .0390 .1410 193 .5419 .0390 .5029 194 .1078 .0390 .0688 MOM 195 .0722 .0390 .0332 196 .0575 .0390 .0185 Si 197 .0554 .0390 .0164 198 .0493 .0390 .0103 199 .0447 .0390 .0057 200 .0412 .0368 .0044 " 201 .0384 .0343 .0041 202 .0360 .0322 .0039 203 .0340 .0304 .0036 204 .0323 .0289 .0035 205 .0442 .0390 .0052 206 .0430 .0384 .0046 207 .0419 .0374 .0045 208 .0409 .0365 .0044 209 .0400 .0357 .0043 210 .0391 .0349 .0042 211 .0383 .0342 .0041 212 .0376 .0336 .0040 u.. 213 .0370 .0330 .0040 214 .0363 .0324 .0039 y 215 .0357 .0319 .0038 216 .0352 .0314 .0038 217 .0343 .0306 .0037 218 .0338 .0302 .0036 219 .0333 -0297 .0036 220 .0329 .0293 .0035 221 .0324 .0290 .0035 .,� 222 .0320 .0286 .0034 223 .0316 .0283 .0034 _ 224 .0313 .0279 .0033 225 .0309 .0276 .0033 226 .0306 .0273 .0033 .Fit,, 227 .0303 .0270 .0032 228 .0299 .0267 .0032 229 .0296 .0265 .0032 230 .0294 .0262 .0031 231 .0291 .0260 .0031 232 .0288 .0257 .0031 dilli 233 .0285 .0255 .0031 234 .0283 .0253 .0030 235 .0280 .0250 .0030 236 .0278 .0248 .0030 237 .0276 .0246 .0030 238 .0274 .0244 .0029 239 .0271 .0242 .0029 240 .0269 .0241 .0029 241 .0267 .0239 .0029 242 .0265 .0237 .0028 243 .0263 .0235 .0028 244 .0262 .0234 .0028 245 .0260 .0232 .0028 246 .0258 .0230 .0028 247 .0256 .0229 .0027 _ 248 .0255 .0227 .0027 249 .0253 .0226 .0027 250 .0251 .0224 .0027 **y 251 .0250 .0223 .0027 252 .0248 .0222 .0027 253 .0247 .0220 .0026 254 .0245 .0219 .0026 255 .0244 .0218 .0026 256 .0242 .0217 .0026 ,YOy 257 .0241 .0215 .0026 258 .0240 .0214 .0026 259 .0238 .0213 .0026 4,1% 260 .0237 .0212 .0025 261 .0236 .0211 .0025 262 .0235 .0210 .0025 IN 263 .0233 .0209 .0025 264 .0232 .0207 .0025 265 .0231 .0206 .0025 .,® 266 .0230 .0205 .0025 267 .0229 .0204 .0024 268 .0228 .0203 .0024 MN 269 .0227 .0202 .0024 270 .0226 .0201 .0024 271 .0225 .0201 .0024 m „ 272 .0224 .0200 .0024 273 .0223 .0199 .0024 274 .0222 .0198 .0024 4M 275 .0221 .0197 .0024 276 .0220 .0196 .0023 277 .0219 .0195 .0023 ,.. 278 .0218 .0194 .0023 279 .0217 .0194 .0023 280 .0216 .0193 .0023 281 .0215 .0192 .0023 282 .0214 .0191 .0023 283 .0213 .0191 .0023 284 .0212 .0190 .0023 285 .0212 .0189 .0023 286 .0211 .0188 .0023 287 .0210 .0188 .0022 288 .0209 .0187 .0022 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 451.0014 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 115.4195 Atti i ONO NO 2 4 - H O U R S T O R M ' R U N O F F H Y D R O G R A P H ill HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 00 TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 Al .083 .0025 .36 Q . .167 .0171 2.12 Q . .250 .0560 5.64 Q . . .333 .1277 10.42 Q - • .417 .2285 14.64 Q . .500 .3466 17.13 Q . • .583 .4735 18.44 Q . .667 .6052 19.12 Q . • .750 .7388 19.40 Q . .833 .8734 19.54 Q • .917 1.0089 19.68 Q . 1.000 1.1452 19.79 Q . 1.083 1.2820 19.86 Q . 1.167 1.4191 19.91 Q . 1.250 1.5565 19.95 Q . • -, 1.333 1.6942 19.99 Q . 1.417 1.8321 20.03 Q . 1.500 1.9704 20.07 Q . „a 1.583 2.1089 20.11 Q . 1.667 2.2477 20.15 Q . 1.750 2.3867 20.19 Q . . 1.833 2.5261 20.24 Q . 1.917 2.6657 20.28 Q . • 2.000 2.8057 20.32 Q . tfo$ 2.083 2.9459 20.36 QV . 2.167 3.0864 20.40 QV . 2.250 3.2273 20.45 QV . -, 2.333 3.3684 20.49 QV . 2.417 3.5098 20.54 QV . 2.500 3.6516 20.58 QV . g 2.583 3.7936 20.63 QV . 2.667 3.9360 20.67 QV 2.750 4.0787 20.72 QV . 00 2.833 4.2216 20.76 QV . 2.917 4.3649 20.81 QV - . 3.000 4.5086 20.85 QV . 3.083 4.6525 20.90 QV . 3.167 4.7968 20.95 QV . 3.250 4.9414 21.00 QV - . .. 3.333 5.0863 21.04 QV . 3.417 5.2316 21.09 QV . 3.500 5.3772 21.14 QV , VIM 3.583 5.5231 21.19 QV . 3.667 5.6694 21.24 QV . 3.750 5.8161 21.29 0 V . 3.833 5.9631 21.34 Q V . 3.917 6.1104 21.39 Q V . 4.000 6.2581 21.45 Q V . w.. 4.083 6.4062 21.50 Q V . 4.167 6.5546 21.55 Q V . 4.250 6.7034 21.61 Q V . . 4.333 6.8526 21.66 Q V . 4.417 7.0021 21.71 Q V . • 4.500 7.1520 21.77 Q V . • funs 4.583 7.3023 21.82 Q V . 4.667 7.4530 21.88 Q V . . 4.750 7.6041 21.94 Q V . 4.833 7.7555 21.99 Q V . 4.917 7.9074 22.05 Q V . 5.000 8.0597 22.11 Q V . 5.083 8.2123 22.17 Q V . • 5.167 8.3654 22.23 Q V . 5.250 8.5189 22.29 Q V . .,. 5.333 8.6728 22.35 Q V 5.417 8.8271 22.41 Q V . 5.500 8.9818 22.47 Q V . 40A 5.583 9.1370 22.53 Q V 5.667 9.2926 22.59 Q V 5.750 9.4487 22.66 Q V . ,. 5.833 9.6052 22.72 Q V . 5.917 9.7621 22.79 Q V . 6.000 9.9195 22.85 Q V . • • NS 6.083 10.0774 22.92 Q V . • 6.167 10.2357 22.99 Q V • • 6.250 10.3945 23.06 Q V • • • • 6.333 10.5537 23.12 Q V . . 6.417 10.7134 23.19 Q V . 6.500 10.8737 23.26 Q V . . 6.583 11.0344 23.34 Q V . . 6.667 11.1956 23.41 Q V . 6.750 11.3573 23.48 Q V . •^ 6.833 11.5195 23.55 Q V . 6.917 11.6822 23.63 Q V . NO 7.000 11.8455 23.70 Q V . Mil 7.083 12.0093 23.78 Q V . • 7.167 12.1736 23.86 Q V . 7.250 12.3384 23.94 Q V . `""' 7.333 12.5038 24.02 Q V . 7.417 12.6698 24.10 Q V . AO 7.500 12.8363 24.18 Q V . 7.583 13.0033 24.26 Q V . 7.667 13.1710 24.34 Q V . 7.750 13.3392 24.43 Q V . 7.833 13.5080 24.51 Q V . 7.917 13.6775 24.60 Q V . AO 8.000 13.8475 24.69 Q V . 8.083 14.0181 24.78 0 V . 8.167 14.1894 24.87 Q V . 8.250 14.3613 24.96 Q V . mom 8.333 14.5338 25.05 Q V . 8.417 14.7070 25.15 Q V . . 40 8.500 14.8808 25.24 Q V . 8.583 15.0554 25.34 Q V • . 8.667 15.2305 25.44 Q V • . 8.750 15.4064 25.54 Q V . . 8.833 15.5830 25.64 Q V . . 8.917 15.7603 25.74 Q V • . 40 9.000 15.9383 25.85 Q V . . 9.083 16.1170 25.95 Q V • . 9.167 16.2965 26.06 Q V . . 9.250 16.4767 26.17 Q V . . ,� 9.333 16.6577 26.28 Q V . . 9.417 16.8395 26.39 Q V . . • • AM 9.500 17.0221 26.51 Q V • . 9.583 17.2055 26.63 Q V . . 9.667 17.3897 26.75 Q V . . 9.750 17.5747 26.87 Q V . . . 7.. 9.833 17.7606 26.99 Q V . 9.917 17.9473 27.11 Q V . . 10.000 18.1349 27.24 Q V . • 10.083 18.3234 27.37 Q V . . 10.167 18.5128 27.50 0 V . . ,,,,, 10.250 18.7032 27.64 Q V . . 10.333 18.8945 27.77 Q V . . 10.417 19.0867 27.91 Q V . . y 10.500 19.2799 28.06 Q V . . 10.583 19.4742 28.20 Q V . . 10.667 19.6694 28.35 Q V . . 10.750 19.8657 28.50 Q V . . . 10.833 20.0630 28.65 Q V . . 10.917 20.2615 28.81 0 V . . Oil 11.000 20.4610 28.97 Q V . . . 11.083 20.6617 29.14 Q V . . 11.167 20.8635 29.30 Q V . . „ 11.250 21.0665 29.47 Q V . . 11.333 21.2707 29.65 Q V . . 11.417 21.4761 29.83 Q V . . 11.500 21.6828 30.01 Q V . . 11.583 21.8908 30.20 Q V . . . 11.667 22.1001 30.39 Q V . . . 11.750 22.3107 30.59 0 V . . v. 11.833 22.5228 30.79 Q V . . 11.917 22.7363 31.00 Q V . . 44. 12.000 22.9512 31.21 Q V . . 12.083 23.1677 31.43 Q V . . 12.167 23.3859 31.69 Q V . . 12.250 23.6062 31.99 Q V . . 12.333 23.8288 32.31 0 V . . 12.417 24.0535 32.63 Q V . . 12.500 24.2803 32.93 0 V . . 12.583 24.5090 33.21 Q V . . 12.667 24.7396 33.49 Q V . . „.,, 12.750 24.9722 33.76 Q V . . 12.833 25.2066 34.04 0 V . . 12.917 25.4431 34.33 Q V . . i 13.000 25.6816 34.63 Q V . . 13.083 25.9222 34.94 Q V . . 13.167 26.1651 35.26 Q V. . ...,,, 13.250 26.4102 35.59 0 V. . 13.333 26.6577 35.93 Q V. . 13.417 26.9076 36.29 Q V. . . • 13.500 27.1601 36.66 Q V. . 13.583 27.4152 37.04 Q V. . 13.667 27.6731 37.45 Q V. . mm 13.750 27.9339 37.86 Q V. . 13.833 28.1977 38.30 0 V. . 13.917 28.4646 38.76 Q V. . Ai 14.000 28.7349 39.25 Q V. . 14.083 29.0073 39.56 Q V . 14.167 29.2761 39.02 Q V . . 14.250 29.5335 37.38 Q V . . 14.333 29.7741 34.93 Q V . . 14.417 30.0004 32.86 Q V . Al 14.500 30.2205 31.96 Q V . . 14.583 30.4402 31.90 Q V . . 14.667 30.6628 32.31 Q V . . 14.750 30.8904 33.05 Q V . . 14.833 31.1243 33.96 Q V . . 4 40 MI 14.917 31.3651 34.96 Q V • . • WIN 15.000 31.6137 36.09 Q V - • . 15.083 31.8733 37.71 Q .V . 15.167 32.1561 41.06 Q .V . vole 15.250 32.4842 47.64 .Q .V - . • 15.333 32.8902 58.95 .Q .V 15.417 33.3991 73.90 .Q .V . 15.500 34.0139 89.26 . Q .V . 15.583 34.7289 103.82 . Q . V . . 15.667 35.5567 120.19 • 0 - V . • 15.750 36.5608 145.81 Q V 15.833 37.8652 189.39 • Q . V . tie 15.917 39.6345 256.90 . Q V . 16.000 42.1497 365.21 . Q . V . 16.083 46.1888 586.48 . Q V +e. 16.167 53.0895 1001.98 . V . Q . 16.250 62.8987 1424.29 . .V . Q . 16.333 74.1149 1628.59 . . V . Q . WS 16.417 83.7155 1394.01 . V. 0 16.500 90.0343 917.50 . .Q .V . 16.583 93.8606 555.58 . . Q . V . .o. 16.667 96.1814 336.97 . 0 . . V . 16.750 97.5120 193.21 . Q . V . 16.833 98.3583 122.88 • 0 - . V :i 16.917 98.9890 91.58 • Q . . V . 17.000 99.4587 68.20 .Q . V . 17.083 99.8102 51.04 .Q . V . ® 17.167 100.0951 41.36 Q . V . 17.250 100.3559 37.87 Q . V 17.333 100.6216 38.59 Q . V NO 17.417 100.8924 39.31 Q . V 17.500 101.1617 39.11 Q . V . 17.583 101.4270 38.52 Q . • V meg 17.667 101.6876 37.84 0 . V 17.750 101.9428 37.06 Q . V 17.833 102.1930 36.33 Q . V MO 17.917 102.4387 35.67 Q . V 18.000 102.6801 35.05 Q . V . 18.083 102.9173 34.44 Q . V . ,,,,, 18.167 103.1502 33.83 Q . V 18.250 103.3790 33.22 Q . V 18.333 103.6036 32.61 Q . V 18.417 103.8243 32.05 Q . V VW 18.500 104.0416 31.55 Q V . • 18.583 104.2557 31.09 Q V . 18.667 104.4669 30.66 Q V . 18.750 104.6753 30.26 Q . V 18.833 104.8811 29.89 Q V . NI 18.917 105.0845 29.53 Q . V . 19.000 105.2855 29.19 Q . V 19.083 105.4842 28.86 Q V . 19.167 105.6808 28.54 Q V . ma 19.250 105.8753 28.24 Q V . 19.333 106.0679 27.95 0 . V Al li 19.417 106.2585 27.68 Q V . 19.500 106.4472 27.41 Q V . 19.583 106.6342 27.15 Q V . w 19.667 106.8195 26.90 Q . V 19.750 107.0031 26.66 0 . V 19.833 107.1850 26.43 Q . V 19.917 107.3655 26.20 Q V . Vell 20.000 107.5444 25.98 Q V . 20.083 107.7219 25.77 Q . V 20.167 107.8979 25.56 Q V . 20.250 108.0726 25.36 Q V . 20.333 108.2460 25.17 Q . V 20.417 108.4180 24.98 Q V . 20.500 108.5888 24.80 Q . V 20.583 108.7584 24.62 Q . . V 20.667 108.9268 24.45 Q V . 20.750 109.0940 24.28 Q V . 20.833 109.2601 24.12 Q . V WO 20.917 109.4251 23.96 Q V . 21.000 109.5890 23.80 Q . . V 21.083 109.7518 23.65 Q V . ,,. 21.167 109.9137 23.50 0 V . 21.250 110.0745 23.35 Q . V . 21.333 110.2343 23.21 Q . V . NI 21.417 110.3932 23.07 Q V . 21.500 110.5512 22.94 Q V . 21.583 110.7082 22.80 Q . V . 21.667 110.8644 22.67 Q V . 21.750 111.0197 22.55 Q V . 21.833 111.1741 22.42 Q V . WO 21.917 111.3277 22.30 Q . V . 22.000 111.4804 22.18 0 - • . V . 22.083 111.6324 22.06 Q . V . v«. 22.167 111.7835 21.95 0 . . V . 22.250 111.9339 21.84 Q . V . 22.333 112.0835 21.73 Q . V . OW 22.417 112.2324 21.62 Q . V . 22.500 112.3806 21.51 Q V . 22.583 112.5280 21.41 0 V . 22.667 112.6747 21.30 0 . V. 22.750 112.8207 21.20 4 . V. OW Vv 22.833 112.9661 21.10 Q V. Ida 22.917 113.1108 21.01 Q V. 23.000 113.2548 20.91 Q V. 23.083 113.3982 20.82 Q V. -.. 23.166 113.5409 20.73 Q . V. 23.250 113.6830 20.63 Q V. 23.333 113.8245 20.55 0 V. 23.416 113.9654 20.46 Q V. 23.500 114.1057 20.37 Q V. ,. 23.583 114.2454 20.29 Q V. 23.666 114.3846 20.20 Q V. 23.750 114.5231 20.12 Q V. OAS 23.833 114.6611 20.04 0 V. 23.916 114.7986 19.96 Q V. 24.000 114.9355 19.88 0 V. 24.083 115.0694 19.44 Q V. 24.166 115.1907 17.61 Q V. 24.250 115.2873 14.03 Q . V. Ai 24.333 115.3507 9.21 0 V. 24.416 115.3850 4.98 Q V. 24.500 115.4022 2.50 Q . . V. ..., 24.583 115.4106 1.22 0 V. 24.666 115.4145 .57 Q V. 24.750 115.4168 .32 Q V. AO 24.833 115.4182 .21 Q V. 24.916 115.4190 .11 Q . V. 25.000 115.4193 .05 Q V. ., 25.083 115.4194 .01 Q V. WO FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 .,.,, » »>UNIT- HYDROGRAPH ANALYSIS « «< ikit (UNIT - HYDROGRAPH ADDED TO STREAM #4) *USER ENTERED 'LAG' TIME _ .291 HOURS .a UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.678 WATERSHED AREA = 836.420 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .469 LOW LOSS FRACTION = .893 Mb * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.17 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.48 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.88 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.40 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .963 30- MINUTE FACTOR = .963 1 -HOUR FACTOR = .963 3 -HOUR FACTOR = .994 6 -HOUR FACTOR = .997 •-. 24 -HOUR FACTOR = .998 RUNOFF HYDROGRAPH LISTING LIMITS: d61! MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = .00 MODEL TIME(HOURS) FOR END OF RESULTS = 36.00 UNIT HYDROGRAPH DETERMINATION INTERVAL 'S' GRAPH UNIT HYDROGRAPH ,., NUMBER MEAN VALUES ORDINATES(CFS) 1 1.769 178.903 +&11} 2 9.948 827.382 3 26.825 1707.173 4 49.648 2308.708 ... 5 71.575 2217.953 6 85.271 1385.379 7 92.502 731.469 k### 8 96.373 391.586 9 98.132 177.929 10 98.702 57.663 -. 11 99.240 54.394 12 99.696 46.148 13 99.924 23.074 14 100.000 7.691 4y iiil UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL '' (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0209 .0186 .0022 2 .0209 .0187 .0022 3 .0209 .0187 .0022 4 .0210 .0187 .0022 '...' 5 .0210 .0188 .0022 6 .0211 .0188 .0023 MO 7 .0211 .0188 .0023 8 .0211 .0189 .0023 9 .0212 .0189 .0023 .11. 10 .0212 .0189 .0023 11 .0213 .0190 .0023 12 .0213 .0190 .0023 13 .0214 .0191 .0023 14 .0214 .0191 .0023 15 .0214 .0192 .0023 16 .0215 .0192 .0023 17 .0215 .0192 .0023 18 .0216 .0193 .0023 19 .0216 .0193 .0023 20 .0217 .0193 .0023 21 .0217 .0194 .0023 .4. 22 .0217 .0194 .0023 23 .0218 .0195 .0023 24 .0218 .0195 .0023 MI 25 .0219 .0196 .0023 26 .0219 .0196 .0023 27 .0220 .0196 .0024 .,, 28 .0220 .0197 .0024 29 .0221 .0197 .0024 30 .0221 .0198 .0024 31 .0222 .0198 .0024 32 .0222 .0198 .0024 33 .0223 .0199 .0024 , 34 .0223 .0199 .0024 35 .0224 .0200 .0024 36 .0224 .0200 .0024 Mig, 37 .0225 .0201 .0024 38 .0225 .0201 .0024 39 .0226 .0202 .0024 .01 40 .0226 .0202 .0024 41 .0227 .0203 .0024 42 .0227 .0203 .0024 4111 43 .0228 .0204 .0024 44 .0228 .0204 .0024 45 .0229 .0205 .0025 ,„„ 46 .0230 .0205 .0025 47 .0230 .0206 .0025 48 .0231 .0206 .0025 AO 49 .0232 .0207 .0025 50 .0232 .0207 .0025 51 .0233 .0208 .0025 52 .0233 .0208 .0025 53 .0234 .0209 .0025 54 .0234 .0209 .0025 vim 55 .0235 .0210 .0025 56 .0236 .0210 .0025 57 .0236 .0211 .0025 .. 56 .0237 .0211 .0025 59 .0238 .0212 .0025 60 .0238 .0213 .0025 _ _ 61 .0239 .0213 .0026 62 .0239 .0214 .0026 63 .0240 .0214 .0026 64 .0241 .0215 .0026 65 .0242 .0216 .0026 66 .0242 .0216 .0026 IMO 67 .0243 .0217 .0026 68 .0243 .0217 .0026 69 .0244 .0218 .0026 ,... 70 .0245 .0219 .0026 71 .0246 .0219 .0026 72 .0246 .0220 .0026 73 .0247 .0221 .0026 74 .0248 .0221 .0027 75 .0249 .0222 .0027 .,, 76 .0249 .0223 .0027 77 .0250 .0224 .0027 78 .0251 .0224 .0027 All 79 .0252 .0225 .0027 80 .0252 .0225 .0027 81 .0253 .0226 .0027 re.. 82 .0254 .0227 .0027 83 .0255 .0228 .0027 84 .0256 .0228 .0027 MO 85 .0257 .0229 .0027 86 .0257 .0230 .0028 87 .0259 .0231 .0028 .4. 88 .0259 .0231 .0028 89 .0260 .0232 .0028 Ali AWN Add 90 .0261 .0233 .0028 Adi 91 .0262 .0234 .0028 92 .0263 .0235 .0028 93 .0264 .0236 .0028 'VA" 94 .0265 .0236 .0028 95 .0266 .0238 .0028 1 96 .0267 .0238 .0029 97 .0268 .0239 .0029 98 .0269 .0240 .0029 99 .0270 .0241 .0029 100 .0271 .0242 .0029 101 .0272 .0243 .0029 NO 102 .0273 .0244 .0029 103 .0274 .0245 .0029 104 .0275 .0246 .0029 moo 105 .0277 .0247 .0030 106 .0277 .0248 .0030 107 .0279 .0249 .0030 add 108 .0280 .0250 .0030 109 .0281 .0251 .0030 110 .0282 .0252 .0030 111 .0284 .0253 .0030 112 .0285 .0254 .0030 113 .0286 .0256 .0031 114 .0287 .0256 .0031 115 .0289 .0258 .0031 116 .0290 .0259 .0031. 117 .0292 .0260 .0031 118 .0293 .0261 .0031 119 .0294 .0263 .0032 iiii 120 .0295 .0264 .0032 121 .0297 .0266 .0032 122 .0298 .0266 .0032 123 .0300 .0268 .0032 124 .0301 .0269 .0032 125 .0304 .0271 .0032 126 .0305 .0272 .0033 127 .0307 .0274 .0033 128 .0308 .0275 .0033 -.. 129 .0310 .0277 .0033 130 .0311 .0278 .0033 131 .0314 .0280 .0034 Mid 132 .0315 .0281 .0034 133 .0318 .0284 .0034 134 .0319 .0285 .0034 mom 3.35 .0322 .0287 .0034 136 .0323 .0288 .0035 137 .0326 .0291 .0035 Ail 138 .0327 .0292 .0035 139 .0330 .0295 .0035 140 .0331 .0296 .0035 moot 141 .0335 .0299 .0036 142 .0336 .0300 .0036 143 .0339 .0303 .0036 ddiS 144 .0341 .0304 .0036 145 .0349 .0311 .0037 146 .0350 .0313 .0037 147 .0354 .0316 .0038 148 .0356 .0318 .0038 149 .0360 .0321 .0038 9 150 .0361 .0323 .0039 151 .0365 .0326 .0039 152 .0368 .0328 .0039 153 .0372 .0332 .0040 154 .0374 .0334 .0040 155 .0379 .0338 .0041 -yep 156 .0381 .0340 .0041 157 .0386 .0345 .0041 158 .0389 .0347 .0042 159 .0394 .0352 .0042 160 .0397 .0354 .0042 161 .0403 .0359 .0043 410 162 .0406 .0362 .0043 163 .0412 .0368 .0044 164 .0415 .0371 .0044 ,„ 165 .0422 .0377 .0045 166 .0426 .0380 .0046 167 .0433 .0387 .0046 At 168 .0438 .0391 .0047 169 .0316 .0282 .0034 170 .0321 .0286 .0034 z ,,,, 171 .0331 .0296 .0035 172 .0337 .0301 .0036 173 .0349 .0312 .0037 ya 174 .0356 .0318 .0038 175 .0370 .0330 .0040 176 .0378 .0337 .0040 177 .0395 .0353 .0042 178 .0404 .0361 .0043 179 .0425 .0380 .0046 4/10 180 .0437 .0390 .0047 181 .0463 .0391 .0073 182 .0478 .0391 .0088 183 .0513 .0391 .0122 184 .0534 .0391 .0143 Wddi MO ROA 185 .0510 .0391 .0119 MINI 186 .0539 .0391 .0148 187 .0611 .0391 .0220 188 .0660 .0391 .0269 189 .0821 .0391 .0431 190 .0925 .0391 .0534 191 .1310 .0391 .0919 192 .1791 .0391 .1400 193 .5391 .0391 .5000 194 .1072 .0391 .0682 195 .0718 .0391 .0328 196 .0572 .0391 .0181 MI 197 .0556 .0391 .0166 198 .0495 .0391 .0104 199 .0450 .0391 .0059 4.1% 200 .0414 .0370 .0044 201 .0386 .0345 .0041 202 .0363 .0324 .0039 0 203 .0343 .0306 .0037 204 .0326 .0291 .0035 205 .0442 .0391 .0051 T. 206 .0430 .0384 .0046 207 .0419 .0374 .0045 208 .0409 .0365 -0044 -.4 209 .0400 -0357 .0043 210 .0391 .0349 .0042 211 .0384 .0343 .0041 212 .0376 .0336 .0040 213 .0370 .0330 .0040 214 .0363 .0325 .0039 215 .0358 .0319 .0038 216 .0352 .0314 .0038 217 .0343 .0306 .0037 „_ 218 .0338 .0302 .0036 219 .0333 .0297 .0036 220 .0329 .0293 .0035 221 .0324 .0290 .0035 222 .0320 .0286 .0034 223 .0316 .0283 .0034 224 .0313 .0279 .0033 225 .0309 .0276 .0033 226 .0306 .0273 .0033 z /-_,, 227 .0302 .0270 .0032 228 .0299 .0267 .0032 229 .0296 .0265 .0032 230 .0293 .0262 .0031 231 .0291 .0260 .0031 232 .0288 .0257 .0031 AN 233 .0285 .0255 .0031 234 .0283 .0253 .0030 235 .0280 .0250 .0030 236 .0278 .0248 .0030 237 .0276 .0246 .0030 238 .0274 .0244 .0029 239 .0271 .0242 .0029 240 .0269 .0241 .0029 241 .0267 .0239 .0029 242 .0265 .0237 .0028 243 .0263 .0235 .0028 244 .0262 .0234 .0028 :,■ 245 .0260 .0232 .0028 246 .0258 .0230 .0028 247 .0256 .0229 .0027 248 .0255 .0227 .0027 249 .0253 .0226 .0027 250 .0251 .0224 .0027 maw 251 .0250 .0223 -0027 252 .0248 .0222 .0027 253 .0247 .0220 .0026 254 .0245 .0219 .0026 255 .0244 .0218 .0026 256 .0242 .0217 .0026 4#4 257 .0241 .0215 .0026 258 .0240 .0214 .0026 259 .0238 .0213 .0026 ,, 260 .0237 .0212 .0025 261 .0236 .0211 .0025 262 .0235 .0210 .0025 Ada 263 .0233 .0208 .0025 264 .0232 .0207 .0025 265 .0231 .0206 .0025 ,w, 266 .0230 .0205 .0025 267 .0229 .0204 .0024 268 .0228 .0203 .0024 269 .0227 .0202 .0024 270 .0226 .0201 .0024 271 .0225 .0201 .0024 272 .0224 .0200 .0024 273 .0223 .0199 .0024 274 .0222 .0198 .0024 Oil 275 .0221 .0197 .0024 276 .0220 .0196 .0023 277 .0219 .0195 .0023 ,.H 278 .0218 .0194 .0023 279 .0217 .0194 .0023 • vro 280 .0216 .0193 .0023 281 .0215 .0192 .0023 282 .0214 .0191 .0023 283 .0213 .0190 .0023 284 .0212 .0190 .0023 285 .0212 .0189 .0023 286 .0211 .0188 .0023 287 .0210 .0188 .0022 288 .0209 .0187 .0022 TOTAL SOIL —LOSS VOLUME(ACRE —FEET) = 521.2441 TOTAL STORM RUNOFF VOLUME(ACRE —FEET) = 132.7820 eli riot ,y4 spa ati 4Nl1 14,4 A WI 2 4 -HOUR STORM ..a R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) a TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 NO .083 .0028 .40 Q . .167 .0182 2.25 Q . .250 .0600 6.06 Q . ,.... .333 .1373 11.23 Q . .417 .2489 16.20 Q . .500 .3820 19.32 Q . .583 .5265 20.99 Q . • • • .667 .6774 21.91 Q .750 .8313 22.34 Q . ... .833 .9863 22.52 Q . .917 1.1426 22.68 0 • • 1.000 1.2998 22.83 Q • illi 1.083 1.4577 22.92 4 . - - 1.167 1.6160 22.99 Q . 1.250 1.7746 23.03 Q . � 1.333 1.9335 23.08 Q . 1.417 2.0928 23.12 Q . 1.500 2.2524 23.17 Q . 1.583 2.4123 23.22 Q . 1.667 2.5725 23.27 Q . 1.750 2.7331 23.31 Q . 1.833 2.8940 23.36 Q . 1.917 3.0552 23.41 Q 2.000 3.2168 23.46 Q ++ 2.083 3.3787 23.51 QV . 2.167 3.5409 23.56 QV . . 2.250 3.7035 23.61 QV . •s 2.333 3.8664 23.66 QV . 2.417 4.0297 23.71 QV 2.500 4.1933 23.76 QV WO 2.583 4.3573 23.81 QV . 2.667 4.5217 23.86 QV . 2.750 4.6864 23.92 QV . ..,s 2.833 4.8515 23.97 QV . 2.917 5.0169 24.02 QV . 3.000 5.1827 24.08 QV . 3.083 5.3489 24.13 QV . 3.167 5.5154 24.18 QV . 3.250 5.6824 24.24 QV . 3.333 5.8497 24.29 QV 3.417 6.0174 24.35 QV . . 3.500 6.1855 24.41 QV . 3.583 6.3540 24.46 QV 3.667 6.5229 24.52 QV . 3.750 6.6922 24.58 Q V . -w 3.833 6.8619 24.64 Q V • 3.917 7.0320 24.70 Q V . 4.000 7.2025 24.76 Q V . • seas 4.083 7.3734 24.82 Q V . 4.167 7.5448 24.88 Q V . • 4.250 7.7166 24.94 Q V . 4.333 7.8888 25.00 Q V . 4.417 8.0614 25.07 Q V . 4.500 8.2345 25.13 Q V . • 4.583 8.4080 25.19 0 V . 4.667 8.5819 25.26 Q V 4.750 8.7563 25.32 Q V . 4.833 8.9312 25.39 0 V . 4.917 9.1065 25.45 Q V . 5.000 9.2822 25.52 Q V . . AO 5.083 9.4585 25.59 Q V . 5.167 9.6352 25.66 Q V . 5.250 9.8123 25.73 Q V . 5.333 9.9900 25.80 Q V . • 5.417 10.1681 25.87 Q V . • 5.500 10.3468 25.94 Q V . • dig 5.583 10.5259 26.01 Q V . 5.667 10.7055 26.08 Q V . • 5.750 10.8857 26.16 4 v . . .. 5.833 11.0663 26.23 Q V . • 5.917 11.2475 26.30 Q V . • 6.000 11.4292 26.38 Q V . ille 6.083 11.6114 26.46 Q V • 6.167 11.7941 26.53 Q V . . 6.250 11.9774 26.61 Q V . . -+N 6.333 12.1612 26.69 Q V 6.417 12.3456 26.77 Q V 6.500 12.5306 26.85 Q V . . t 6.583 12.7161 26.94 Q V . . 6.667 12.9021 27.02 Q V 6.750 13.0888 27.10 Q V . . -- 6.833 13.2760 27.19 0 V . . 6.917 13.4639 27.27 Q V . . tai rkn9 7.000 13.6523 27.36 Q V . . . Ng 7.083 13.8414 27.45 Q V . . 7.167 14.0310 27.54 Q V . . 7.250 14.2213 27.63 Q V . . 7.333 14.4122 27.72 0 V . . 7.417 14.6037 27.81 Q V . 7.500 14.7959 27.91 Q V 7.583 14.9888 28.00 Q V . . 7.667 15.1823 28.10 Q V . . „� 7.750 15.3764 28.19 Q V . . 7.833 15.5713 28.29 Q V . . 7.917 15.7668 28.39 Q V . . MI 8.000 15.9631 28.49 Q V . . 8.083 16.1600 28.60 Q V . . 8.167 16.3577 28.70 Q V . . AIM 8.250 16.5561 28.81 Q V . . 8.333 16.7552 28.91 Q V . . . 8.417 16.9551 29.02 Q V . . . aig 8.500 17.1557 29.13 Q V . . . 8.583 17.3571 29.24 Q V . . 8.667 17.5593 29.36 0 V . .,,, 8.750 17.7623 29.47 Q V . . . 8.833 17.9661 29.59 Q V . . . 8.917 18.1707 29.71 Q V . . . V 9.000 18.3762 29.83 Q V . . . 9.083 18.5824 29.95 0 V . . . 9.167 18.7896 30.08 Q V . . . 9.250 18.9976 30.20 Q V . . . 9.333 19.2064 30.33 Q V . . . 9.417 19.4162 30.46 Q V . . . oW 9.500 19.6269 30.59 Q V . . . 9.583 19.8385 30.73 Q V . . . 9.667 20.0511 30.86 Q V . . . 9.750 20.2646 31.00 Q V . . . 9.833 20.4791 31.14 Q V . . . 9.917 20.6946 31.29 Q V . . . ..* 10.000 20.9111 31.44 Q V . . . 10.083 21.1286 31.59 Q V . . . 10.167 21.3472 31.71 Q V . . . 10.250 21.5668 31.89 Q V . . . 10.333 21.7876 32.05 Q V . . . 10.417 22.0094 32.21 Q V . . . 4W 10.500 22.2324 32.37 Q V . . . 10.583 22.4565 32.54 Q V . . . 10.667 22.6818 32.71 Q V . . . ,,, 10.750 22.9083 32.89 0 V . . . 10.833 23.1360 33.06 Q V . . . 10.917 23.3649 33.24 Q V . . . Oda 11.000 23.5951 33.43 0 V . . . 11.083 23.8267 33.62 Q V . . . 11.167 24.0595 33.81 Q V . . . 11.250 24.2937 34.01 Q V . . . 11.333 24.5293 34.21 Q V . . . 11.417 24.7663 34.41 0 V . . . M 11.500 25.0048 34.62 Q V . . . 11.583 25.2447 34.84 Q V . . . 11.667 25.4862 35.06 Q V . . . 11.750 25.7292 35.29 Q V . . . 11.833 25.9738 35.52 Q V . . . 11.917 26.2201 35.76 0 V . . . mitt 12.000 26.4681 36.00 Q V . . . 12.083 26.7178 36.26 Q V . . . 12.167 26.9695 36.55 Q V . . . 12.250 27.2236 36.90 Q V . . . 12.333 27.4803 37.27 Q V . . . 12.417 27.7396 37.65 Q V . . . wee 12.500 28.0013 38.00 Q V . . . 12.583 28.2652 38.32 0 V . . . 12.667 28.5313 38.64 Q V . . . 12.750 28.7997 38.96 Q V . . . 12.833 29.0702 39.28 Q V . . . 12.917 29.3431 39.62 Q V . . . 4* 13.000 29.6183 39.96 Q V . . . 13.083 29.8960 40.32 Q V. . . 13.167 30.1762 40.68 Q V. . . ,, 13.250 30.4590 41.07 Q V. . . 13.333 30.7445 41.46 Q V. . . 13.417 31.0329 41.87 0 V. . . AO 13.500 31.3241 42.29 Q V. . . 13.583 31.6184 42.73 Q V. . . 13.667 31.9159 43.19 Q V. . . ,,. 13.750 32.2167 43.67 Q V. . . 13.833 32.5209 44.17 Q V. . . 13.917 32.8287 44.70 Q V. . . AO 14.000 33.1403 45.24 Q V. . . 14.083 33.4542 45.57 Q V . . 14.167 33.7643 45.02 Q V . . • *� 14.250 34.0624 43.28 Q V . . 14.333 34.3430 40.75 Q V . . 14.417 34.6075 38.41 Q V . . 14.500 34.8643 37.28 Q V . . 14.583 35.1201 37.14 Q V . . 14.667 35.3787 37.55 Q V . . °^ 14.750 35.6427 38.33 Q V . . 1.1.833 35.9138 39.36 Q V . . ^N# view al 14.917 36.1927 40.51 Q V . 15.000 36.4804 41.77 Q V . 15.083 36.7808 43.62 Q .V - , • 15.167 37.1071 47.38 Q .V . 4 ' ° ' 15.250 37.4845 54.80 .Q .V 15.333 37.9483 67.34 .Q .V . 00 15.417 38.5280 84.17 .Q .V • • 15.500 39.2260 101.35 Q .V . 15.583 40.0351 117.48 . Q . V . mom 15.667 40.9670 135.31 . Q . V , 15.750 42.0859 162.46 . Q . V . . 15.833 43.5262 209.14 . Q . V . 15.917 45.4780 283.40 . Q . V . . 16.000 48.2441 401.64 . Q . V . 16.083 52.6831 644.53 . . Q V . . 16.167 60.1803 1088.60 . V . Q . 16.250 70.9624 1565.56 . .V . Q 16.333 83.3785 1802.81 . V . Ai 16.417 94.6309 1633.85 . . V . Q • 16.500 102.3394 1119.28 . Q V . • 16.583 107.0983 690.99 . • Q . V . VIM 16.667 110.0509 428.71 . Q. . V . 16.750 111.8183 256.63 . Q . . . V . 16.833 112.8634 151.74 . Q . V . 16.917 113.6470 113.78 . Q . V . 17.000 114.2512 87.74 .Q . V 17.083 114.6936 64.23 .Q . V ,,,.. 17.167 115.0383 50.05 .Q . . V 17.250 115.3432 44.27 Q . V 17.333 115.6495 44.48 Q . V MO 17.417 115.9612 45.27 Q . V . 17.500 116.2721 45.13 Q . V 17.583 116.5786 44.51 Q . V .,,.. 17.667 116.8801 43.78 Q . V 17.750 117.1758 42.94 Q . V 17.833 117.4656 42.07 Q . v 17.917 117.7501 41.31 Q . V 18.000 118.0297 40.60 Q . V . 18.083 118.3044 39.89 Q . V 18.167 118.5743 39.18 Q . V . 18.250 118.8392 38.47 Q . V 18.333 119.0994 37.77 Q . V ** 18.417 119.3549 37.11 Q . V . 18.500 119.6064 36.52 Q . . V 18.583 119.8542 35.98 Q . . V _.... 18.667 120.0986 35.48 Q V . 18.750 120.3397 35.02 Q . . V 18.833 120.5779 34.58 Q . V 06 18.917 120.8131 34.16 Q . V 19.000 121.0456 33.76 Q . V 19.083 121.2755 33.38 Q . V „, 19.167 121.5029 33.01 Q . V 19.250 121.7278 32.66 Q . V 19.333 121.9505 32.33 Q . V 19.417 122.1709 32.01 Q . V 19.500 122.3892 31.69 Q . V 19.583 122.6054 31.39 Q . . V ,.„ 19.667 122.8196 31.10 Q . V 19.750 123.0319 30.82 Q . V 19.833 123.2423 30.55 Q . V iNl 19.917 123.4510 30.29 Q . V 20.000 123.6578 30.04 Q . V 20.083 123.8630 29.79 Q . V ,,,., 20.167 124.0666 29.55 Q . V 20.250 124.2685 29.32 Q . V 20.333 124.4689 29.10 Q V . MW 20.417 124.6678 28.88 Q . V 20.500 124.8653 28.67 Q . . V 20.583 125.0613 28.46 Q . V ,„,., 20.667 125.2560 28.26 Q . V 20.750 125.4493 28.07 Q . V 20.833 125.6413 27.88 Q . . V ill 20.917 125.8320 27.69 Q V . 21.000 126.0214 27.51 Q . V 21.083 126.2097 27.33 Q . V . 21.167 126.3967 27.16 Q . V . 21.250 126.5826 26.99 Q . V 21.333 126.7674 26.83 Q V . MN 21.417 126.9510 26.67 Q . V . 21.500 127.1336 26.51 Q . V . 21.583 127.3151 26.36 Q . . V . "..� 21.667 127.4956 26.20 Q . V . 21.750 127.6750 26.06 Q . V 21.833 127.8535 25.91 Q . V . WIN 21.917 128.0310 25.77 Q V . • 22.000 128.2075 25.63 Q . . V 22.083 128.3831 25.50 Q . . V . ,4,., 22.167 128.5578 25.36 Q . . V . 22.250 128.7316 25.23 Q . V . 22.333 128.9045 25.11 Q . . V . Ybl/ 22.417 129.0766 24.98 4 . . V . 22.500 129.2478 24.86 Q . V . 22.583 129.4181 24.74 Q . . V . .«R+ 22.667 129.5877 24.62 4 V. 22.750 129.7565 24.50 Q . . V. • Mill k+* 22.833 129.9244 24.39 Q . . V. qtiti 22.917 130.0916 24.28 Q . . . V. 23.000 130.2580 24.17 Q V. 23.083 130.4237 24.06 Q . . . V. 23.166 130.5887 23.95 Q . . V. 23.250 130.7529 23.84 Q . . . V. 23.333 130.9164 23.74 Q . . V. 23.416 131.0792 23.64 Q . . . V. 23.500 131.2413 23.54 Q . . . V. ,,., 23.583 131.4028 23.44 Q . . . V. 23.666 131.5636 23.35 Q . . . V. 23.750 131.7237 23.25 Q . . . V. At 23.833 131.8832 23.16 Q . . . V. 23.916 132.0420 23.06 Q . . . V. 24.000 132.2002 22.97 Q . . . V. 24.083 132.3551 22.48 Q . . . V. 24.166 132.4966 20.55 Q . . . V. 24.250 132.6114 16.67 Q . . . V. 24.333 132.6903 11.45 Q . . . V. 24.416 132.7348 6.46 Q . . . V. 24.500 132.7579 3.35 Q . . . V. .w 24.583 132.7696 1.70 Q . . . V. 24.666 132.7753 .83 Q . . . V. 24.750 132.7782 .43 0 . . . V. , 24.833 132.7802 .29 0 . . . V. 24.916 132.7814 .17 Q . . . V. 25.000 132.7819 .07 Q . . . V. .. 25.083 132.7820 .02 Q . . . V Woo FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 -< »»>UNIT- HYDROGRAPH ANALYSIS««< (UNIT- HYDROGRAPH ADDED TO STREAM 85) *USER ENTERED "LAG" TIME = .315 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.458 WATERSHED AREA = 1005.030 ACRES BASEFLOW = .000 CFS /SQUARE -MILE .ft= VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .462 LOW LOSS FRACTION = .893 " * HYDROGRAPH MODEL 81 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .56 ,« SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.17 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.48 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.88 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.40 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .955 30- MINUTE FACTOR = .955 ide 1 -HOUR FACTOR = .955 3 -HOUR FACTOR = .993 6 -HOUR FACTOR = .997 -. 24 -HOUR FACTOR = .998 RUNOFF HYDROGRAPH LISTING LIMITS: VON MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = .00 MODEL TIME(HOURS) FOR END OF RESULTS = 36.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH .f. NUMBER MEAN VALUES ORDINATES(CFS) 1 1.602 194.757 2 8.343 819.262 3 23.118 1795.911 4 42.992 2415.515 5 64.795 2650.100 6 80.491 1907.793 7 89.463 1090.480 Mil 8 94.503 612.678 9 97.197 327.339 10 98.307 134.921 11 98.803 60.299 12 99.297 60.034 13 99.719 51.295 14 99.930 25.648 15 100.000 8.549 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL w.. (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0209 .0186 .0022 2 .0209 .0187 .0022 3 .0209 .0187 .0022 4 .0210 .0187 .0022 5 .0210 .0188 .0022 6 .0211 .0188 .0023 Miii 7 .0211 .0188 .0023 8 .0211 .0189 .0023 9 .0212 .0189 .0023 rosy 10 .0212 .0189 .0023 11 .0213 .0190 .0023 12 .0213 .0190 .0023 AMMO 13 .0214 .0191 .0023 14 .0214 .0191 .0023 15 .0214 .0191 .0023 16 .0215 .0192 .0023 17 .0215 .0192 .0023 18 .0216 .0193 .0023 -,v 19 .0216 .0193 .0023 20 .0217 .0193 .0023 21 .0217 .0194 .0023 ... 22 .0217 .0194 .0023 23 .0218 .0195 .0023 24 .0218 .0195 .0023 .MIN 25 .0219 .0196 .0023 26 .0219 .0196 .0023 27 .0220 .0196 .0024 .,. 28 .0220 .0197 .0024 29 .0221 .0197 .0024 30 .0221 .0198 .0024 xi 31 .0222 .0198 .0024 32 .0222 .0198 .0024 33 .0223 .0199 .0024 -,. 34 .0223 .0199 .0024 35 .0224 .0200 .0024 36 .0224 .0200 .0024 sdea 37 .0225 .0201 .0024 38 .0225 .0201 .0024 39 .0226 .0202 .0024 ... 40 .0226 .0202 .0024 41 .0227 .0203 .0024 42 .0227 .0203 .0024 OM 43 .0228 .0204 .0024 44 .0228 .0204 .0024 45 .0229 .0205 .0025 46 .0230 .0205 .0025 47 .0230 .0206 .0025 48 .0231 .0206 .0025 1 ^9 49 .0231 .0207 .0025 50 .0232 .0207 .0025 51 .0233 .0208 .0025 52 .0233 .0208 .0025 53 .0234 .0209 .0025 54 .0234 .0209 .0025 55 .0235 .0210 .0025 56 .0235 .0210 .0025 57 .0236 .0211 .0025 •.. 58 .0237 .0211 .0025 59 .0238 .0212 .0025 60 .0238 .0213 .0025 rtio,x 61 .0239 .0213 .0026 62 .0239 .0214 .0026 63 .0240 .0214 .0026 64 .0241 .0215 .0026 65 .0242 .0216 .0026 66 .0242 .0216 .0026 liMM 67 .0243 .0217 .0026 68 .0243 .0217 .0026 69 .0244 .0218 .0026 ... 70 .0245 .0219 .0026 71 .0246 .0219 .0026 72 .0246 .0220 .0026 :. 73 .0247 .0221 .0026 74 .0248 .0221 .0027 75 .0249 .0222 .0027 76 .0249 .0223 .0027 77 .0250 .0223 .0027 78 .0251 .0224 .0027 +4 79 .0252 .0225 .0027 80 .0252 .0225 .0027 81 .0253 .0226 .0027 82 .0254 .0227 .0027 83 .0255 .0228 .0027 84 .0256 .0228 .0027 #6O 85 .0257 .0229 .0027 86 .0257 .0230 .0028 87 .0259 .0231 .0028 88 .0259 .0231 .0028 89 .0260 .0232 .0028 VW 1 s.� 90 .0261 .0233 .0028 91 .0262 .0234 .0028 92 .0263 .0235 .0028 ,,,, 93 .0264 .0236 .0028 94 .0265 .0236 .0028 95 .0266 .0237 .0028 s41/ 96 .0267 .0238 .0029 97 .0268 .0239 .0029 98 .0269 .0240 .0029 ..,,,,. 99 .0270 .0241 .0029 100 .0271 .0242 .0029 101 .0272 .0243 .0029 102 .0273 .0244 .0029 103 .0274 .0245 .0029 104 .0275 .0246 .0029 . 105 .0276 .0247 .0030 106 .0277 .0248 .0030 107 .0279 .0249 4dAdd 108 .0280 .0250 .0030 109 .0281 .0251 .0030 110 .0282 .0252 .0030 ... 111 .0284 .0253 .0030 112 .0284 .0254 .0030 113 .0286 .0256 .0031 114 .0287 .0256 .0031 115 .0289 .0258 .0031 116 .0290 .0259 .0031 +.+. 117 .0292 .0260 .0031 118 .0292 .0261 .0031 119 .0294 .0263 .0031 aids' 120 .0295 .0264 .0032 121 .0297 .0265 .0032 122 .0298 .0266 .0032 .. 123 .0300 .0268 .0032 124 .0301 .0269 .0032 125 .0303 .0271 .0032 126 .0305 .0272 .0033 127 .0307 .0274 .0033 128 .0308 .0275 .0033 -.. 129 .0310 .0277 .0033 130 .0311 .0278 .0033 131 .0314 .0280 .0034 .1 132 .0315 .0281 .0034 133 .0318 .0284 .0034 134 .0319 .0285 .0034 .�. 135 .0321 .0287 .0034 136 .0323 .0288 .0035 137 .0326 .0291 .0035 Id* 138 .0327 .0292 .0035 139 .0330 .0295 .0035 140 .0331 .0296 .0035 141 .0334 .0299 .0036 142 .0336 .0300 .0036 143 .0339 .0303 .0036 ON 144 .0341 .0304 .0036 145 .0349 .0312 .0037 146 .0351 .0313 .0038 -•. 147 .0354 .0316 .0038 148 .0356 .0318 .0038 149 .0360 .0321 .0038 MeV 150 .0362 .0323 .0039 151 .0366 .0327 .0039 152 .0368 .0328 .0039 -= 153 .0372 .0332 .0040 154 .0374 .0334 .0040 155 .0379 .0338 .0041 156 .0381 .0340 .0041 157 .0386 .0345 .0041 158 .0389 .0347 .0042 159 .0394 .0352 .0042 160 .0397 .0354 .0042 161 .0403 .0360 .0043 1* 162 .0406 .0362 .0043 163 .0412 .0368 .0044 164 .0415 .0371 .0044 165 .0422 .0377 .0045 166 .0426 .0380 .0046 167 .0434 .0385 .0049 *so 168 .0438 .0385 .0053 169 .0320 .0285 .0034 170 .0324 .0290 .0035 as 171 .0335 .0299 .0036 172 .0341 .0304 .0036 173 .0353 .0315 .0038 tid 174 .0359 .0321 .0038 175 .0374 .0334 .0040 176 .0382 .0341 .0041 "'" 177 .0399 .0356 .0043 178 .0408 .0364 .0044 179 .0429 .0383 .0046 dtdd 180 .0441 .0385 .0056 181 .0467 .0385 .0082 182 .0482 .0385 .0097 '°°° 183 .0517 .0385 .0132 184 .0537 .0385 .0152 f 185 .0506 .0385 .0121 186 .0535 .0385 .0150 187 .0606 .0385 .0221 „, 188 .0655 .0385 .0270 189 .0815 .0385 .0430 190 .0918 .0385 .0533 191 .1300 .0385 .0915 192 .1777 .0385 .1392 193 .5349 .0385 .6964 m., 3.94 .1064 .0385 .0679 195 .0713 .0385 .0328 196 .0567 .0385 .0182 ditt 197 .0560 .0385 .0175 198 .0498 .0385 .0113 199 .0453 .0385 .0068 .�. 200 .0418 .0373 .0045 201 .0390 .0348 .0042 202 .0366 .0327 .0039 4110 203 .0347 .0310 .0037 204 .0330 .0294 .0035 205 .0442 .0385 .0057 206 .0430 .0384 .0046 207 .0419 .0374 .0045 208 .0409 .0365 .0044 209 .0400 .0357 .0043 210 .0391 .0350 .0042 211 .0384 .0343 .0041 ..w 212 .0377 .0336 .0040 213 .0370 .0330 .0040 214 .0364 .0325 .0039 40/0 215 .0358 .0320 .0038 216 .0352 .0315 .0038 217 .0343 .0306 .0037 -v. 218 .0338 .0301 .0036 219 .0333 .0297 .0036 220 .0328 .0293 .0035 witty 221 .0324 .0289 .0035 222 .0320 .0286 .0034 223 .0316 .0282 .0034 -» 224 .0313 .0279 .0033 225 .0309 .0276 .0033 226 .0306 .0273 .0033 4 227 .0302 .0270 .0032 228 .0299 .0267 .0032 229 .0296 .0265 .0032 ,.n. 230 .0293 .0262 .0031 231 .0291 .0260 .0031 232 .0288 .0257 .0031 <4 233 .0285 .0255 .0031 234 .0283 .0253 .0030 235 .0280 .0250 .0030 r 236 .0278 .0248 .0030 237 .0276 .0246 .0030 238 .0274 .0244 .0029 ;40 239 .0271 .0242 .0029 240 .0269 .0240 .0029 241 .0267 .0239 .0029 -. 242 .0265 .0237 .0028 243 .0263 .0235 .0028 244 .0262 .0234 .0028 *WI 245 .0260 .0232 .0028 246 .0258 .0230 .0028 247 .0256 .0229 .0027 -*! 248 .0255 .0227 .0027 249 .0253 .0226 .0027 250 .0251 .0224 .0027 tlist 251 .0250 .0223 .0027 252 .0248 .0222 .0027 253 .0247 .0220 .0026 w+. 254 .0245 .0219 .0026 255 .0244 .0218 .0026 256 .0242 .0216 .0026 Vaii 257 .0241 .0215 .0026 258 .0240 .0214 .0026 259 .0238 .0213 .0026 , 260 .0237 .0212 .0025 261 .0236 .0211 .0025 262 .0235 .0210 .0025 4' 263 .0233 .0208 .0025 264 .0232 .0207 .0025 265 .0231 .0206 .0025 266 .0230 .0205 .0025 267 .0229 .0204 .0024 268 .0228 .0203 .0024 269 .0227 .0202 .0024 270 .0226 .0201 .0024 271 .0225 .0201 .0024 "* 272 .0224 .0200 .0024 273 .0223 .0199 .0024 274 .0222 .0198 .0024 275 .0221 .0197 .0024 276 .0220 .0196 .0023 277 .0219 .0195 .0023 '" 278 .0218 .0194 .0023 279 .0217 .0194 .0023 4 280 .0216 .0193 .0023 281 .0215 .0192 .0023 282 .0214 .0191 .0023 .,.„ 283 .0213 .0190 .0023 284 .0212 .0190 .0023 285 .0212 .0189 .0023 286 .0211 .0188 .0023 287 .0210 .0188 .0022 288 .0209 .0187 .0022 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 625.6578 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 159.9432 40 0 Aiot ANS ISM 40 OW AN Afig w 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H IWO HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) .m TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 -► .083 .0030 .43 Q .167 .0186 2.26 Q . .250 .0618 6.28 Q . . . . „.., .333 .1423 11.68 Q . .417 .2636 17.62 Q . .500 .4145 21.91 Q . WO .583 .5825 24.39 Q . .667 .7601 25.80 Q .750 .9432 26.58 0 • .833 1.1287 26.93 Q .917 1.3154 27.12 Q 1.000 1.5035 27.30 Q . ION 1.083 1.6927 27.47 Q . . 1.167 1.8826 27.58 Q . . 1.250 2.0731 27.66 Q . . ... 1.333 2.2640 27.71 Q . 1.417 2.4552 27.77 Q . 1.500 2.6468 27.82 Q . . Wit 1.583 2.8388 27.88 0 • 1.667 3.0312 27.94 Q . . 1.750 3.2240 27.99 Q . ..... 1.833 3.4172 28.05 Q • 1.917 3.6108 28.11 Q . . 2.000 3.8048 28.17 Q . 2.083 3.9992 28.23 QV 2.167 4.1940 28.28 QV 2.250 4.3892 28.34 QV ,. 2.333 4.5848 28.40 QV . . 2.417 4.7809 28.47 QV 2.500 4.9774 28.53 QV . . 2.583 5.1743 28.59 QV . 2.667 5.3716 28.65 QV . . 2.750 5.5693 28.71 QV . . » 2.833 5.7675 28.78 QV . . 2.917 5.9662 28.84 QV 3.000 6.1652 28.91 QV . . ado 3.083 6.3648 28.97 QV 3.167 6.5647 29.04 QV 3.250 6.7652 29.10 QV . . - -- 3.333 6.9661 29.17 QV . . 3.417 7.1674 29.24 QV 3.500 7.3692 29.30 QV . . .W 3.583 7.5715 29.37 QV 3.667 7.7743 29.44 QV 3.750 7.9775 29.51 QV . . 3.833 8.1812 29.58 Q V 3.917 8.3854 29.65 0 V 4.000 8.5901 29.72 Q V . . 4.083 8.7953 29.80 Q V . . 4.167 9.0011 29.87 Q V 4.250 9.2073 29.94 Q V . -m4 4.333 9.4140 30.02 Q V . . 4.417 9.6212 30.09 Q V . . . 4.500 9.8290 30.17 Q V • . ...we 4.583 10.0373 30.24 Q V . 4.667 10.2461 30.32 Q V . . 4.750 10.4554 30.40 Q V ,„, 4.833 10.6653 30.48 Q V . . 4.917 10.8758 30.56 Q V . . • 5.000 11.0868 30.64 Q V Ytio 5.083 11.2983 30.72 Q V . . 5.167 11.5104 30.80 Q V . 5.250 11.7231 30.88 Q V . . ... 5.333 11.9364 30.97 Q V . . 5.417 12.1502 31.05 Q V . . 5.500 12.3647 31.13 Q V . MO 5.583 12.5797 31.22 Q V 5.667 12.7953 31.31 O V . . . 5.750 13.0115 31.40 Q V . . . �. 5.833 13.2284 31.48 Q V . . 5.917 13.4458 31.57 Q V . . . 6.000 13.6639 31.67 Q V . WO 6.083 13.8826 31.76 Q V . . . 6.167 14.1020 31.85 Q V . 6.250 14.3220 31.94 Q V . ,... 6.333 14.5426 32.04 Q V . . . 6.417 14.7639 32.13 Q V . 6.500 14.9859 32.23 Q V . Wel 6.583 15.2086 32.33 Q V . . . 6.667 15.4319 32.43 Q V . . 6.750 15.6559 32.53 0 V . -^^ 6.833 15.8807 32.63 0 V . 6.917 16.1061 32.73 0 V . MN , 94y 7.000 16.3323 32.84 Q V 7.083 16.5592 32.94 Q V 7.167 16.7868 33.05 Q V •, 7.250 17.0152 33.16 Q V . 7.333 17.2443 33.27 Q V . 7.417 17.4742 33.38 Q V 7.500 17.7048 33.49 Q V . 7.583 17.9362 33.60 Q V , 7.667 18.1685 33.72 Q V . 7.750 18.4015 33.84 Q V . 7.833 18.6353 33.95 Q V . 7.917 18.8700 34.07 Q V MS 8.000 19.1055 34.19 Q V 8.083 19.3418 34.32 Q V . 8.167 19.5790 34.44 Q V 8.250 19.8171 34.57 Q V 8.333 20.0561 34.70 Q V . . 8.417 20.2959 34.83 Q V . . 8.500 20.5367 34.96 Q V 8.583 20.7784 35.09 Q V 8.667 21.0210 35.23 Q V . . . 8.750 21.2645 35.37 Q V 8.833 21.5090 35.50 Q V 8.917 21.7545 35.65 Q V . . tMN 9.000 22.0010 35.79 Q V . . 9.083 22.2485 35.94 Q V 9.167 22.4971 36.08 Q V . . .... 9.250 22.7466 36.24 Q V 9.333 22.9972 36.39 Q V . . 9.417 23.2489 36.54 Q V AS 9.500 23.5017 36.70 Q V . . 9.583 23.7556 36.86 Q V . . 9.667 24.0106 37.03 Q V . . - 9.750 24.2667 37.19 Q V . . 9.833 24.5240 37.36 Q V . . 9.917 24.7825 37.53 Q V . . ... 10.000 25.0422 37.71 Q V . . 10.083 25.3032 37.89 0 V . . 10.167 25.5654 38.07 Q V . . .,. 10.250 25.8288 38.26 Q V . . 10.333 26.0936 38.44 Q V . . 10.417 26.3597 38.64 Q V . . Us 10.500 26.6271 38.83 Q V . . 10.583 26.8959 39.03 Q V . . 10.667 27.1661 39.23 Q V . . a,. 10.750 27.4377 39.44 0 V . . 10.833 27.7108 39.65 Q V . . 10.917 27.9854 39.87 Q V . . 11.000 28.2615 40.09 Q V . . 11.083 28.5391 40.31 Q V . . 11.167 28.8183 40.54 Q V . . -. 11.250 29.0992 40.78 Q V . . 11.333 29.3817 41.02 Q V . . 11.417 29.6659 41.27 0 V . . Al 11.500 29.9518 41.51 Q V . . 11.583 30.2395 41.77 Q V . . 11.667 30.5290 42.04 Q V . . 11.750 30.8204 42.31 Q V . . 11.833 31.1136 42.58 Q V . . 11.917 31.4088 42.87 Q V . . 12.000 31.7061 43.16 Q V . . 12.083 32.0054 43.47 Q V . . 12.167 32.3071 43.81 Q V . . 12.250 32.6116 44.21 0 V . . 12.333 32.9191 44.65 Q V . . 12.417 33.2298 45.11 Q V . . oos 12.500 33.5435 45.55 0 V . . 12.583 33.8600 45.95 Q V . . 12.667 34.1791 46.34 Q V . . 12.750 34.5009 46.72 Q V . . 12.833 34.8253 47.11 Q V . . 12.917 35.1525 47.51 Q V . . 13.000 35.4826 47.92 Q V . . 13.083 35.8155 48.34 Q V . . 13.167 36.1514 48.78 Q V. . -«0 13.250 36.4905 49.23 Q V. . 13.333 36.8327 49.69 Q V. . 13.417 37.1783 50.18 .Q V. . At 13.500 37.5274 50.68 .Q V. . 13.583 37.8801 51.21 .Q V. . 13.667 38.2365 51.75 .Q V. . 13.750 38.5968 52.32 .Q V. . 13.833 38.9612 52.91 .Q V. . 13.917 39.3302 53.58 .Q V. 14.000 39.7054 54.47 .Q V. . 14.083 40.0873 55.46 .Q V . 14.167 40.4714 55.76 .Q V . *^ 14.250 40.8467 54.50 .0 V . 14.333 41.2049 52.01 .Q V . 14.417 41.5403 48.70 Q V itiet 14.500 41.8604 46.48 Q V . 14.583 42.1752 45.71 Q V . 14.667 42.4905 45.78 Q V . °. 14.750 42.8102 46.43 Q V . 14.833 43.1374 47.50 Q V . tomm *A 14.917 43.4738 48.85 Q V . . 15.000 43.8215 50.48 .Q V . . 15.083 44.1883 53.27 .Q .V . . 15.167 44.5935 58.83 .Q .V 15.250 45.0681 68.92 .Q .V . . 15.333 45.6502 84.52 .Q .V . . maw 15.417 46.3710 104.65 . Q .V 15.500 47.2315 124.94 . Q .V . . 15.583 48.2206 143.63 . Q . V . . ,.. 15.667 49.3482 163.73 . Q . V 15.750 50.6707 192.02 . Q . V . . 15.833 52.3246 240.15 . Q . V . . Mg 15.917 54.5313 320.41 . Q . V 16.000 57.6124 447.36 . Q . V 16.083 62.5055 710.48 . . Qv . . ... 16.167 70.5368 1166.15 . V . Q 16.250 82.3083 1709.21 . V . 0 16.333 96.0408 1993.96 . v . Q. AA 16.417 109.6479 1975.76 . . V Q. 16.500 119.9140 1490.63 . . Q. . 16.583 126.6079 971.96 . Q. .V . „„ 16.667 130.9040 623.79 Q . . V . 16.750 133.6285 395.59 . Q . . V 16.833 135.2758 239.19 Q . V . ail 16.917 136.3557 156.79 Q . . V . 17.000 137.2029 123.03 . Q . V 17.083 137.8790 98.16 .Q . V -,.. 17.167 138.3941 74.79 .Q . V 17.250 138.8179 61.53 .Q . V 17.333 139.2050 56.22 .Q . V 17.417 139.5941 56.49 .Q . V 17.500 139.9787 55.84 .Q . V . 17.583 140.3542 54.53 .Q . V . „ 17.667 140.7212 53.28 .Q . V . 17.750 141.0802 52.13 .Q • V . 17.833 141.4313 50.98 .Q . V . MO 17.917 141.7754 69.96 Q . V . 18.000 142.1134 49.08 Q . V . 18.083 142.4457 48.25 Q . V . :.. 18.167 142.7721 47.39 Q . V . 18.250 143.0925 46.52 Q . . V 18.333 143.4070 45.67 Q . V . 18.417 143.7159 44.85 Q . V . 18.500 144.0197 44.10 Q V . 18.583 144.3188 43.43 Q V . 18.667 144.6137 42.82 Q V . 18.750 144.9046 42.24 Q V . 18.833 145.1919 41.71 Q V . All 18.917 145.4756 41.20 Q V . 19.000 145.7560 40.71 Q V . 19.083 146.0331 40.24 Q V . ... 19.167 146.3072 39.80 Q V . 19.250 146.5784 39.37 Q V . 19.333 146.8467 38.96 Q V . 19.417 147.1124 38.57 Q V . ■ • 19.500 147.3754 38.19 Q . . V 19.583 147.6359 37.83 Q V . 19.667 147.8940 37.48 Q . V . 19.750 148.1498 37.14 Q V . 19.833 148.4033 36.81 Q V . mmil 19.917 148.6546 36.49 Q . . v 20.000 148.9038 36.18 Q . . v 20.083 149.1510 35.88 Q V . -- 20.167 149.3961 35.60 Q . . V 20.250 149.6393 35.32 Q V . 20.333 149.8807 35.04 Q V . Qai 20.417 150.1202 34.78 Q . . V 20.500 150.3580 34.52 Q V . 20.583 150.5940 34.27 Q V . ».., 20.667 150.8284 34.03 Q V . 20.750 151.0611 33.79 Q V . 20.833 151.2923 33.56 Q V . 20.917 151.5218 33.34 Q V . 21.000 151.7499 33.12 Q V . 21.083 151.9765 32.90 Q V . 21.167 152.2017 32.69 Q . V . • 21.250 152.4255 32.49 Q V . 21.333 152.6479 32.29 Q V . AN 21.417 152.8689 32.10 Q V . 21.500 153.0887 31.91 Q V . 21.583 153.3071 31.72 Q V . 21.667 153.5243 31.54 Q V . 21.750 153.7403 31.36 Q V . 21.833 153.9551 31.19 Q V . All 21.917 154.1687 31.02 Q V . 22.000 154.3812 30.85 Q . . . V 22.083 154.5925 30.69 Q V . ^° 22.167 154.8027 30.53 Q V . 22.250 155.0119 30.37 Q . . V 22.333 155.2200 30.21 Q V . Ali 22.417 155.4270 30.06 Q V . 22.500 155.6330 29.91 Q V . 22.583 155.8380 29.77 0 V . "" 22.667 156.0421 29.62 Q V. 22.750 156.2451 29.48 0 V. am 22.833 156.4472 29.35 4 . V. 22.917 156.6484 29.21 Q . V. 23.000 156.8486 29.08 Q . . V. _ 23.083 157.0480 28.94 Q . . V. 23.166 157.2464 28.82 Q V. 23.250 157.4440 28.69 Q . . V. 23.333 157.6407 28.56 Q V. 23.416 157.8366 28.44 Q . V. 23.500 158.0316 28.32 Q . . V. „ . 158.2258 28.20 Q . V. 23.666 158.4192 28.08 Q . V. 23.750 158.6119 27.97 Q . V. p 23.833 158.8037 27.86 Q . V. 23.916 158.9948 27.74 Q . . V. 24.000 159.1851 27.63 Q . V. 24.083 159.3717 27.09 Q . V. 24.166 159.5450 25.16 Q . V. 24.250 159.6900 21.06 Q . V. ilin 24.333 159.7973 15.59 Q V. 24.416 159.8636 9.62 Q V. 24.500 159.9003 5.33 Q V. ,., 24.583 159.9202 2.88 Q . V. 24.666 159.9305 1.50 Q . V. 24.750 159.9358 .77 Q . . V. iiii 24.833 159.9390 .46 Q . . V. 24.916 159.9412 .33 Q V. 25.000 159.9426 .19 Q . . V. ,�., 25.083 159.9431 .08 Q . . V. 25.166 159.9432 .02 Q . . V 40 END OF FLOOD ROUTING ANALYSIS moll W 40 MO 40 e NI 04 f4